United States
Environmental
Protection Agency
EPA Region 3
Philadelphia, PA
EPA 9-03-R-00013E
June 2003
Draft Programmatic
Environmental Imoact Statement
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APPENDIX H
ENGINEERING TECHNICAL STUDIES
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Mountaintop Mining/'Valley Fill EIS rl-1 Draft - December 2002
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Engineering Study Category, Appendix H
Study Topic
Comparisons of Peak Discharges Among Sites with and
without Valley Fills for the July 8-9, 2001 Flood in the
Headwaters of Clear Fork, Coal River Basin, Mountaintop
Coal -Mining Region Southern West Virginia. [Post-2001
WV Flood Analysis]
Comparisons of Storm Response in a Small Unmined and
Mountaintop-removal mined Watersheds, 1999-2001,
Ballard Fork, West Virginia
Comparison of Stream Characteristics in Small Gaged,
Unmined and Mountaintop-removal Mined Watersheds,
Ballard Fork, West Virginia, 1999-2001
Model Analysis of Potential Downstream Flooding as a
Result of Valley Fills and Large Scale Surface Mining
Operations in Appalachia
Flood Advisory Technical Taskforce Runoff Analyses of
Seng, Scrabble, and Sycamore Creeks
Hobet Mine Westridge Valley Fill. Feb 2000
Samples Mine Valley Fill #1. Jan 2000
Samples Mine Valley Fill #2. Mar 2001
Samples Mine Valley Fills #1 and #2. Jan 2000
Samples Mine Valley Fills #1 and #2 combined AOC conditions. Nov 2000
Samples Mine Valley Fills #1 and #2 combined
Future Forested Conditions. March 2001
Samples Mine Valley Fills #1 AOC conditions. Sept 2000
Samples Mine Valley Fills #1 Future Forested conditions. Feb 2001
Samples Mine Valley Fills #2 Future Forested conditions. Mar 2001
Samples Mine Valley Fills #2 AOC+ conditions. Oct 2000
Long-Term Stability of Valley Fills
Mining and Reclamation Technology Symposium
Estimation of Southwest Virginia Reserve Base of Surface
Mineable Coal
Estimation of Future Mountain-Top Removal Areas in the
Eastern Kentucky Region
Projecting Future Coal Mining in Steep Terrain of West
Virginia
Filed Date
Report in preparation.
Executive Summary included
Reports in preparation.
Executive Summary included
Reports in preparation.
Executive Summary included
April 2001
June 2002
March 2002
June 1999
July 2000, presented in
Chapter III.O
July 2000, presented in
Chapter III.O
April 2000, presented in
Chapter III.O
The opinions and views in the studies in this Appendix do not necessarily reflect the position or view of the agencies preparing
this EIS. These appendix cover sheets are provided as an aid to the reader to summarize the studies and also do not necessarily
reflect the opinions and views of the EIS agencies.
-------
These reports are included in the appendix in black and white. Color versions may be viewed on the
following website, http://www.epa.gov/region3/mtntop/index.htm
Comparisons of Peak Discharges Among Sites with and without Valley Fills for the July 8-9,
2001 Flood in the Headwaters of Clear Fork, Coal River Basin, Mountaintop Coal-Mining
Region Southern West Virginia, by the United States Geologic Survey
This study was designed to compare peak stream flows generated from mined and un-mined
watersheds upstream of summer flooding during 2001. The study was developed to answer, in part,
the following:
What are the short- and long-term effects of individual mountaintop mining
operations and associated valley fills on the following physical, chemical and
biological conditions of affected streams and their watersheds, both within the area
of direct impact and downstream, and including surface and groundwater. Consider
both water quality and quantity, including flooding potential and baseflow.
Consider changes on aquatic habitat and stream use.
Specifically for this study, the interest was in the effect of valley fills on quantity of stream flow
resulting from a significant rain storm event. The study determined that peak discharge for a 10-year
storm was less downstream from a reclaimed valley fill than downstream of an area without a valley
fill. However, the peak discharge for a 25-year storm was greater from two sites with valley fills
than two sites without valley fills. Peak discharge downstream from an unreclaimed valley fill was
greater than at a reclaimed valley fill.
The limitations of the study are the inherent difficulties of reconstructing the cause-and-effect of
results from a storm event based on watershed condition observations and measured high water
marks. Only a small number of sites were evaluated, and increased or decreased peaks are
attributable to site-specific factors for each watershed. Thus, it is difficult to generalize mining
impacts on runoff as a "one-size-fits-all" finding. Also, due to site conditions, increases in peak
runoff may not cause or contribute to flooding. Flooding results when stream banks overflow and
cause hazards to persons or damage to property, roads, etc (i.e., increased peaks contained within
a stream channel would not be considered flooding).
Comparisons of Storm Hydrographs in a Small Valley Filled and Unmined Watershed, 1999-
2001, Ballard Fork, West Virginia by the United States Geologic Survey
The study was designed to compare stream flow characteristics in similar sized watersheds with and
without a valley fill. The study was designed to answer, in part, the same questions reported in the
previous study. Specifically for this study, the committee was interested in the effect of valley fills
on quantity of stream flow downstream following a significant rainfall event. The study found that
runoff from mined watersheds exceeded runoff from unmined watersheds when rainfall exceeded
The opinions and views in the studies in this Appendix do not necessarily reflect the position or view of the agencies preparing
this EIS. These appendix cover sheets are provided as an aid to the reader to summarize the studies and also do not necessarily
reflect the opinions and views of the EIS agencies.
-------
1.0 inch per hour. The study also found that valley fills tend to store a considerable amount of water
and release the water more slowly than watersheds without fills.
The limitations of the study are the small number of sites that were evaluated and the difficulty in
monitoring for the appropriate period when a major storm event occurs. Despite the occurrence of
flooding in southern West Virginia in 2000 and 2001, the sites monitored did not include a major
rainfall event. As stated above, increased or decreased peaks are attributable to site-specific factors
in the contributing watershed. Thus, it is difficult to generalize mining impacts on runoff from a
limited number of sites. It is important to note that increases in peak runoff may not cause or
contribute to flooding (i.e., increased peaks contained within a stream channel would not be
considered flooding).
Model Analysis of Potential Downstream Flooding as a Result of Valley Fills and Large
Scale Surface Mining Operations in Appalachia by U.S. Army Corps of Engineers Pittsburgh
District
The purpose of this study was to evaluate the potential for flooding as a result of the construction
of valley fills and the related hydrologic modifications to terrain associated with mountaintop
mining. This study was based on computer modeling simulations, which looked at the impacts
of rainfall events on three individual valley fills, as well as the cumulative impacts of two fills on
a downstream area. The study was designed to answer questions described in the initial study,
above.
To summarize, the study found that storm runoff models calculated higher post-mining peak
flows than pre-mining peak flows for the same design storms. Model results concluded that
peak runoff during mining at one site was also higher than pre-mining flows. The study also
reported that the type of ground cover (e.g., trees versus, grass/legumes) and reclaimed
topography (e.g., AOC v. non-AOC) influenced post-mining peak runoff. However, none of the
predicted increases in peak flow caused flooding outside the downstream channel.
The limitations of the study are the small number of sites modeled as well as the difficulty of
modeling during-mining conditions. As previously mentioned, increased or decreased peaks are
attributable to site-specific factors in the contributing watershed. Thus it is difficult to generalize
mining impacts on runoff.
Flood Advisory Technical Taskforce Runoff Analyses of Seng, Scrabble, and Sycamore
Creeks by West Virginia
The studies were designed to determine whether mining caused increases in "peak flow"
downstream from the mine sites and if so, the extent to which peak flows were increased. It
should be noted that the West Virginia study also evaluated the impacts of logging on peak
flows. In general, the study concluded that mining does influence the degree of runoff, but that
the extent to which a change in runoff may have actually caused or contributed to flooding were
The opinions and views in the studies in this Appendix do not necessarily reflect the position or view of the agencies preparing
this EIS. These appendix cover sheets are provided as an aid to the reader to summarize the studies and also do not necessarily
reflect the opinions and views of the EIS agencies.
-------
site-specific. Site-specific factors may include topographic influences, stream channel
conditions, distance downstream from the mine site, man-made channel restrictions, etc.
The study recognized the need for the proper, thorough analysis of peak flow and flooding
potential. West Virginia is evaluating their study conclusions and recommendations and
considering regulations that would require peak flow analysis and other measures to minimize
flooding potential downstream of mine sites and logging operations.
Long-Term Stability of Valley Fills by OSM
This study was designed to address fill stability concerns indicating a perception that potential
instability of valley fills would have consequences similar to impoundment structure failure.
Scoping concerns also suggested that massive valley fills upstream of populated areas present
safety hazards to life and property.
The study design was to evaluate the following questions:
Are fills adequately stable under the current regulatory scheme? If not, why and
what alternatives are available?
The study found that valley fill instability (i.e., landslides or land slips on fills) is neither
commonplace nor widespread. The study concludes that valley fills, when constructed as
designed (i.e., in conformance with the regulatory design and performance standards), are stable
structures. Only twenty cases of critical instability (occurring over a large fraction of the fill face
and/or requiring a major remediation effort) occurred out of more than 4,000 fills constructed in
the past eighteen years.
One limitation of the study is that it relied on reports of known fill instability. No site-specific
drilling, testing or analysis of active or completed fills could be performed due to the difficulty
and expense of drilling large rock fills, obtaining adequate samples, and performing
representative testing. The evaluation of 128 pre-selected fills in four states may not be
considered as an appropriately large or representative sample. Other criticisms could include
claims that the existing valley fills may not have achieved final consolidation and established a
stable phreatic level. As such, the study cannot guarantee against future failures.
Estimation of Southwest Virginia Reserve Base of Surface Mineable Coal by Erik Westman,
Department of Mining and Mineral Engineering, Virginia Polytechnic and State University
(VPI)
The project was designed to identify areas of potential future surface mining. Remaining
resources for Virginia coal seams historically surface mined are delineated using geographic
information system (GIS) methods. Specifically, the study was developed to illustrate:
The opinions and views in the studies in this Appendix do not necessarily reflect the position or view of the agencies preparing
this EIS. These appendix cover sheets are provided as an aid to the reader to summarize the studies and also do not necessarily
reflect the opinions and views of the EIS agencies.
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What are projections for the extent of mountaintop mining in the Appalachian
coalfields in the future?
In addition to delineating the remaining coal extent in seams historically surface mined in
Virginia, VPI applied GIS techniques assuming "stripping ratio" (15:1), minimum tonnage
(greater than 500,000 ton reserve blocks), and minimum coal thickness (18 inches) to each of the
five seams. This approach was designed to show potential surface-mineable coal reserve areas
based on typical current mining engineering thresholds for viability. However, it is extremely
difficult to apply generalized mining engineering assumptions using a GIS model with great
confidence. Therefore, the study presents only the projected geologic extent of coal that has not
been mined in seams that have historically been mined by surface mining methods in Virginia.
This map displays areas where mining exists, but mining may not be feasible, as discussed
below:
- Available digital information on past mining is not exhaustive, but is based on the best
available comprehensive data. Coal mining in these areas has occurred for more than 100
years and accurate records of all past mining is not possible to portray. Therefore, the
maps indicate areas of remaining coal that may have actually been mined.
- A viable mining operation must be capable of efficiently removing a certain volume of
overburden relative to each ton of coal extracted (the amount of overburden to coal is
termed the "stripping ratio). Therefore, if the coal seam is too thin or too deep in the
mountain (i.e., overlain by an amount of overburden than is more expensive to remove
than the value of the coal recovered), surface mining may not be feasible. The GIS maps
show the possible presence of coal, but do not take into account if the coal thickness and
stripping ratio is suited for surface mining. Thus, the maps show a much larger area than
will ever actually be mined.
- Currently the average stripping ratio is about 15 cubic yards of overburden to one ton of
coal. However, the actual stripping ratio for any reserve block is dependent on the type
and size of equipment to be used. Some companies may be able to mine areas with ratios
as high as 25:1. Also, if a company has certain types of equipment, e.g., trucks, loaders
and augers or highwall miners, they may tend to mine a reserve block differently than a
company that has trucks and shovels or a dragline.. Because these are very company and
site-specific decisions, they can not be easily generalized and modeling by GIS can not
always provide credible or reliable results.
- Coal quality is an extremely important factor in mining viability. Mining companies
must provide "compliance" coal to meet contracts for electrical generation (to maintain
air quality standards) and must attain certain specifications for coking and steel
production. Coal quality can be widely variable—even within the same seam over short
distances. Thus, some areas of coal shown on the maps may not be mineable due to coal
quality, and the GIS process in this study was unable to account for coal quality issues.
The opinions and views in the studies in this Appendix do not necessarily reflect the position or view of the agencies preparing
this EIS. These appendix cover sheets are provided as an aid to the reader to summarize the studies and also do not necessarily
reflect the opinions and views of the EIS agencies.
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- A surface mine must encompass a coal reserve block of sufficient size to be viable.
Therefore some areas shown on the GIS map, after subtracting out poor quality and thin
coal and excessive overburden, may not represent enough coal to warrant undertaking a
mining operation. A GIS can determine the volume of coal in any given reserve polygon.
But, the ability to graphically represent this factor, considering the other issues discussed
here, does not overcome the study limitations to represent precise future mining
locations.
- Mineral and surface ownership are another crucial factor relevant to surface mining
feasibility. Even though there may be a coal reserve block of sufficient size to present
viable mining potential, if the mineral ownership is split and rights to mine can not be
obtained from all the mineral holders, mining can not occur. Similarly, in some
circumstances, failure to obtain surface owner permission to mine will hinder mining.
Other surface protected areas (e.g., state and national parks, forests, lakes, rivers, cities,
hospitals, highways, etc.) may limit mineability. The costs of dealing with the presence
of homes, buildings, gas wells, utility lines, and other features could preclude mining. A
GIS can consider some, but not all, of these factors. Thus the GIS maps portray areas
which might otherwise be deleted in site-specific analysis.
- Other site-specific factors like environmental constraints may keenly influence decisions
to mine. For example, in Virginia, the large amount of past mining presents challenges to
future mining. The presence of acid-forming materials in the overburden or pre-existing
environmental liabilities (acid mine drainage, hazardous or industrial waste sites,
highwalls, coal waste embankments or impoundments, etc.) may make mining costs
excessive and limit mining particular reserves. A GIS can not model these factors.
In summary, the maps shown in this EIS identify only very general locations where potential
future mining might take place, based on the geologic extent of remaining coal. This illustration
is not meant to represent that this constitutes the actual scope of future impacts to the
environment in the EIS study area. The actual future mining areas will be somewhere within
these areas, but are dependent on complicated interplays of site-specific ownership, existing
uses, mining engineering, environmental, and business/economic considerations. The study
approach and findings are presented in III.O of the EIS. Due to the GIS nature of the study, a
report is not presented in this appendix.
Estimation of Future Mountain-Top Removal Areas in the Eastern Kentucky Region by the
Kentucky Geological Survey (KGS)
The project was developed to identify areas of potential future surface mining by delineating
remaining areas of coal resources in three historically surface-mined coal zones in eastern
The opinions and views in the studies in this Appendix do not necessarily reflect the position or view of the agencies preparing
this EIS. These appendix cover sheets are provided as an aid to the reader to summarize the studies and also do not necessarily
reflect the opinions and views of the EIS agencies.
-------
Kentucky (namely the Richardson, Broas, and Peach Orchard coal zones). The study design was
to answer the same questions as described in the Virginia discussion, above.
The GIS data base was provided following the specified procedure to map the geologic extent of
coal in the three zones, eliminate known areas of past mining, and represent the remaining coal
resource on GIS maps. Like Virginia, KGS attempted to delineate the mineable reserves by
applying the mining engineering criteria used in mine planning. However, the same limitations
described above for the Virginia study are applicable to Kentucky. For this reason, the EIS only
presents the geologic extent of remaining coal, and the reader should not construe that the map
illustrates the actual extent of future mining impacts in Kentucky. The study approach and
findings are presented in III.O of the EIS. Due to the GIS nature of the study, a report is not
presented in this appendix.
Projecting Future Coal Mining in Steep Terrain of Appalachia by the West Virginia
Geological and Economic Survey (WVGES)
The project was assimilated into the EIS as a means to identify areas of potential future
mountaintop surface coal mining in West Virginia. WVGES delineated potential future
mountaintop mining areas by identifying remaining coal resources of the Coalburg zone,
Stockton coal seam and overlying riders, and "Block" coal zones (No. 5 Block, No. 6 Block, and
No.7 Block). The objective for this study was the same as for Virginia and Kentucky (see
Virginia study description, above).
The GIS data base was provided following the specified procedures. Unlike Virginia, WVGES
applied no mining engineering considerations to the data layers as part of this study. The EIS
only presents the geologic extent of remaining coal. For the same reasons, as discussed above
for the Virginia study, the WVGES study only portrays best available information on remaining
coal in historically surface-mined seams. The reader should not construe that the map illustrates
the actual extent of future mining impacts in West Virginia. The study approach and findings are
presented in Chapter III.O. of the EIS. Due to the GIS nature of the study, a report is not
presented in this appendix.
The opinions and views in the studies in this Appendix do not necessarily reflect the position or view of the agencies preparing
this EIS. These appendix cover sheets are provided as an aid to the reader to summarize the studies and also do not necessarily
reflect the opinions and views of the EIS agencies.
-------
**DRAFT DOCUMENT- SUBJECT TO REVIEW AND REVISION**
Comparison of Peak Discharges Among Sites With and
Without Valley Fills for the July 8-9,2001 Flood in the
Headwaters of Clear Fork, Coal River Basin, Mountaintop
Coal-Mining Region, Southern West Virginia
EXECUTIVE SUMMARY
The U.S. Geological Survey (USGS), in cooperation with the Office of Surface
Mining Reclamation and Enforcement, investigated the effects of valley fills on the peak
discharges for the flood of July 8-9, 2001. Results of this investigation indicate the sites
without valley fills had peak discharges withlO- to 25-year recurrence intervals. The
flood recurrence intervals for the three basins with valley fills were determined as though
the peak discharges were those from rural streams without the influence of valley fills,
and ranged from less than 2 year to greater than 100 years.
Introduction
Six small basins (drainage areas ranging from 0.189 to 1.17 mi2) within an area of
about 7 mi2 in the headwaters of Clear Fork of the Coal River in the Appalachian
Plateaus Physiographic Province of southern West Virginia were selected for
investigation following the flood of July 8-9. The 7-mi2 area was assumed to be small
enough that the rainfall intensities and totals would be approximately equal for the six
basins. The six basins and site identifications are: Unnamed Tributary to Lick Run,
USGS1; Unnamed Tributary to Clear Fork, USGS2; Unnamed Tributary to Buffalo Fork,
MT65C; Buffalo Fork, MT66; Ewing Fork, USGS3 (near MT69); and, Reeds Branch,
MT76. The "USGS" prefix indicates the site was selected by the USGS for this study,
and the "MT" prefix indicates the site was already being used for preparation of the
Mountaintop Mining/Valley Fill Environmental Impact Statement (EIS). There are three
sites in basins without valley fills (USGS1, USGS2, and USGS3) and three sites in basins
with valley fills (MT65C, MT66, and MT76). The three sites in basins with valley fills
are located downstream from the ponds at the toe of the fills.
In the early morning of July 8, 2001, a thunderstorm complex formed in central
West Virginia from outflow winds of an earlier group of thunderstorms that had moved
across northern West Virginia. The thunderstorm complex moved southeast from central
West Virginia and into southeastern West Virginia by late morning on July 8, and by
early afternoon 3- to 6-inches of rainfall had fallen in 5- to 6-hours.
Flooding from the thunderstorm complex was primarily caused by intense rainfall
on relatively dry ground. Rainfall totals for the storm were approximately equal to the
monthly average of about five inches (written commun., National Weather Service,
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2001). The gaging station for Clear Fork at Whitesville (USGS station number
03198350) has a drainage area of 62.8 mi2 and is located downstream from the study
area. The indirectly measured peak discharge, caused by the July 8-9 storm, at this station
had a frequency greater than 100 years.
Indirect Measurements of Peak Discharge
Indirect measurements of peak discharge for the six study sites ranged from 45 to
228 ft3/s. (table 1).
Table 1. Indirectly measured peak discharges and estimated recurrence intervals for the flood of July 8-9,
2001 at the six study sites, in the headwaters of Clear Fork, Coal River Basin, mountaintop coal-
mining region, southern West Virginia
[USGS(n) identifies a site selected by the U.S. Geological for this study; MT(n) indicates that the
site being used in this study was part of the Mountaintop Mining/Valley Fill Environmental
Impact Statement study, where (n) is a unique numeric or alphanumeric identification.]
Basin name
Unnamed Tributary
Unnamed Tributary
Ewing Forkb
Unnamed Tributary
Buffalo Fork
Reeds Branch
Site
Drainage
area, in
Indirectly
measured
peak
discharge, in
cubic feet
identifier Latitude Longitude square miles per second
Basins without valley fills
toLickRun USGS1 37°52'36" 81°18'31"
to Clear Fork USGS2 37°52'42" 81°19'50"
USGS3 37°54'45" 81°19'34"
Basins with valley fills
to Buffalo Fork MT65C 37°53'48" 81°19'38"
MT66 37°53'47" 81°19'09"
MT76 37°54'28" 81°18'46"
0.461
.360
1.17
.189C
.583
.462
140
90
228
113
224
45
Estimated
flood
recurrence
interval,
in years3
25
10
10
>100d
50-100d
<2d
Flood recurrence interval was determined using Wiley, and others (2000) and considering the sensitivity
of calculated discharges to Manning's roughness coefficients.
Site is near MT69, which was used to prepare the Mountaintop Mining/Valley Fill Environmental Impact
Statement (Wiley and others, 2001).
Drainage area was revised from the 65 acres (0.102 square miles) used to prepare the Mountaintop
Mining/Valley Fill Environmental Impact Statement and is the value published by Wiley and others
(2001).
Flood recurrence interval of indirectly measured peak discharge as though the peak discharge was that
from a rural stream without the influence of valley fills.
The study plan assumed the six study basins were within an area (7 mi ) small
enough that rainfall intensities and totals would be approximately equal, but this
assumption was determined invalid. The flood recurrence intervals for the three basins
without valley fills should be approximately equal if the assumption was correct. Table 1
shows that the flood recurrence intervals for the three basins without valley fills (USGS1,
USGS2, and USGS3) are not equal. The flood frequencies were between 10 and 25 years
with the greatest flood frequency at the most southern basin, USGS1.
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The flood recurrence intervals for the three basins with valley fills (determined as
though the peak discharges were those from rural streams without the regulation of valley
fills) were between less than 2 years and greater than 100 years (table 1). The smallest
recurrence interval was at MT76, the site in the most northern basin with valley fills, no
active surface mining, a reclaimed valley fill, and the largest valley fill in this study. The
greatest recurrence interval was at MT65C, the site in a basin with active surface mining,
one reclaimed and one unreclaimed valley fill. The site MT65C has the only unreclaimed
valley fill in this study.
The indirect measurement for the site MT65C was made at the outflow of a pond
downstream from two valley fills. The drainage area of MT65C, 0.189 mi2, is a revised
value from the 65 acres (0.102 square miles) previously used to prepare the Mountaintop
Mining/Valley Fill EIS and published by Wiley and others (2001). Including only one of
the two valley fills in the previous measurement probably caused the incorrect
determination of drainage area.
References Cited
Curtis, W.R., 1979, Surface mining and the hydrologic balance: American Mining
Congress Journal, July 1979, pp 35-40.
Wiley, J.B., Atkins, J.T., Jr., and Tasker, G.D., 2000, Estimating magnitude and
frequency of peak discharges for rural, unregulated, streams in West Virginia:
U.S. Geological Survey Water-Resources Investigations Report 00-4080, 1-93 p.
Wiley, J.B., Evaldi, R.D., Eychaner, J.H., and Chambers, D.B., 2001, Reconnaissance of
stream geomorphology, low streamflow, and stream temperature in the
mountaintop coal-mining region, southern West Virginia, 1999-2000: U.S.
Geological Survey Water-Resources Investigations Report 01-4092, 34 p.
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iUSGS
Provisional draft: do not quote or cite
itar*c*«v*VHwM
EXECUTIVE SUMMARY: COMPARISON OF STREAM CHARACTERISTICS IN
SMALL GAGED, UNMINED AND MOUNTAINTOP-REMOVAL MINED
WATERSHEDS, BALLARD FORK, WEST VIRGINIA, 1999-2001
Terence Messinger and Katherine S. Paybins
Introduction: The U.S. Geological Survey (USGS) began a study of the effects of mountaintop
removal coal mining on flow in the Ballard Fork watershed, in the upper Mud River basin near
Madison, W.Va., in November 1999. Three continuous flow-gaging stations were installed. One
gaging station was located on an Unnamed Tributary to Ballard Fork, directly downstream from a
valley fill, and upstream from the sediment pond (fig. 1). The entire watershed of this stream
Watershed boundary
EXPLANATION
Areas within mine-
permit boundaries
Valley fills
Stream gages
Rain gages
0.25
0.5
1 Mile
0 0.25 0.5
1 Kilometer
MODIFIED FROM U.S. ENVIRONMENTAL PROTECTION AGENCY AND
WEST VIRGINIA DEPARTMENT OF ENVIRONMENTAL PROTECTION
DIGITAL DATA.
Figure 1. Streams, gages, valley fills, and areas permitted for mining in the Ballard Fork watershed.
Comparison of stream characteristics in small gaged,
unmined and mountaintop-removal mined watersheds
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iUSGS
Provisional draft: do not quote or cite
(0.19 mi2) is within an area permitted for mining, and all but a few acres is mined. The second
gaging station, near the mouth of Spring Branch, drains an unmined, forested watershed (0.53
mi2). The third gaging station was located on the main stem of Ballard Fork, which drains an area
(2.12 mi2) that includes both the Unnamed Tributary and Spring Branch watersheds. The entire
Ballard Fork watershed is either surface mined or forested. Forty percent of the Ballard Fork
watershed is within areas that had been permitted for mining, although less (about 30 percent) of
the watershed was actually mined. About 44 percent of the Unnamed Tributary and 12 percent of
the Ballard Fork watersheds is covered by valley fills.
Four rain gages were used during this study to collect precipitation data. Two rain gages
were operated in mined areas on mountaintops, and the other two were in open areas on the valley
floor. Precipitation amounts reported in this document are the average of amounts recorded at
these four rain gages.
Mines in the Ballard Fork watershed received a Phase 1 bond release in August 2000,
although mine inspection forms filed since November 1997 estimated that grading and backfilling
was complete on all but 10 acres. The mined areas had grasses and other herbaceous vegetation
typical of a newly reclaimed surface mine. Forest in Spring Branch and the rest of Ballard Fork
was second- or third-growth, and dominant canopy species included white and red oak, several
hickory species, sycamore, and tulip poplar.
Hydrologic conditions: Because this study began in November 1999, long-term conditions were
assessed by comparison with nearby sites with long periods of record. Hydrologic conditions
observed during the study period at three nearby long-term sites, the USGS stream-gaging station
East Fork Twelvepole Creek near Dunlow, W.Va., and two NOAA rain gages at Madison and
Dunlow, W.Va., were drier than long-term averages. Total precipitation in 2000 at both Madison
and Dunlow (46.2 and 47.4 inches, respectively) was close to long-term averages (47.8 and 45.7
inches, respectively, 1971-2000), but was decreased substantially in 2001 (40.2 and 35.0 inches,
respectively). Flow at East Fork Twelvepole Creek was well below the long-term average both
years. The disparity between normal precipitation and low flow in 2000 was caused by the
season when the precipitation was received. Precipitation at Madison was 4.71 inches below
average from November 1999 through March 2000, the season of maximum recharge and runoff,
and exceeded the long-term average during only three months, April (by 0.24 inches), June (by
1.76 inches), and July (by 0.20 inches), in the period of maximum evapotranspiration.
Comparison of stream characteristics in small gaged,
unmined and mountaintop-removal mined watersheds
-------
iUSGS
Provisional draft: do not quote or cite
ifcrietavlviMirM
Total Flow: Total unit flow for the two-year study period on the Unnamed Tributary (11,700
ft3/s/mi2) was almost twice that on Spring Branch (6,260 ft3/s/mi2), and about 1.75 times that on
Ballard Fork (6,690 ft3/s/mi2). The highest monthly flow in the study period in Spring Branch
and Ballard Fork was during May 2001, because of a series of thunderstorms that produced 6.22
in. of rain in eight days, May 15-May 22. In contrast, the maximum monthly total flow on the
Unnamed Tributary was in June 2001, although flows were similar from May through July 2001,
the usual period of maximum evapotranspiration in forested watersheds.
The daily hydrograph shows that summer and autumn flows were relatively higher in the
Unnamed Tributary than Ballard Fork, and relatively higher in Ballard Fork than in Spring
Branch (fig. 2). Spring Branch was dry during much of October and November 2000, and its
8
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Figure 2. Hydrographs for three streams in the Ballard Fork watershed, W.Va., November
15, 1999-November 14, 2001.
Comparison of stream characteristics in small gaged,
unmined and mountaintop-removal mined watersheds
-------
iUSGS
Provisional draft: do not quote or cite
ifcrietavlviMirM
monthly mean flow for October 2001, was zero. Ballard Fork and the Unnamed Tributary had
flow throughout the study period. Daily mean flow was significantly (P < 0.01) correlated among
the three streams in the Ballard Fork watershed. This correlation was strongest between Spring
Branch and Ballard Fork (R2 = 0.723), weakest between Spring Branch and the Unnamed
Tributary (R2 = 0.370), and intermediate between Ballard Fork and the Unnamed Tributary (R2 =
0.569).
Flow duration: Flow duration curves show the lowest unit flows from Spring Branch, the
highest unit flows from the Unnamed Tributary, and intermediate unit flows from Ballard Fork
(fig. 3). Unit flow from the Unnamed Tributary watershed was the highest of the three streams at
10.0
co
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_
CD
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_
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=>
1.0
0.1
Unnamed Tributary
to Ballard Fork near
Mud, WVa.
Ballard Fork near
Mud, WVa.
Spring Branch \
near Mud, WVa. I
0.01
5 15 25 35 45 55 65 75 85 95
Percent of time flow was equalled or exceeded
Figure 3. Flow duration of three streams in the Ballard Fork watershed, W.Va..,
November 15, 1999-November 14, 2001.
all flows analyzed, between 5 and 95 percent flow duration, but the relative difference was
greatest for low flows. Low flows in the Unnamed Tributary were probably increased because of
Comparison of stream characteristics in small gaged,
unmined and mountaintop-removal mined watersheds
-------
iUSGS
Provisional draft: do not quote or cite
ifcrietavlviMirM
decreased evapotranspiration on the mine as compared to the forest and delayed drainage of water
stored in the valley fill. Unit flows from Ballard Fork and Spring Branch were about the same at
higher flows, but unit flow from Ballard Fork was much higher than that from Spring Branch at
low flow.
Evapotranspiration: Reduced evapotranspiration in mined areas probably accounts for the
marked difference in total and low unit flow between the Unnamed Tributary and Spring Branch
watersheds. Evapotranspiration, as a percentage of total rainfall, decreased from the first to the
second, drier, year from the Unnamed Tributary watershed (from 61 percent to 45 percent) but
changed relatively little from the Spring Branch (from 77 to 74 percent) and Ballard Fork (76 to
78 percent) watersheds. Evapotranspiration from the East Fork of Twelvepole Creek watershed
was much higher during the study period (76 percent the first year, and 78 percent the second
year) than the 1965-2001 average (60 percent). Most of the mechanisms of evapotranspiration
appear to be lower on reclaimed surface mines than in forests, because most of them are
mechanisms that evolved in plants to use or conserve water. Plant biomass in the mined areas is
much less than in forested areas.
Unit flow per unit precipitation from Spring Branch only exceeded that from the Unnamed
Tributary during spring months, February-April 2000 and February-March 2001, but even then,
exceeded it by less than measurement error (fig. 4). Unit flow per unit precipitation from the
EXPLANATION
Unnamed Tributary
Q^ Spring Branch
ED Ballard Fork
1999
2000
2001
Figure 4. Unit monthly mean flow per total monthly precipitation for three sites in the Ballard
Fork watershed, W.Va., 1999-2001. Only whole months are shown. Error bars represent the sum of
daily-mean streamflow variance determined from estimates of data quality made by Ward and others
(2001, 2002). Spring Branch had an average flow of zero during October, 2001.
Comparison of stream characteristics in small gaged,
unmined and mountaintop-removal mined watersheds
-------
uses
Provisional draft: do not quote or cite
i fa a changing wvrM
Unnamed Tributary watershed was more or much more than that from the Spring Branch
watershed during summer and fall months.
Conclusions: Unit daily mean flow was higher from the Unnamed Tributary, which drains a
predominantly mined watershed, than from Spring Branch, which drains an unmined, forested
watershed, at all flows between 5 and 95 percent duration. The relative difference was greatest at
lower flows. Unit daily mean flows from Ballard Fork, which drains a watershed including both
these other streams and is about 30 percent mined, were about the same as those from Spring
Branch at higher flows (greater than about 15 percent duration), and were intermediate between
the Unnamed Tributary and Spring Branch at lower flows. Spring Branch dried up both years of
the study, and its mean flow in October 2001 was zero; the Unnamed Tributary had flow
throughout the study period. Some mechanism delays some of the flow from the mined area.
Storage of water in or under the valley fill is the most likely mechanism.
Total unit flow from the Unnamed Tributary was nearly twice that from Spring Branch
during the two-year study period. Storage of water in the mined areas does not account for this
difference, because all the flow in the Ballard Fork watershed originated as precipitation, and
precipitation was the same on mined and unmined areas. Reduced evapotranspiration in the
mined areas probably accounts for the difference in total flow. Evapotranspiration from mined
areas was probably less than that from forested areas because most mechanisms of
evapotranspiration, such as interception and transpiration, are functions of plants and plant
biomass is much less in mined areas than in unmined areas. The difference in total flow and low
flow between the mined and unmined areas will probably change as plant cover and biomass
change on the reclaimed mines.
Comparison of stream characteristics in small gaged,
unmined and mountaintop-removal mined watersheds
-------
EXECUTIVE SUMMARY: COMPARISON OF STORM RESPONSE IN SMALL,
UNMINED AND MOUNTAINTOP-REMOVAL MINED WATERSHEDS, 1999-2001,
BALLARD FORK, WEST VIRGINIA
Terence Messinger
Abstract: Peak unit flows following summer storms with rainfall exceeding about one inch per
hour, approximately the one-year return period, were greater from a watershed comprised of a
mountaintop-removal coal mine (Unnamed Tributary) than from an unmined watershed (Spring
Branch) in the Ballard Fork watershed in West Virginia. Following all storms with rainfall
intensity of about 0.25 in. per hour or more, the storm hydrograph from the Unnamed Tributary
watershed showed a sharp initial rise, followed by a decrease in flow, then a delayed secondary
peak of water that had apparently flowed through the valley fill. One storm that produced less
than an inch of rain before the secondary peak from the previous storm had receded caused peak
unit flow from the Unnamed Tributary to exceed peak unit flow from Spring Branch. Peak unit
flow from the Unnamed Tributary was less than peak unit flow from Spring Branch following
slow, soaking rains. No storms during this study produced 1-hour or 24-hour rainfall in excess of
the 5-year return period, and flow during this study never exceeded the 1.5-year return period.
Runoff patterns from the Unnamed Tributary watershed appear to be influenced by the
compaction of soils on the mine, by the low maximum infiltration rate into the valley fill
compared to the forested watershed, by storage of water in the valley fill, and by the absence
from the mine of interception from trees and leaf litter.
Introduction: The U.S. Geological Survey (USGS) began a study of the effects of mountaintop
removal coal mining on flow in the Ballard Fork watershed, in the upper Mud River basin near
Madison, W.Va., in November 1999. Three continuous flow-gaging stations were installed. One
gage was located on an Unnamed Tributary to Ballard Fork, directly downstream from a valley
fill, and upstream from the sediment pond. The entire watershed of this stream (0.19 mi2) is
within an area permitted for mining, and all but a few acres is mined. The second gage, near the
mouth of Spring Branch, drains an unmined, forested watershed (0.53 mi2). The third gage was
located on the main stem of Ballard Fork, which drains an area (2.12 mi2) that includes both the
Unnamed Tributary and Spring Branch watersheds. The entire Ballard Fork watershed is either
surface mined or forested, although the forested areas contain some pipelines and all-terrain
vehicle trails that probably affect rainfall-runoff relations. Forty percent of the Ballard Fork
watershed is within areas that had been permitted for mining, although less (about 30 percent) of
the watershed was actually mined. About 44 percent of the Unnamed Tributary and 12 percent of
the Ballard Fork watershed is covered by valley fills.
Four rain gages were used during this study to collect precipitation data. Two rain gages
were operated in mined areas on mountaintops, and the other two were in open areas on the valley
floor. Precipitation amounts reported in this document are the average of amounts recorded at
these four rain gages.
-------
Mines in the Ballard Fork watershed received a Phase 1 bond release in August 2000,
although mine inspection forms filed since November 1997 estimated that grading and backfilling
was complete on all but 10 acres. The mined areas was sparsely covered with grasses, other
herbaceous vegetation, and small trees typical of a newly reclaimed surface mine. Forest in
Spring Branch and the rest of Ballard Fork was second- or third-growth, and dominant canopy
species included white and red oak, several hickory species, sycamore, and tulip poplar.
Precipitation: Greatest average 1-hour total precipitation recorded at the four rain gages (1.63
in., standard deviation = 0.11 in.) during the study period was July 26 between 3:30 p.m. and 4:30
p.m. The greatest 24-hour total precipitation (3.16 in., standard deviation = 0.24 in.) during the
study was during the same storm, between 1:00 a.m. July 26 and 1:00 a.m. July 27. The return
period for both the 1-hour and 24-hour rainfall from this storm was between two and five years.
Average 1-hour precipitation exceeded 1.1 in. (about the 1-hour, 1-year rainfall) on June 6, 2001,
and average precipitation plus one standard deviation exceeded 1.1 in. on June 21, 2000, and
August 12, 2001. Average 24-hour rainfall exceeded 2.0 in. (about the 24-hour, 1-year rainfall)
during one other storm, on November 26, 1999, and average precipitation plus one standard
deviation exceeded 2.0 in. during three other storms during the study period.
Most of the intense rainfall in the Ballard Fork watershed during this study fell during
summer thunderstorms. Of the 10 largest 1-hour average rainfalls, eight were during May through
September, and six of these storms were during June and July. The largest 24-hour total rainfalls
were generally recorded in the summer, as well; eight of the ten highest 24-hour rainfall totals
were recorded during May, June, or July. In general, rainfall recorded by the Sally Fork
Mountaintop rain gage, in the Unnamed Tributary watershed, was less than rainfall recorded at
the other three rain gages; for the ten storms with the highest 1-hour rainfall, the Sally Fork
Mountaintop rain gage reading was less than the average eight times.
Peak flows: Maximum instantaneous flow during the study period was 8.9 ft3/s for the
Unnamed Tributary (July 26, 2001), 87 ft3/s for Ballard Fork (May 18, 2001), and 34 ftVs for
Spring Branch (February 19, 2000). Instantaneous flow recorded during the study period did not
exceed the 1.5-year return period at any site.
Peaks with unit flow greater than 20 ft3/s/mi2 were recorded five times at the Unnamed
Tributary, eleven times at Spring Branch, and nine times at Ballard Fork. All three gages recorded
flows in this range during four of the five storms, which raised unit flow in the Unnamed
Tributary above 20 ft3/s/mi2, although the Spring Branch gage was not operating during the fifth
storm, of May 18,2001.
-------
Storm response: Response of the Unnamed Tributary to different types of storms was
distinctly different from response of Spring Branch and Ballard Fork. Spring Branch and Ballard
Fork generally rose when total moisture in their watersheds increased. These streams generally
peaked shortly after rainfall ended, and quickly receded.
In contrast, the Unnamed Tributary's storm hydrograph typically showed a double peak
when rainfall intensity exceeded about 0.25 in./hour. The hydrograph of November 26-27, 1999,
shows this pattern clearly (fig. 1). Total rainfall for this storm exceeded 3.0
11/24/1999
12:00 AM
11/25/1999
6:00 PM
11/27/1999
12:00 PM
11/29/1999
6:00 AM
0.0
12/1/1999
12:00 AM
Figure 1. Storm hydrograph at Unnamed Tributary of Ballard Fork near Mud, W.Va.,
and rainfall, as a 1-hour running average, for four rain gages in the Ballard Fork watershed.
in., and much of it fell as a slow, soaking rain; the maximum one-hour rainfall recorded at any
rain gage was 0.48 in. Antecedent conditions were dry; the rain of November 24 was the first
since November 2. Although the rain fell in two major bursts, the storm hydrograph had the same
shape typical of storms in which rain fell in only one major burst. About 0.73 in. of rain fell on
November 25-26 between 9:30 p.m. and 3:30 a.m. When rain was received with an intensity of
about 0.3 in. per hour at about midnight on November 26, the infiltration capacity of the
watershed was apparently exceeded, causing a sharp peak in flow. This peak quickly receded
when rain intensity decreased, but the delayed flow of water that had apparently flowed through
the valley fill continued to increase and peaked at 2:00 p.m. on November 26, eight hours after
the last rain fell that exceeded 0.10 in./hour.
-------
During most storms, peak unit flow from Spring Branch and Ballard Fork exceeded peak
unit flow from the Unnamed Tributary, despite the effects of interception on runoff in the forested
watersheds. However, in the two most intense storms during the study period, on June 6, 2001
(maximum average one-hour rainfall = 1.24 in.) and July 26, 2001 (maximum average one-hour
rainfall = 1.63 in.), maximum runoff from the Unnamed Tributary exceeded maximum runoff in
the forested watersheds. Both of these storms took place in midsummer, when rainfall
interception by trees is at its maximum. In the third most intense storm during the study period,
June 21, 2000, the gage at the Unnamed Tributary malfunctioned, so relative unit flows from this
storm are unknown.
In the storm of July 26, 2001, intense rain apparently exceeded infiltration capacity of the
Unnamed Tributary watershed and led to sharp peak in flow that exceeded unit flow at the other
two gages (fig. 2). Antecedent conditions to the July 26 storm were moderate; the Ballard Fork
watershed received nearly 0.50 in. of rain the afternoon of July 22. The initial substantial rain
(maximum rainfall intensity = 0.25 in./hour) beginning about 7:00 a.m. on July 26 did not cause a
runoff response from any stream.
Spring Branch (unmmed)
^—^— Unnamed Tributary (mined)
allard Fork
7/26/2001
12:00:00 PM
7/26/2001
9:00:00 PM
7/27/2001
6:00:00 AM
7/27/2001
3:00:00 PM
7/28/2001
12:00:00 AM
Figure 2. Storm hydrograph for July 26-28, 2001, for three stream gages, and rainfall,
as a 1 -hour running average for four rain gages, in the Ballard Fork watershed.
-------
The most intense rainfall recorded during this study was received between 3:50 p.m. and 4:30
p.m. on July 26, more than 1.3 in. The Unnamed Tributary rose sharply in response to this rain,
and peaked at 4:40 p.m., while rain was still falling but after intensity had decreased. Maximum
unit flow for the Unnamed Tributary was 46.9 ft3/s/mi2. Although the two other watersheds
responded to this burst of rain, their peaks were later in the evening, at about 6:00 p.m., at the end
of a final spate of rain of 0.63 in./hour. The Unnamed Tributary responded less strongly to the
final rain than it had to the earlier, more intense rain, with a maximum unit flow on the second
peak of 21.8 ft3/s/mi2. The initial peak on the Unnamed Tributary receded as quickly as Spring
Branch and more quickly than Ballard Fork, but about 8:30 p.m., a secondary peak began on the
Unnamed Tributary, apparently of water that had flowed through the valley fill. This attenuated
secondary peak reached a maximum unit flow of 19.1 ft3/s/mi2 at 6:20 a.m. July 27, several hours
after Spring Branch and Ballard Fork had largely receded.
Peak unit flow from the valley fill exceeded peak unit flow from the other watersheds on
July 29, when rainfall of unexceptional intensity (maximum one-hour rainfall = 0.82 in.) was
received before a secondary peak on the Unnamed Tributary had receded. Rain on July 28
caused small initial rises on all three streams. When a hard rain fell on the afternoon of July 29,
the peaks on Spring Branch and Ballard Fork had receded, but the Unnamed Tributary was still
rising from delayed flow from July 28.
Discussion: Runoff patterns from the Unnamed Tributary watershed appear to be influenced
by compaction of soils on the mine, by the low maximum infiltration rate into the mine and valley
fill compared to the forested watershed, by storage of water in the valley fill, and by the absence
of interception from trees and leaf litter on the mine. Soils on mined areas are typically heavily
compacted to prevent erosion, which decreases infiltration capacity. Hortonian (excess overland)
flow appears to be important in the Unnamed Tributary watershed following intense storms, and
to cause the initial peak on the rising arm of storm hydrographs; Hortonian flow is rare in the
eastern U.S. except from urban or other highly disturbed watersheds. The initial sharp peak, the
part of the hydrograph that is apparently Hortonian flow, appears following storms with intensity
greater than about 0.25 in./hour.
Typical canopy interception rates in eastern hardwood forests are about ten per cent of
gross rainfall, and dry leaf litter may intercept several tenths of an inch of water that falls through
the canopy. Water that would have been retained by these processes in the Spring Branch
watershed was available to run off the Unnamed Tributary watershed. Because of these factors,
unit flow from the mined watershed exceeded unit flow from the unmined watershed during
storms when rainfall exceeded about 1 in./hour, suggesting that mountaintop removal mining is
-------
likely to increase flooding from intense summer thunderstorms. Once during this study, peak unit
flow from the Unnamed Tributary watershed exceeded runoff from the Spring Branch watershed
because a hard rain was received before the delayed secondary peak on the Unnamed Tributary
had receded. This suggests that mountaintop removal mining is especially likely to increase
flooding during summer storm systems that last several days.
A large proportion of storm water received in the Unnamed Tributary watershed runs off
during a period 8 to 48 hours after rain stops, compared to 0 to 4 hours in the Spring Branch
watershed. Comparison of total volume running off from three selected storms showed that (1)
total unit flow during all three storms was greatest from the Unnamed Tributary, (2) for the
Unnamed Tributary, flow during recessions exceeded storm runoff during all three storms,
although for Spring Branch, storm runoff exceeded flow during recessions in two storms, and (3)
total unit flow as storm runoff from the Unnamed Tributary was typically less than unit storm
runoff from Spring Branch and Ballard Fork. Although most of the water running off the
Unnamed Tributary watershed comes in this delayed flow, the overall peak for most storms is the
sharp, initial peak.
Peak unit flow from a storm is expected to be greater from a smaller watershed, if all
land-use and other characteristics are identical. In this study, peak unit flow from the Spring
Branch watershed usually exceeded peak unit flow from the Unnamed Tributary watershed, and
was usually about the same as peak unit flow from the overall Ballard Fork watershed. Rainfall-
runoff relations on altered landscapes are site-specific and mining and reclamation practices that
affect storm response may vary among mines.
-------
Si USGS
Provisional draft: do not quote or cite
science for a changing world
EXECUTIVE SUMMARY: COMPARISON OF PEAK DISCHARGES AMONG
SITES WITH AND WITHOUT VALLEY FILLS FOR THE JULY 8-9, 2001
FLOOD IN THE HEADWATERS OF CLEAR FORK, COAL RIVER BASIN,
MOUNTAINTOP COAL-MINING REGION, SOUTHERN WEST VIRGINIA
Jeffrey B. Wiley
The U.S. Geological Survey (USGS), in cooperation with the Office of Surface
Mining Reclamation and Enforcement, investigated the effects of valley fills on the peak
discharges for the flood of July 8-9, 2001. Results of this investigation indicate the sites
without valley fills had peak discharges withlO- to 25-year recurrence intervals. The
flood recurrence intervals for the three basins with valley fills were determined as though
the peak discharges were those from rural streams without the influence of valley fills,
and ranged from less than 2 year to greater than 100 years.
Introduction
r\
Six small basins (drainage areas ranging from 0.189 to 1.17 mi ) within an area of
r\
about 7 mi in the headwaters of Clear Fork of the Coal River in the Appalachian
Plateaus Physiographic Province of southern West Virginia were selected for
investigation following the flood of July 8-9. The 7-mi2 area was assumed to be small
enough that the rainfall intensities and totals would be approximately equal for the six
basins. The six basins and site identifications are: Unnamed Tributary to Lick Run,
USGS1; Unnamed Tributary to Clear Fork, USGS2; Unnamed Tributary to Buffalo Fork,
MT65C; Buffalo Fork, MT66; Ewing Fork, USGS3 (near MT69); and, Reeds Branch,
MT76. The "USGS" prefix indicates the site was selected by the USGS for this study,
and the "MT" prefix indicates the site was already being used for preparation of the
Mountaintop Mining/Valley Fill Environmental Impact Statement (EIS). There are three
sites in basins without valley fills (USGS1, USGS2, and USGS3) and three sites in basins
with valley fills (MT65C, MT66, and MT76). The three sites in basins with valley fills
are located downstream from the ponds at the toe of the fills.
Comparison of Peak Discharges Among Sites With and Without Valley Fills
-------
9H5> I 1^^^^^^ Provisional draft: do not quote or cite
aiUSGS
science for a changing worid
In the early morning of July 8, 2001, a thunderstorm complex formed in central
West Virginia from outflow winds of an earlier group of thunderstorms that had moved
across northern West Virginia. The thunderstorm complex moved southeast from central
West Virginia and into southeastern West Virginia by late morning on July 8, and by
early afternoon 3- to 6-inches of rainfall had fallen in 5- to 6-hours.
Flooding from the thunderstorm complex was primarily caused by intense rainfall
on relatively dry ground. Rainfall totals for the storm were approximately equal to the
monthly average of about five inches (written commun., National Weather Service,
2001). The gaging station for Clear Fork at Whitesville (USGS station number
03198350) has a drainage area of 62.8 mi2 and is located downstream from the study
area. The indirectly measured peak discharge, caused by the July 8-9 storm, at this station
had a frequency greater than 100 years.
Indirect Measurements of Peak Discharge
Indirect measurements of peak discharge for the six study sites ranged from 45 to
228 ft3/s. (table 1).
9
The study plan assumed the six study basins were within an area (7 mi ) small
enough that rainfall intensities and totals would be approximately equal, but this
assumption was determined invalid. The flood recurrence intervals for the three basins
without valley fills should be approximately equal if the assumption was correct. Table 1
shows that the flood recurrence intervals for the three basins without valley fills (USGS1,
USGS2, and USGS3) are not equal. The flood frequencies were between 10 and 25 years
with the greatest flood frequency at the most southern basin, USGS1.
Comparison of Peak Discharges Among Sites With and Without Valley Fills
-------
Si USGS
science for a changing worid
Provisional draft: do not quote or cite
Table 1. Indirectly measured peak discharges and estimated recurrence intervals for the flood of
July 8-9, 2001 at the six study sites, in the headwaters of Clear Fork, Coal River Basin, mountaintop coal-
mining region, southern West Virginia
[USGS(n) identifies a site selected by the U.S. Geological for this study; MT(n) indicates that the
site being used in this study was part of the Mountaintop Mining/Valley Fill Environmental
Impact Statement study, where (n) is a unique numeric or alphanumeric identification.]
Basin name
Unnamed Tributary
Unnamed Tributary
Ewing Forkb
Unnamed Tributary
Buffalo Fork
Reeds Branch
Site
Drainage
area, in
Indirectly
measured
peak
discharge, in
cubic feet
identifier Latitude Longitude square miles per second
Basins without valley fills
toLickRun USGS1 37°52'36" 81°18'31"
to Clear Fork USGS2 37°52'42" 81°19'50"
USGS3 37°54'45" 81°19'34"
Basins with valley fills
to Buffalo Fork MT65C 37°53'48" 81°19'38"
MT66 37°53'47" 81°19'09"
MT76 37°54'28" 81°18'46"
0.461
.360
1.17
.189C
.583
.462
140
90
228
113
224
45
Estimated
flood
recurrence
interval,
in years3
25
10
10
>100d
50-100d
<2d
Flood recurrence interval was determined using Wiley, and others (2000) and considering the sensitivity
of calculated discharges to Manning's roughness coefficients.
Site is near MT69, which was used to prepare the Mountaintop Mining/Valley Fill Environmental Impact
Statement (Wiley and others, 2001).
Drainage area was revised from the 65 acres (0.102 square miles) used to prepare the Mountaintop
Mining/Valley Fill Environmental Impact Statement and is the value published by Wiley and others
(2001).
Flood recurrence interval of indirectly measured peak discharge as though the peak discharge was that
from a rural stream without the influence of valley fills.
The flood recurrence intervals for the three basins with valley fills (determined as
though the peak discharges were those from rural streams without the regulation of valley
fills) were between less than 2 years and greater than 100 years (table 1). The smallest
recurrence interval was at MT76, the site in the most northern basin with valley fills, no
active surface mining, a reclaimed valley fill, and the largest valley fill in this study. The
greatest recurrence interval was at MT65C, the site in a basin with active surface mining,
one reclaimed and one unreclaimed valley fill. The site MT65C has the only unreclaimed
valley fill in this study.
Comparison of Peak Discharges Among Sites With and Without Valley Fills
-------
Si USGS
Provisional draft: do not quote or cite
science for a changing world
The indirect measurement for the site MT65C was made at the outflow of a pond
downstream from two valley fills. The drainage area of MT65C, 0.189 mi2, is a revised
value from the 65 acres (0.102 square miles) previously used to prepare the Mountaintop
Mining/Valley Fill EIS and published by Wiley and others (2001). Including only one of
the two valley fills in the previous measurement probably caused the incorrect
determination of drainage area.
References Cited
Curtis, W.R., 1979, Surface mining and the hydrologic balance: American Mining
Congress Journal, July 1979, pp 35-40.
Wiley, J.B., Atkins, J.T., Jr., and Tasker, G.D., 2000, Estimating magnitude and
frequency of peak discharges for rural, unregulated, streams in West Virginia:
U.S. Geological Survey Water-Resources Investigations Report 00-4080, 1-93 p.
Wiley, J.B., Evaldi, R.D., Eychaner, J.H., and Chambers, D.B., 2001, Reconnaissance of
stream geomorphology, low streamflow, and stream temperature in the
mountaintop coal-mining region, southern West Virginia, 1999-2000: U.S.
Geological Survey Water-Resources Investigations Report 01-4092, 34 p.
Comparison of Peak Discharges Among Sites With and Without Valley Fills
-------
1USGS
fcr
EXECUTIVE SUMMARY: COMPARISON OF PEAK DISCHARGES AMONG
SITES WITH AND WITHOUT VALLEY FILLS FOR THE JULY 8-9, 2001
FLOOD IN THE HEADWATERS OF CLEAR FORK, COAL RIVER BASIN,
MOUNTAINTOP COAL-MINING REGION, SOUTHERN WEST VIRGINIA
Jeffrey B. Wiley
The U.S. Geological Survey (USGS), in cooperation with the Office of Surface
Mining Reclamation and Enforcement, investigated the effects of valley fills on the peak
discharges for the flood of July 8-9, 2001. Results of this investigation indicate the sites
without valley fills had peak discharges withlO- to 25-year recurrence intervals. The
flood recurrence intervals for the three basins with valley fills were determined as though
the peak discharges were those from rural streams without the influence of valley fills,
and ranged from less than 2 year to greater than 100 years.
Introduction
Six small basins (drainage areas ranging from 0.189 to 1.17 mi2) within an area of
about 7 mi2 in the headwaters of Clear Fork of the Coal River in the Appalachian
Plateaus Physiographic Province of southern West Virginia were selected for
investigation following the flood of July 8-9. The 7-mi2 area was assumed to be small
enough that the rainfall intensities and totals would be approximately equal for the six
basins. The six basins and site identifications are: Unnamed Tributary to Lick Run,
USGS1; Unnamed Tributary to Clear Fork, USGS2; Unnamed Tributary to Buffalo Fork,
MT65C; Buffalo Fork, MT66; Ewing Fork, USGS3 (near MT69); and, Reeds Branch,
MT76. The "USGS" prefix indicates the site was selected by the USGS for this study,
and the "MT" prefix indicates the site was already being used for preparation of the
Mountaintop Mining/Valley Fill Environmental Impact Statement (EIS). There are three
sites in basins without valley fills (USGS1, USGS2, and USGS3) and three sites in basins
with valley fills (MT65C, MT66, and MT76). The three sites in basins with valley fills
are located downstream from the ponds at the toe of the fills.
Comparison of Peak Discharges Among Sites With and Without Valley Fills
-------
1USGS
fcr
In the early morning of July 8, 2001, a thunderstorm complex formed in central
West Virginia from outflow winds of an earlier group of thunderstorms that had moved
across northern West Virginia. The thunderstorm complex moved southeast from central
West Virginia and into southeastern West Virginia by late morning on July 8, and by
early afternoon 3- to 6- inches of rainfall had fallen in 5- to 6-hours.
Flooding from the thunderstorm complex was primarily caused by intense rainfall
on relatively dry ground. Rainfall totals for the storm were approximately equal to the
monthly average of about five inches (written commun., National Weather Service,
2001). The gaging station for Clear Fork at Whitesville (USGS station number
03198350) has a drainage area of 62.8 mi2 and is located downstream from the study
area. The indirectly measured peak discharge, caused by the July 8-9 storm, at this station
had a frequency greater than 100 years.
Indirect Measurements of Peak Discharge
Indirect measurements of peak discharge for the six study sites ranged from 45 to
228 ft3/s. (table 1).
The study plan assumed the six study basins were within an area (7 mi2) small
enough that rainfall intensities and totals would be approximately equal, but this
assumption was determined invalid. The flood recurrence intervals for the three basins
without valley fills should be approximately equal if the assumption was correct. Table 1
shows that the flood recurrence intervals for the three basins without valley fills (USGS1,
USGS2, and USGS3) are not equal. The flood frequencies were between 10 and 25 years
with the greatest flood frequency at the most southern basin, USGS1.
Comparison of Peak Discharges Among Sites With and Without Valley Fills
-------
1USGS
wAHMiri
Table 1. Indirectly measured peak discharges and estimated recurrence intervals for the flood of
July 8-9, 2001 at the six study sites, in the headwaters of Clear Fork, Coal River Basin, mountaintop coal-
mining region, southern West Virginia
[USGS(n) identifies a site selected by the U.S. Geological for this study; MT(n) indicates that the
site being used in this study was part of the Mountaintop Mining/Valley Fill Environmental
Impact Statement study, where (n) is a unique numeric or alphanumeric identification.]
Indirectly
measured
peak
Drainage discharge, in
Basin name
Unnamed Tributary
Unnamed Tributary
Ewing Fork
Unnamed Tributary
Buffalo Fork
Reeds Branch
Site
identifier Latitude Longitude
Basins without valley fills
to Lick Run USGS1 37°52'36" 81°18'31"
to Clear Fork USGS2 37°52'42" 81°19'50"
USGS3 37°54'45" 81°19'34"
Basins with valley fills
to Buffalo Fork MT65C 37°53'48" 81°19'38"
MT66 37°53'47" 81°19'09"
MT76 37°54'28" 81°18'46"
area, in
square miles
0.461
.360
1.17
.189C
.583
.462
cubic feet
per second
140
90
228
113
224
45
Estimated
flood
recurrence
interval,
in years3
25
10
10
>100d
50-1 00d
<2d
3 Flood recurrence interval was determined using Wiley, and others (2000) and considering the sensitivity
of calculated discharges to Manning's roughness coefficients.
Site is near MT69, which was used to prepare the Mountaintop Mining/Valley Fill Environmental Impact
Statement (Wiley and others, 2001).
0 Drainage area was revised from the 65 acres (0.102 square miles) used to prepare the Mountaintop
Mining/Valley Fill Environmental Impact Statement and is the value published by Wiley and others
(2001).
d Flood recurrence interval of indirectly measured peak discharge as though the peak discharge was that
from a rural stream without the influence of valley fills.
The flood recurrence intervals for the three basins with valley fills (determined as
though the peak discharges were those from rural streams without the regulation of valley
fills) were between less than 2 years and greater than 100 years (table 1). The smallest
recurrence interval was at MT76, the site in the most northern basin with valley fills, no
active surface mining, a reclaimed valley fill, and the largest valley fill in this study. The
greatest recurrence interval was at MT65C, the site in a basin with active surface mining,
one reclaimed and one unreclaimed valley fill. The site MT65C has the only unreclaimed
valley fill in this study.
Comparison of Peak Discharges Among Sites With and Without Valley Fills
-------
1USGS
fcr
The indirect measurement for the site MT65C was made at the outflow of a pond
downstream from two valley fills. The drainage area of MT65C, 0.189 mi2, is a revised
value from the 65 acres (0.102 square miles) previously used to prepare the Mountaintop
Mining/Valley Fill EIS and published by Wiley and others (2001). Including only one of
the two valley fills in the previous measurement probably caused the incorrect
determination of drainage area.
Source: Wiley, J.B., and Brogan, F.D., 2003, Comparison of peak discharges among
sites with and without valley fills for the July 8-9, 2001, flood in the headwaters
of Clear Fork, Coal River Basin, mountaintop coal- mining region, southern West
Virginia: U.S. Geological Survey Open-File Report 03-133.
References Cited
Curtis, W.R., 1979, Surface mining and the hydrologic balance: American Mining
Congress Journal, July 1979, pp 35-40.
Wiley, J.B., Atkins, J.T., Jr., and Tasker, G.D., 2000, Estimating magnitude and
frequency of peak discharges for rural, unregulated, streams in West Virginia:
U.S. Geological Survey Water-Resources Investigations Report 00-4080, 1-93 p.
Wiley, J.B., Evaldi, R.D., Eychaner, J.H., and Chambers, D.B., 2001, Reconnaissance of
stream geomorphology, low streamflow, and stream temperature in the
mountaintop coal- mining region, southern West Virginia, 1999-2000: U.S.
Geological Survey Water- Resources Investigations Report 01-4092, 34 p.
Comparison of Peak Discharges Among Sites With and Without Valley Fills
-------
Provisional draft: do not quote or cite
EXECUTIVE SUMMARY: COMPARISON OF STREAM CHARACTERISTICS IN
SMALL GAGED, UNMINED AND VALLEY-FILLED WATERSHEDS, BALLARD
FORK, WEST VIRGINIA, 1999-2001
Terence Messinger and Katherine S. Paybins
Introduction: The U.S. Geological Survey (USGS) began a study of the effects on stream flow
of surface mines and valley fills in the Ballard Fork watershed, in the upper Mud River basin near
Madison, W.Va., in November 1999. Three continuous flow-gaging stations were installed. One
gaging station was located on an Unnamed Tributary to Ballard Fork, directly downstream from a
valley fill, and upstream from the sediment pond (fig. 1). The entire watershed of this stream
Watershed boundary
EXPLANATION
Areas within mine-
permit boundaries
Valley fills
• Stream gages
A Rain gages
0.25
0.5
1 Mile
0 0.25 0.5
1 Kilometer
MODIFIED FROM U.S. ENVIRONMENTAL PROTECTION AGENCY AND
WEST VIRGINIA DEPARTMENT OF ENVIRONMENTAL PROTECTION
DIGITAL DATA.
Figure 1. Streams, gages, valley fills, and areas permitted for mining in the Ballard Fork watershed.
Comparison of stream characteristics in small gaged,
unmined and valley-filled watersheds
-------
uses
Provisional draft: do not quote or cite
(0.19 mi2) is within an area permitted for mining, and all but a few acres is mined. The second
gaging station, near the mouth of Spring Branch, drains an unmined, forested watershed (0.53
mi2). The third gaging station was located on the main stem of Ballard Fork, which drains an area
(2.12 mi2) that includes both the Unnamed Tributary and Spring Branch watersheds. The entire
Ballard Fork watershed is either surface mined or forested. Forty percent of the Ballard Fork
watershed is within areas that had been permitted for mining, although less (about 30 percent) of
the watershed was actually mined. About 44 percent of the Unnamed Tributary and 12 percent of
the Ballard Fork watersheds is covered by valley fills.
Four rain gages were used during this study to collect precipitation data. Two rain gages
were operated in mined areas on mountaintops, and the other two were in open areas on the valley
floor. Precipitation amounts reported in this document are the average of amounts recorded at
these four rain gages.
Mines in the Ballard Fork watershed received a Phase 1 bond release in August 2000,
although mine inspection forms filed since November 1997 estimated that grading and backfilling
was complete on all but 10 acres. The mined areas had grasses and other herbaceous vegetation
typical of a newly reclaimed surface mine. Forest in Spring Branch and the rest of Ballard Fork
was second- or third-growth, and dominant canopy species included white and red oak, several
hickory species, sycamore, and tulip poplar.
Hydrologic conditions: Because this study began in November 1999, long-term conditions were
assessed by comparison with nearby sites with long periods of record. Hydrologic conditions
observed during the study period at three nearby long-term sites, the USGS stream-gaging station
East Fork Twelvepole Creek near Dunlow, W.Va., and two NOAA rain gages at Madison and
Dunlow, W.Va., were drier than long-term averages. Total precipitation in 2000 at both Madison
and Dunlow (46.2 and 47.4 inches, respectively) was close to long-term averages (47.8 and 45.7
inches, respectively, 1971-2000), but was decreased substantially in 2001 (40.2 and 35.0 inches,
respectively). Flow at East Fork Twelvepole Creek was well below the long-term average both
years. The disparity between normal precipitation and low flow in 2000 was caused by the
season when the precipitation was received. Precipitation at Madison was 4.71 inches below
average from November 1999 through March 2000, the season of maximum recharge and runoff,
and exceeded the long-term average during only three months, April (by 0.24 inches), June (by
1.76 inches), and July (by 0.20 inches), in the period of maximum evapotranspiration.
Comparison of stream characteristics in small gaged,
unmined and valley-filled watersheds
-------
uses
Provisional draft: do not quote or cite
Total Flow: Total unit flow for the two-year study period on the Unnamed Tributary (11,700
ft3/s/mi2) was almost twice that on Spring Branch (6,260 ft3/s/mi2), and about 1.75 times that on
Ballard Fork (6,690 ft3/s/mi2). The highest monthly flow in the study period in Spring Branch
and Ballard Fork was during May 2001, because of a series of thunderstorms that produced 6.22
in. of rain in eight days, May 15-May 22. In contrast, the maximum monthly total flow on the
Unnamed Tributary was in June 2001, although flows were similar from May through July 2001,
the usual period of maximum evapotranspiration in forested watersheds.
The daily hydrograph shows that summer and autumn flows were relatively higher in the
Unnamed Tributary than Ballard Fork, and relatively higher in Ballard Fork than in Spring
Branch (fig. 2). Spring Branch was dry during much of October and November 2000, and its
8
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uses
Provisional draft: do not quote or cite
monthly mean flow for October 2001, was zero. Ballard Fork and the Unnamed Tributary had
flow throughout the study period. Daily mean flow was significantly (P < 0.01) correlated among
the three streams in the Ballard Fork watershed. This correlation was strongest between Spring
Branch and Ballard Fork (R2 = 0.723), weakest between Spring Branch and the Unnamed
Tributary (R2 = 0.370), and intermediate between Ballard Fork and the Unnamed Tributary (R2 =
0.569).
Flow duration: Flow duration curves show the lowest unit flows from Spring Branch, the
highest unit flows from the Unnamed Tributary, and intermediate unit flows from Ballard Fork
(fig. 3). Unit flow from the Unnamed Tributary watershed was the highest of the three streams at
10.0
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Unnamed Tributary
to Ballard Fork near
Mud, W.Va.
Ballard Fork near
Mud, WVa.
Spring Branch \
near Mud, W.Va. I
0.01
5 15 25 35 45 55 65 75 85 95
Percent of time flow was equalled or exceeded
Figure 3. Flow duration of three streams in the Ballard Fork watershed, W.Va..,
November 15, 1999-November 14, 2001.
all flows analyzed, between 5 and 95 percent flow duration, but the relative difference was
greatest for low flows. Low flows in the Unnamed Tributary were probably increased because of
Comparison of stream characteristics in small gaged,
unmined and valley-filled watersheds
-------
Provisional draft: do not quote or cite
decreased evapotranspiration on the mine as compared to the forest and delayed drainage of water
stored in the valley fill. Unit flows from Ballard Fork and Spring Branch were about the same at
higher flows, but unit flow from Ballard Fork was much higher than that from Spring Branch at
low flow.
Evapotranspiration: Reduced evapotranspiration in mined areas probably accounts for the
marked difference in total and low unit flow between the Unnamed Tributary and Spring Branch
watersheds. Evapotranspiration, as a percentage of total rainfall, decreased from the first to the
second, drier, year from the Unnamed Tributary watershed (from 6 1 percent to 45 percent) but
changed relatively little from the Spring Branch (from 77 to 74 percent) and Ballard Fork (76 to
78 percent) watersheds. Evapotranspiration from the East Fork of Twelvepole Creek watershed
was much higher during the study period (76 percent the first year, and 78 percent the second
year) than the 1965-2001 average (60 percent). Most of the mechanisms of evapotranspiration
appear to be lower on reclaimed surface mines than in forests, because most of them are
mechanisms that evolved in plants to use or conserve water. Plant biomass in the mined areas is
much less than in forested areas.
Unit flow per unit precipitation from Spring Branch only exceeded that from the Unnamed
Tributary during spring months, February-April 2000 and February-March 2001, but even then,
exceeded it by less than measurement error (fig. 4). Unit flow per unit precipitation from the
.0
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EXPLANATION
Unnamed Tributary
Spring Branch
Ballard Fork
^
IS
1999
2000
2001
Figure 4. Unit monthly mean flow per total monthly precipitation for three sites in the Ballard
Fork watershed, W.Va., 1999-2001. Only whole months are shown. Error bars represent the sum of
daily-mean streamflow variance determined from estimates of data quality made by Ward and others
(2001, 2002). Spring Branch had an average flow of zero during October, 2001.
Comparison of stream characteristics in small gaged,
unmined and valley-filled watersheds
-------
uses
Provisional draft: do not quote or cite
Unnamed Tributary watershed was more or much more than that from the Spring Branch
watershed during summer and fall months.
Conclusions: Unit daily mean flow was higher from the Unnamed Tributary, which drains a
predominantly mined watershed, than from Spring Branch, which drains an unmined, forested
watershed, at all flows between 5 and 95 percent duration. The relative difference was greatest at
lower flows. Unit daily mean flows from Ballard Fork, which drains a watershed including both
these other streams and is about 30 percent mined, were about the same as those from Spring
Branch at higher flows (greater than about 15 percent duration), and were intermediate between
the Unnamed Tributary and Spring Branch at lower flows. Spring Branch dried up both years of
the study, and its mean flow in October 2001 was zero; the Unnamed Tributary had flow
throughout the study period. Some mechanism delays some of the flow from the mined area.
Storage of water in or under the valley fill is the most likely mechanism.
Total unit flow from the Unnamed Tributary was nearly twice that from Spring Branch
during the two-year study period. Storage of water in the mined areas does not account for this
difference, because all the flow in the Ballard Fork watershed originated as precipitation, and
precipitation was the same on mined and unmined areas. Reduced evapotranspiration in the
mined areas probably accounts for the difference in total flow. Evapotranspiration from mined
areas was probably less than that from forested areas because most mechanisms of
evapotranspiration, such as interception and transpiration, are functions of plants and plant
biomass is much less in mined areas than in unmined areas. The difference in total flow and low
flow between the mined and unmined areas will probably change as plant cover and biomass
change on the reclaimed mines.
Comparison of stream characteristics in small gaged,
unmined and valley-filled watersheds
-------
^USGS
Provisional draft: do not quote or cite
i for a changing world
EXECUTIVE SUMMARY: COMPARISON OF STORM RESPONSE OF STREAMS IN
SMALL, UNMINED AND VALLEY-FILLED WATERSHEDS, 1999-2001, BALLARD
FORK, WEST VIRGINIA
Terence Messinger
Abstract: Peak unit flows following summer storms with rainfall exceeding about one inch per
hour, approximately the one-year return period, were greater from a watershed comprised of a
mountaintop-removal coal mine (Unnamed Tributary) than from an unmined watershed (Spring
Branch) in the Ballard Fork watershed in West Virginia. Following all storms with rainfall
intensity of about 0.25 in. per hour or more, the storm hydrograph from the Unnamed Tributary
watershed showed a sharp initial rise, followed by a decrease in flow, then a delayed secondary
peak of water that had apparently flowed through the valley fill. One storm that produced less
than an inch of rain before the secondary peak from the previous storm had receded caused peak
unit flow from the Unnamed Tributary to exceed peak unit flow from Spring Branch. Peak unit
flow from the Unnamed Tributary was less than peak unit flow from Spring Branch following
slow, soaking rains. No storms during this study produced 1-hour or 24-hour rainfall in excess of
the 5-year return period, and flow during this study never exceeded the 1.5-year return period.
Runoff patterns from the Unnamed Tributary watershed appear to be influenced by the
compaction of soils on the mine, by the low maximum infiltration rate into the valley fill
compared to the forested watershed, by storage of water in the valley fill, and by the absence
from the mine of interception from trees and leaf litter.
Introduction: The U.S. Geological Survey (USGS) began a study of the effects of on flow of
surface mines using valley fills in the Ballard Fork watershed, in the upper Mud River basin near
Madison, W.Va., in November 1999. Three continuous flow-gaging stations were installed. One
gage was located on an Unnamed Tributary to Ballard Fork, directly downstream from a valley
fill, and upstream from the sediment pond. The entire watershed of this stream (0.19 mi2) is
within an area permitted for mining, and all but a few acres is mined. The second gage, near the
mouth of Spring Branch, drains an unmined, forested watershed (0.53 mi2). The third gage was
located on the main stem of Ballard Fork, which drains an area (2.12 mi2) that includes both the
Unnamed Tributary and Spring Branch watersheds. The entire Ballard Fork watershed is either
surface mined or forested, although the forested areas contain some pipelines and all-terrain
vehicle trails that probably affect rainfall-runoff relations. Forty percent of the Ballard Fork
watershed is within areas that had been permitted for mining, although less (about 30 percent) of
the watershed was actually mined. About 44 percent of the Unnamed Tributary and 12 percent of
the Ballard Fork watershed is covered by valley fills.
Four rain gages were used during this study to collect precipitation data. Two rain gages
were operated in mined areas on mountaintops, and the other two were in open areas on the valley
floor. Precipitation amounts reported in this document are the average of amounts recorded at
these four rain gages.
Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
^USGS
Provisional draft: do not quote or cite
i for a changing world
Mines in the Ballard Fork watershed received a Phase 1 bond release in August 2000,
although mine inspection forms filed since November 1997 estimated that grading and backfilling
was complete on all but 10 acres. The mined areas was sparsely covered with grasses, other
herbaceous vegetation, and small trees typical of a newly reclaimed surface mine. Forest in
Spring Branch and the rest of Ballard Fork was second- or third-growth, and dominant canopy
species included white and red oak, several hickory species, sycamore, and tulip poplar.
Precipitation: Greatest average 1-hour total precipitation recorded at the four rain gages (1.63
in., standard deviation = 0.11 in.) during the study period was July 26 between 3:30 p.m. and 4:30
p.m. The greatest 24-hour total precipitation (3.16 in., standard deviation = 0.24 in.) during the
study was during the same storm, between 1:00 a.m. July 26 and 1:00 a.m. July 27. The return
period for both the 1-hour and 24-hour rainfall from this storm was between two and five years.
Average 1-hour precipitation exceeded 1.1 in. (about the 1-hour, 1-year rainfall) on June 6, 2001,
and average precipitation plus one standard deviation exceeded 1.1 in. on June 21, 2000, and
August 12, 2001. Average 24-hour rainfall exceeded 2.0 in. (about the 24-hour, 1-year rainfall)
during one other storm, on November 26, 1999, and average precipitation plus one standard
deviation exceeded 2.0 in. during three other storms during the study period.
Most of the intense rainfall in the Ballard Fork watershed during this study fell during
summer thunderstorms. Of the 10 largest 1-hour average rainfalls, eight were during May through
September, and six of these storms were during June and July. The largest 24-hour total rainfalls
were generally recorded in the summer, as well; eight of the ten highest 24-hour rainfall totals
were recorded during May, June, or July. In general, rainfall recorded by the Sally Fork
Mountaintop rain gage, in the Unnamed Tributary watershed, was less than rainfall recorded at
the other three rain gages; for the ten storms with the highest 1-hour rainfall, the Sally Fork
Mountaintop rain gage reading was less than the average eight times.
Peak flows: Maximum instantaneous flow during the study period was 8.9 ft3/s for the
Unnamed Tributary (July 26, 2001), 87 ft3/s for Ballard Fork (May 18, 2001), and 34 ft3/s for
Spring Branch (February 19, 2000). Instantaneous flow recorded during the study period did not
exceed the 1.5-year return period at any site.
Peaks with unit flow greater than 20 ft3/s/mi2 were recorded five times at the Unnamed
Tributary, eleven times at Spring Branch, and nine times at Ballard Fork. All three gages recorded
flows in this range during four of the five storms, which raised unit flow in the Unnamed
Tributary above 20 ft3/s/mi2, although the Spring Branch gage was not operating during the fifth
storm, of May 18,2001.
Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
uses
Provisional draft: do not quote or cite
science faro changing world
Storm response: Response of the Unnamed Tributary to different types of storms was
distinctly different from response of Spring Branch and Ballard Fork. Spring Branch and Ballard
Fork generally rose when total moisture in their watersheds increased. These streams generally
peaked shortly after rainfall ended, and quickly receded.
In contrast, the Unnamed Tributary's storm hydrograph typically showed a double peak
when rainfall intensity exceeded about 0.25 in./hour. The hydrograph of November 26-27, 1999,
shows this pattern clearly (fig. 1). Total rainfall for this storm exceeded 3.0 in., and much of it
0.5
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11/24/1999
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11/25/1999
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11/27/1999
12:00 PM
11/29/1999
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12/1/1999
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uses
Provisional draft: do not quote or cite
science for a changing world
During most storms, peak unit flow from Spring Branch and Ballard Fork exceeded peak
unit flow from the Unnamed Tributary, despite the effects of interception on runoff in the forested
watersheds. However, in the two most intense storms during the study period, on June 6, 2001
(maximum average one-hour rainfall = 1.24 in.) and July 26, 2001 (maximum average one-hour
rainfall = 1.63 in.), maximum runoff from the Unnamed Tributary exceeded maximum runoff in
the forested watersheds. Both of these storms took place in midsummer, when rainfall
interception by trees is at its maximum. In the third most intense storm during the study period,
June 21, 2000, the gage at the Unnamed Tributary malfunctioned, so relative unit flows from this
storm are unknown.
In the storm of July 26, 2001, intense rain apparently exceeded infiltration capacity of the
Unnamed Tributary watershed and led to sharp peak in flow that exceeded unit flow at the other
two gages (fig. 2). Antecedent conditions to the July 26 storm were moderate; the Ballard Fork
watershed received nearly 0.50 in. of rain the afternoon of July 22. The initial substantial rain
(maximum rainfall intensity = 0.25 in./hour) beginning about 7:00 a.m. on July 26 did not cause a
runoff response from any stream.
Spring Branch (unmmed)
Unnamed Tributary (mined)
allard Fork
7/26/2001
12:00:00 PM
7/26/2001
9:00:00 PM
7/27/2001
6:00:00 AM
7/27/2001
3:00:00 PM
7/28/2001
12:00:00 AM
Figure 2. Storm hydrograph for July 26-28, 2001, for three stream gages, and rainfall,
as a 1 -hour running average for four rain gages, in the Ballard Fork watershed.
Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
4
-------
^USGS
Provisional draft: do not quote or cite
i for a changing world
The most intense rainfall recorded during this study was received between 3:50 p.m. and 4:30
p.m. on July 26, more than 1.3 in. The Unnamed Tributary rose sharply in response to this rain,
and peaked at 4:40 p.m., while rain was still falling but after intensity had decreased. Maximum
unit flow for the Unnamed Tributary was 46.9 ft3/s/mi2. Although the two other watersheds
responded to this burst of rain, their peaks were later in the evening, at about 6:00 p.m., at the end
of a final spate of rain of 0.63 in./hour. The Unnamed Tributary responded less strongly to the
final rain than it had to the earlier, more intense rain, with a maximum unit flow on the second
peak of 21.8 ft3/s/mi2. The initial peak on the Unnamed Tributary receded as quickly as Spring
Branch and more quickly than Ballard Fork, but about 8:30 p.m., a secondary peak began on the
Unnamed Tributary, apparently of water that had flowed through the valley fill. This attenuated
secondary peak reached a maximum unit flow of 19.1 ft3/s/mi2 at 6:20 a.m. July 27, several hours
after Spring Branch and Ballard Fork had largely receded.
Peak unit flow from the valley fill exceeded peak unit flow from the other watersheds on
July 29, when rainfall of unexceptional intensity (maximum one-hour rainfall = 0.82 in.) was
received before a secondary peak on the Unnamed Tributary had receded. Rain on July 28
caused small initial rises on all three streams. When a hard rain fell on the afternoon of July 29,
the peaks on Spring Branch and Ballard Fork had receded, but the Unnamed Tributary was still
rising from delayed flow from July 28.
Discussion: Runoff patterns from the Unnamed Tributary watershed appear to be influenced
by compaction of soils on the mine, by the low maximum infiltration rate into the mine and valley
fill compared to the forested watershed, by storage of water in the valley fill, and by the absence
of interception from trees and leaf litter on the mine. Soils on mined areas are typically heavily
compacted to prevent erosion, which decreases infiltration capacity. Hortonian (excess overland)
flow appears to be important in the Unnamed Tributary watershed following intense storms, and
to cause the initial peak on the rising arm of storm hydrographs; Hortonian flow is rare in the
eastern U.S. except from urban or other highly disturbed watersheds. The initial sharp peak, the
part of the hydrograph that is apparently Hortonian flow, appears following storms with intensity
greater than about 0.25 in./hour.
Typical canopy interception rates in eastern hardwood forests are about ten per cent of
gross rainfall, and dry leaf litter may intercept several tenths of an inch of water that falls through
the canopy. Water that would have been retained by these processes in the Spring Branch
watershed was available to run off the Unnamed Tributary watershed. Because of these factors,
unit flow from the mined watershed exceeded unit flow from the unmined watershed during
storms when rainfall exceeded about 1 in./hour, suggesting that mountaintop removal mining is
Comparison of storm response of streams in small, unmined 5
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
^USGS
Provisional draft: do not quote or cite
i for a changing world
likely to increase flooding from intense summer thunderstorms. Once during this study, peak unit
flow from the Unnamed Tributary watershed exceeded runoff from the Spring Branch watershed
because a hard rain was received before the delayed secondary peak on the Unnamed Tributary
had receded. This suggests that mountaintop removal mining is especially likely to increase
flooding during summer storm systems that last several days.
A large proportion of storm water received in the Unnamed Tributary watershed runs off
during a period 8 to 48 hours after rain stops, compared to 0 to 4 hours in the Spring Branch
watershed. Comparison of total volume running off from three selected storms showed that (1)
total unit flow during all three storms was greatest from the Unnamed Tributary, (2) for the
Unnamed Tributary, flow during recessions exceeded storm runoff during all three storms,
although for Spring Branch, storm runoff exceeded flow during recessions in two storms, and (3)
total unit flow as storm runoff from the Unnamed Tributary was typically less than unit storm
runoff from Spring Branch and Ballard Fork. Although most of the water running off the
Unnamed Tributary watershed comes in this delayed flow, the overall peak for most storms is the
sharp, initial peak.
Peak unit flow from a storm is expected to be greater from a smaller watershed, if all
land-use and other characteristics are identical. In this study, peak unit flow from the Spring
Branch watershed usually exceeded peak unit flow from the Unnamed Tributary watershed, and
was usually about the same as peak unit flow from the overall Ballard Fork watershed. Rainfall-
runoff relations on altered landscapes are site-specific and mining and reclamation practices that
affect storm response may vary among mines.
Source: Messinger, Terence, 2003, Comparison of storm response of streams in small, unmined
and mountaintop removal mined watersheds, 1999-2001, Ballard Fork, West Virginia:
U.S. Geological Survey Water-Resources Investigations Report 02-4303.
Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
uses
EXECUTIVE SUMMARY: COMPARISON OF STORM RESPONSE OF STREAMS IN
SMALL, UNMINED AND VALLEY-FILLED WATERSHEDS, 1999-2001, BALLARD
FORK, WEST VIRGINIA
Terence Messinger
Abstract: Peak unit flows following summer storms with rainfall exceeding about one inch per
hour, approximately the one-year return period, were greater from a watershed comprised of a
mountaintop-removal coal mine (Unnamed Tributary) than from an unmined watershed (Spring
Branch) in the Ballard Fork watershed in West Virginia. Following all storms with rainfall
intensity of about 0.25 in. per hour or more, the storm hydrograph from the Unnamed Tributary
watershed showed a sharp initial rise, followed by a decrease in flow, then a delayed secondary
peak of water that had apparently flowed through the valley fill. One storm that produced less
than an inch of rain before the secondary peak from the previous storm had receded caused peak
unit flow from the Unnamed Tributary to exceed peak unit flow from Spring Branch. Peak unit
flow from the Unnamed Tributary was less than peak unit flow from Spring Branch following
slow, soaking rains. No storms during this study produced 1-hour or 24-hour rainfall in excess of
the 5-year return period, and flow during this study never exceeded the 1.5-year return period.
Runoff patterns from the Unnamed Tributary watershed appear to be influenced by the
compaction of soils on the mine, by the low maximum infiltration rate into the valley fill
compared to the forested watershed, by storage of water in the valley fill, and by the absence
from the mine of interception from trees and leaf litter.
Introduction: The U.S. Geological Survey (USGS) began a study of the effects of on flow of
surface mines using valley fills in the Ballard Fork watershed, in the upper Mud River basin near
Madison, W.Va., in November 1999. Three continuous flow-gaging stations were installed. One
gage was located on an Unnamed Tributary to Ballard Fork, directly downstream from a valley
fill, and upstream from the sediment pond. The entire watershed of this stream (0.19 mi2) is
within an area permitted for mining, and all but a few acres is mined. The second gage, near the
mouth of Spring Branch, drains an unmined, forested watershed (0.53 mi2). The third gage was
located on the main stem of Ballard Fork, which drains an area (2.12 mi2) that includes both the
Unnamed Tributary and Spring Branch watersheds. The entire Ballard Fork watershed is either
surface mined or forested, although the forested areas contain some pipelines and all-terrain
vehicle trails that probably affect rainfall-runoff relations. Forty percent of the Ballard Fork
watershed is within areas that had been permitted for mining, although less (about 30 percent) of
the watershed was actually mined. About 44 percent of the Unnamed Tributary and 12 percent of
the Ballard Fork watershed is covered by valley fills.
Four rain gages were used during this study to collect precipitation data. Two rain gages
were operated in mined areas on mountaintops, and the other two were in open areas on the valley
floor. Precipitation amounts reported in this document are the average of amounts recorded at
these four rain gages.
Comparison of storm response of streams in small, unmined 1
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
uses
Mines in the Ballard Fork watershed received a Phase 1 bond release in August 2000,
although mine inspection forms filed since November 1997 estimated that grading and backfilling
was complete on all but 10 acres. The mined areas was sparsely covered with grasses, other
herbaceous vegetation, and small trees typical of a newly reclaimed surface mine. Forest in
Spring Branch and the rest of Ballard Fork was second- or third-growth, and dominant canopy
species included white and red oak, several hickory species, sycamore, and tulip poplar.
Precipitation: Greatest average 1-hour total precipitation recorded at the four rain gages (1.63
in., standard deviation = 0.11 in.) during the study period was July 26 between 3:30 p.m. and 4:30
p.m. The greatest 24-hour total precipitation (3.16 in., standard deviation = 0.24 in.) during the
study was during the same storm, between 1:00 a.m. July 26 and 1:00 a.m. July 27. The return
period for both the 1-hour and 24-hour rainfall from this storm was between two and five years.
Average 1-hour precipitation exceeded 1.1 in. (about the 1-hour, 1-year rainfall) on June 6, 2001,
and average precipitation plus one standard deviation exceeded 1.1 in. on June 21, 2000, and
August 12, 2001. Average 24-hour rainfall exceeded 2.0 in. (about the 24-hour, 1-year rainfall)
during one other storm, on November 26, 1999, and average precipitation plus one standard
deviation exceeded 2.0 in. during three other storms during the study period.
Most of the intense rainfall in the Ballard Fork watershed during this study fell during
summer thunderstorms. Of the 10 largest 1-hour average rainfalls, eight were during May through
September, and six of these storms were during June and July. The largest 24-hour total rainfalls
were generally recorded in the summer, as well; eight of the ten highest 24-hour rainfall totals
were recorded during May, June, or July. In general, rainfall recorded by the Sally Fork
Mountaintop rain gage, in the Unnamed Tributary watershed, was less than rainfall recorded at
the other three rain gages; for the ten storms with the highest 1-hour rainfall, the Sally Fork
Mountaintop rain gage reading was less than the average eight times.
Peak flows: Maximum instantaneous flow during the study period was 8.9 ft3/s for the
Unnamed Tributary (July 26, 2001), 87 ft3/s for Ballard Fork (May 18, 2001), and 34 ft3/s for
Spring Branch (February 19, 2000). Instantaneous flow recorded during the study period did not
exceed the 1.5-year return period at any site.
Peaks with unit flow greater than 20 fVVs/mi2 were recorded five times at the Unnamed
Tributary, eleven times at Spring Branch, and nine times at Ballard Fork. All three gages recorded
flows in this range during four of the five storms, which raised unit flow in the Unnamed
Tributary above 20 ft3/s/mi2, although the Spring Branch gage was not operating during the fifth
storm, of May 18,2001.
Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
ZUSGS
Storm response: Response of the Unnamed Tributary to different types of storms was
distinctly different from response of Spring Branch and Ballard Fork. Spring Branch and Ballard
Fork generally rose when total moisture in their watersheds increased. These streams generally
peaked shortly after rainfall ended, and quickly receded.
In contrast, the Unnamed Tributary's storm hydrograph typically showed a double peak
when rainfall intensity exceeded about 0.25 in./hour. The hydrograph of November 26-27, 1999,
shows this pattern clearly (fig. 1). Total rainfall for this storm exceeded 3.0 in., and much of it
c
11/24/1999
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Figure 1. Sionrt hydrograph al Unnamed Tribuiary of BaHzud Fork near Mud, W.W,
and tainftiL as ii J -hinar runcima average, for foiu rain iHeeS. in the BaliarJ Fork watershed
fell as a slow, soaking rain; the maximum one-hour rainfall recorded at any rain gage was 0.48 in.
Antecedent conditions were dry; the rain of November 24 was the first since November 2.
Although the rain fell in two major bursts, the storm hydrograph had the same shape typical of
storms in which rain fell in only one major burst. About 0.73 in. of rain fell on November 25-26
between 9:30 p.m. and 3:30 a.m. When rain was received with an intensity of about 0.3 in. per
hour at about midnight on November 26, the infiltration capacity of the watershed was apparently
exceeded, causing a sharp peak in flow. This peak quickly receded when rain intensity decreased,
but the delayed flow of water that had apparently flowed through the valley fill continued to
increase and peaked at 2:00 p.m. on November 26, eight hours after the last rain fell that
exceeded 0.10 in./hour.
Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
ZUSGS
During most storms, peak unit flow from Spring Branch and Ballard Fork exceeded peak
unit flow from the Unnamed Tributary, despite the effects of interception on runoff in the forested
watersheds. However, in the two most intense storms during the study period, on June 6, 2001
(maximum average one-hour rainfall = 1.24 in.) and July 26, 2001 (maximum average one-hour
rainfall = 1.63 in.), maximum runoff from the Unnamed Tributary exceeded maximum runoff in
the forested watersheds. Both of these storms took place in midsummer, when rainfall
interception by trees is at its maximum. In the third most intense storm during the study period,
June 21, 2000, the gage at the Unnamed Tributary malfunctioned, so relative unit flows from this
storm are unknown.
In the storm of July 26, 2001, intense rain apparently exceeded infiltration capacity of the
Unnamed Tributary watershed and led to sharp peak in flow that exceeded unit flow at the other
two gages (fig. 2). Antecedent conditions to the July 26 storm were moderate; the Ballard Fork
watershed received nearly 0.50 in. of rain the afternoon of July 22. The initial substantial rain
(maximum rainfall intensity = 0.25 in./hour) beginning about 7:00 a.m. on July 26 did not cause a
runoff response from any stream.
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Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
4
-------
uses
The most intense rainfall recorded during this study was received between 3:50 p.m. and 4:30
p.m. on July 26, more than 1.3 in. The Unnamed Tributary rose sharply in response to this rain,
and peaked at 4:40 p.m., while rain was still falling but after intensity had decreased. Maximum
unit flow for the Unnamed Tributary was 46.9 ft3/s/mi2. Although the two other watersheds
responded to this burst of rain, their peaks were later in the evening, at about 6:00 p.m., at the end
of a final spate of rain of 0.63 in./hour. The Unnamed Tributary responded less strongly to the
final rain than it had to the earlier, more intense rain, with a maximum unit flow on the second
peak of 21.8 ft3/s/mi2. The initial peak on the Unnamed Tributary receded as quickly as Spring
Branch and more quickly than Ballard Fork, but about 8:30 p.m., a secondary peak began on the
Unnamed Tributary, apparently of water that had flowed through the valley fill. This attenuated
secondary peak reached a maximum unit flow of 19.1 fVVs/mi2 at 6:20 am. July 27, several hours
after Spring Branch and Ballard Fork had largely receded.
Peak unit flow from the valley fill exceeded peak unit flow from the other watersheds on
July 29, when rainfall of unexceptional intensity (maximum one-hour rainfall = 0.82 in.) was
received before a secondary peak on the Unnamed Tributary had receded. Rain on July 28
caused small initial rises on all three streams. When a hard rain fell on the afternoon of July 29,
the peaks on Spring Branch and Ballard Fork had receded, but the Unnamed Tributary was still
rising from delayed flow from July 28.
Discussion: Runoff patterns from the Unnamed Tributary watershed appear to be influenced
by compaction of soils on the mine, by the low maximum infiltration rate into the mine and valley
fill compared to the forested watershed, by storage of water in the valley fill, and by the absence
of interception from trees and leaf litter on the mine. Soils on mined areas are typically heavily
compacted to prevent erosion, which decreases infiltration capacity. Hortonian (excess overland)
flow appears to be important in the Unnamed Tributary watershed following intense storms, and
to cause the initial peak on the rising arm of storm hydrographs; Hortonian flow is rare in the
eastern U.S. except from urban or other highly disturbed watersheds. The initial sharp peak, the
part of the hydrograph that is apparently Hortonian flow, appears following storms with intensity
greater than about 0.25 in./hour.
Typical canopy interception rates in eastern hardwood forests are about ten per cent of
gross rainfall, and dry leaf litter may intercept several tenths of an inch of water that falls through
the canopy. Water that would have been retained by these processes in the Spring Branch
watershed was available to run off the Unnamed Tributary watershed. Because of these factors,
unit flow from the mined watershed exceeded unit flow from the unmined watershed during
storms when rainfall exceeded about 1 in./hour, suggesting that mountaintop removal mining is
Comparison of storm response of streams in small, unmined 5
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
uses
likely to increase flooding from intense summer thunderstorms. Once during this study, peak unit
flow from the Unnamed Tributary watershed exceeded runoff from the Spring Branch watershed
because a hard rain was received before the delayed secondary peak on the Unnamed Tributary
had receded. This suggests that mountaintop removal mining is especially likely to increase
flooding during summer storm systems that last several days.
A large proportion of storm water received in the Unnamed Tributary watershed runs off
during a period 8 to 48 hours after rain stops, compared to 0 to 4 hours in the Spring Branch
watershed. Comparison of total volume running off from three selected storms showed that (1)
total unit flow during all three storms was greatest from the Unnamed Tributary, (2) for the
Unnamed Tributary, flow during recessions exceeded storm runoff during all three storms,
although for Spring Branch, storm runoff exceeded flow during recessions in two storms, and (3)
total unit flow as storm runoff from the Unnamed Tributary was typically less than unit storm
runoff from Spring Branch and Ballard Fork. Although most of the water running off the
Unnamed Tributary watershed comes in this delayed flow, the overall peak for most storms is the
sharp, initial peak.
Peak unit flow from a storm is expected to be greater from a smaller watershed, if all
land-use and other characteristics are identical. In this study, peak unit flow from the Spring
Branch watershed usually exceeded peak unit flow from the Unnamed Tributary watershed, and
was usually about the same as peak unit flow from the overall Ballard Fork watershed. Rainfall-
runoff relations on altered landscapes are site-specific and mining and reclamation practices that
affect storm response may vary among mines.
Source: Messinger, Terence, 2003, Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia: U.S. Geological
Survey Water-Resources Investigations Report 02-4303.
Comparison of storm response of streams in small, unmined
and valley-filled watersheds, 1999-2001, Ballard Fork, West Virginia
-------
OSM VALLEY FILL STUDY
HOBET MINE WESTRIDGE
VALLEY FILL
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
FEBRUARY 2000
-------
OSM VALLEY FILL STUDY
HOBET MINE WESTRIDGE
VALLEY FILL
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 2
Drainage Area 2
Precipitation 2
Soil Types 3
SCS Runoff Curve Numbers 3
Time of Concentration and Lag 4
Base Flow 4
Routing Reaches 4
PREMINING CONDITIONS 6
Drainage Area 6
Soil Types and SCS Runoff Curve Numbers 6
Time of Concentration and Lag 9
Base Flow 9
Routing Reaches 10
POST MINING CONDITIONS 11
Drainage Area 11
Soil Types and SCS Runoff Curve Numbers 13
Time of Concentration and Lag 16
Base Flow 17
Routing Reaches 18
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 19
CONCLUSIONS 21
RECOMMENDATIONS 22
REFERENCES 23
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining and post mining conditions.
The Hobet Mine Westridge Valley Fill, located on Connelly Branch near the
headwaters of the Mud River watershed in Lincoln County, West Virginia, was
selected as the study site. The determination of the effects of changes to
this drainage area represents a classic ungaged watershed study. The Connelly
Branch watershed is ungaged and no historic hydrologic information is
available.
Corps of Engineers personnel from the Pittsburgh District (Walt Leput, Mark
Zaitsoff, Ray Rush, Karen Taylor, Elizabeth Rodriguez, Paul Donahue), the
Hydrologic Engineering Center (HEC) (Harry Dotson) and the Waterways
Experiment Station (WES) (Bill Johnson), and Office of Surface Mining (OSM)
personnel (Don Stump, Dan Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to post mining conditions, the method of analysis needed to be
able to subdivide it and model the changed areas as appropriate. Those
involved concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS
(River Analysis System) models would provide the methods of analysis and
results needed for the study.
A HEC-HMS rainfall runoff model was used to evaluate the changes in flow
magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS hydraulic model was used to provide peak flow timing and routing
input to the HEC-HMS hydrologic model. Flows generated by the hydrology model
were input to the hydraulic model until the input and output from both models
were consistent. The HEC-RAS model was then used to determine the changes in
water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Hobet Mine Westridge Valley Fill was the fourth
site studied. The other three were at the Samples Mine site in Boone County,
WV. The study was initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Hobet Mine Westridge Valley Fill is located approximately 25 miles
southwest of Charleston, WV, on the eastern side of Lincoln County on the
boundary with Boone County, WV. It is located near the headwaters of the Mud
River (tributary to the Guyandotte River) watershed. The valley fill drainage
area occupies the 2.5 square mile (0.7%) Connelly Branch of the 359 square
mile Mud River watershed.
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Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Hobet Mine is located on the eastern side of Lincoln County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.55
1.11
2.04
2.39
2.63
2.99
3.50
3.95
0.75
1.60
3.00
3.40
3.66
4.30
5.00
5.40
These values were used for the premining and post mining conditions.
Soil Types
The unpublished Lincoln County, WV,
types located in the study area.
soil survey was used to determine the soil
The Connelly Branch watershed is contained within the Berks-Shelocta general
soil unit. The soils within this unit are described as "very steep, well
drained soils that formed mainly in material weathered from siltstone, shale,
and sandstone; on mountainous uplands". The soil survey provides information
on the detailed make up of the soil types, giving such information as
component soil types, impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining and postmining conditions; the areas of each
soil type within the runoff subareas were determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (Ia)
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
-------
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage areas to
provide travel times for the channel flow component.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the mining company's 1:500 scale maps that had a contour interval of 10'.
Cross section geometry, channel roughness, reach lengths, energy slopes and
average travel times from the HEC-RAS model were used as input to the
Muskingum-Cunge and Lag routing methods in the HEC-HMS models.
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
-------
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
PREMINING CONDITIONS
Drainage Areas
The premining drainage area was delineated on a USGS 1:24,000 scale
topographic map (Mud quadrangle) and on a 1:500 scale regraded drainage map
provided by the coal company. The premining drainage area encompasses 2.50
square miles.
The drainage area was divided into ten runoff subareas to define the premining
condition. These subareas were selected to define tributary areas and
hydrologic routing reaches. There were no significant differences in land use
or soil type to justify any further subdivision.
The following table shows the runoff subareas for the premining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
A-l
A-2
A-3
B-l
B-2
B-3
B-4
B-5
C
D
Most downstream area
Downstream end of Grider Fork
Upstream end of Grider Fork
Most upstream area
43 .39
91.95
220.94
71.39
77 .22
38.18
212.43
53.60
325.01
466.34
0.07
0.14
0.35
0.11
0.12
0.06
0.33
0.08
0.51
0.73
2.7
5.7
13.8
4.5
4.8
2.4
13.3
3.3
20.3
29.2
Total
1600.45
2.50
100
Plate 1 shows the runoff subareas.
Soil Types and SCS Runoff Curve Numbers
The following table shows the soil types and their percent distribution within
the runoff subareas for the premining condition:
Runoff
Subarea
Soil Type
MkC
MkD
MkE
MkF
ShB
ShC | ShD
Ph
Po
DbD
CoB
Percent Distribution
A-l
A-2
A-3
B-l
B-2
B-3
B-4
B-5
C
D
0.7
3.8
0.3
5.4
3.8
7.2
2.7
6.1
1.4
0.4
5.8
3.7
8.5
25.9
9.1
9.7
72.6
70.5
74 . 1
68.4
53.7
74 . 1
79.5
79 . 1
90.3
81 .7
4.9
4 .7
2.3
4.9
1.8
4 .4
1.3
0.7
15.9
22.7
7.5
36.0
9.3
8.4
15.8
3.4
9.2
1 .4
0.4
3.6
1.0
1.9
Total
0.5
2.7
6.3
74.3
1.0
1.5
9.1
9 Q
Z . O
1.1
0.5
0.2
Plate 2 shows the soil type subareas.
-------
-------
I IM. *-t»htl »*•)
«•» ™»*
• ^wi »• »-*^- vw, ii
"A ^IB-J^.*.*
5CNJ:
-------
This table shows that the Muskingum silt loam (MkF) mapping unit makes up the
majority (74%) of the drainage area.
The premining land use for the Connelly Branch watershed is wooded with a fair
hydrologic condition due to its disturbance by previous logging and surface
mining activity.
The following table shows the results of the weighted curve number
calculations for the premining condition:
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
A-l
A-2
A-3
B-l
B-2
B-3
B-4
B-5
C
D
69
70
71
70
68
73
72
73
72
71
0.9
0.86
0.82
0.86
0.94
0.74
0.78
0.74
0.78
0.82
Time of Concentration and Lag
The following table shows the results of the time of concentration and lag
calculations for the premining condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
A-l
A-2
A-3
B-l
B-2
B-3
B-4
B-5
C
D
36
33
73
25
32
37
49
32
51
53
22
20
44
15
19
22
29
19
31
32
34
32
67
24
32
34
46
31
47
53
20
19
40
14
19
21
28
19
28
32
Base Flow
The premining base flow values were as follows:
10
-------
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
A-l
A-2
A-3
B-l
B-2
B-3
B-4
B-5
C
D
0.07
0.14
0.35
0.11
0.12
0.06
0.33
0.08
0.51
0.73
0 . 14
0.29
0.69
0.22
0.24
0.12
0.66
0.17
1.02
1.46
Routing Reaches
The drainage area was divided into ten runoff subareas to model the premining
condition. Seven reaches connected the runoff subareas and routed the flows
through the drainage area.
The Muskingum-Cunge method of hydrologic routing was used to route the runoff
flows through the drainage area. This method has the advantage over others of
using physically based parameters that can be modified to represent changes to
the watershed conditions.
11
-------
POST MINING CONDITIONS
Drainage Areas
The post mining drainage area was delineated on a 1:500 scale regraded
drainage map provided by the coal company. The post mining drainage area
encompasses 2.43 square miles.
The drainage area was divided into thirty six runoff subareas to define the
post mining condition. These subareas were selected to define tributary areas
created by sediment and diversion ditches in the regrading plan and the
hydrologic routing reaches connecting them. The regraded drainage map shows
that the post mining land use is reclaimed valley fill and backstack areas for
74% of the drainage area.
The regraded drainage plan used sediment and diversion ditches to create four
tributary areas. These four tributary areas were: 1) below the valley fill,
2) the valley fill area, 3) flows diverted around the left side of the valley
fill, and 4) flows diverted around the right side of the valley fill. The
following table shows the runoff subareas for the post mining condition:
12
-------
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
3 -A
3-B
3-C
3 .50
18.97
33.46
0.005
0.030
0.052
0.2
1.2
2.1
L
9-A
9-B
9-C
9-D
10-A
10-B
U-L
11-A
11-B
11-C
11-D
11-E
11-F
11-G
12
13
14-A
14-B
32
15
Face of lower fill
Most downstream area on top of
lower fill
Most upstream area on top of lower
fill
Left side of face of upper fill
Most downstream left area on top of
upper fill
Most upstream center area on top of
upper fill
2.16
1 .84
51.75
20 .47
13.73
36.29
51.68
4.22
27.61
60.02
18.29
21.69
11 .75
27.28
49 . 14
70 . 07
56.90
45.58
53 .07
61.69
121.49
0.003
0.003
0.081
0.032
0.021
0.057
0.081
0.007
0.043
0.094
0.029
0.034
0.018
0.043
0 . 077
0.109
0.089
0.071
0.083
0.096
0.190
0.1
0.1
3 .3
1.3
0.9
2.3
3.3
0.3
1.8
3 .9
1.2
1 .4
0.8
1.8
3.2
4.5
3.7
2.9
3 .4
4.0
7.8
37-A
37-B
36
35-A
35-B
34-A
34-B
34-C
10.60
11.23
25.70
73.26
28.49
69.92
43.69
217 .50
0.017
0.018
0.040
0.114
0.045
0.109
0.068
0.340
0.7
0.7
1.6
4 .7
1.8
4.5
2.8
13.9
5
7
U-R
33
Right side of face of upper fill
Most downstream right area on top
of upper fill
84.64
34.43
4 . 14
92.03
0.132
0.054
0.006
0.144
5.4
2.2
0.3
5.9
Total
1558.28
2.435
100
The valley fill extends downstream to cover most of the Connelly Branch
drainage area; only portions at the upstream end are relatively unchanged from
premining conditions. The regraded drainage map shows that the post mining
land use is valley fill and regraded backstacks for 74% of the drainage area.
This area represents a 3% decrease from pre to post mining conditions and
mainly reflects differences in the regraded topography on the east side of the
drainage area.
13
-------
Plate 3 shows the runoff subareas.
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows the area that was covered by the valley fill
and regraded backstacks. These areas were considered to be reclaimed surface
mine (RSM) areas.
The following table shows the soil types and their percent distribution within
the runoff subareas for the post mining condition:
Soil Type
MkC
MkD
MkE
MkF
ShC
ShD
Po
DbD
CoB
RSM
Percent Distribution
3 -A
3-B
3-C
100
100
100
L
9-A
9-B
9-C
9-D
10-A
10-B
U-L
11-A
11-B
11-C
11-D
11-E
11-F
11-G
12
13
14-A
14-B
32
15
12.1
16.7
19.3
19.5
17.6
3.6
12.1
0.7
11.8
3.5
3.7
9.9
100
100
100
100
100
100
67 .7
100
100
100
100
70.6
100
96.4
76.1
78.0
80.7
100
100
100
100
37-A
37-B
36
35-A
35-B
34-A
34-B
34-C
0.8
2.7
20.1
10.1
7.9
28.7
7 .4
67.5
100
100
58.9
88.7
51.5
71.3
80.5
1.0
17.5
21.0
1.2
39.6
4.1
15.0
4.5
5
7
U-R
33
100
100
100
100
Total
0.0
0.1
3.4
18.6
0.0
2.3
0.4
0.6
0.4
74.2
Plate 4 shows the soil type subareas.
14
-------
-------
Eifta il Wwi i
1" -
-------
This table shows that reclaimed surface mine areas make up the majority (74%)
of the drainage area.
The land use for the undisturbed portion of the valley fill drainage area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the post mining condition:
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
3 -A
3-B
3-C
75
75
75
0.67
0.67
0.67
L
9-A
9-B
9-C
9-D
10-A
10-B
U-L
11-A
11-B
11-C
11-D
11-E
11-F
11-G
12
13
14-A
14-B
32
15
75
75
75
75
75
75
74
75
75
75
75
74
75
75
75
75
75
75
75
75
75
0.67
0.67
0.67
0.67
0.67
0.67
0.70
0.67
0.67
0.67
0.67
0.70
0.67
0.67
0.67
0.67
0.67
0.67
0.67
0.67
0.67
37-A
37-B
36
35-A
35-B
34-A
34-B
34-C
69
73
73
70
73
68
73
72
0.90
0.74
0.74
0.86
0.74
0.94
0.74
0.78
5
7
U-R
33
75
75
75
75
0.67
0.67
0.67
0.67
Time of Concentration and Lag
The following table shows the results of the time of concentration and lag
calculations for the post mining condition:
17
-------
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
3 -A
3-B
3-C
14
18
38
8
11
23
12
18
37
7
11
22
L
9-A
9-B
9-C
9-D
10-A
10-B
U-L
11-A
11-B
11-C
11-D
11-E
11-F
11-G
12
13
14-A
14-B
32
15
5
13
47
41
34
17
26
6
40
44
50
42
36
39
36
47
46
45
42
37
81
3
8
28
24
20
10
16
4
24
26
30
26
21
23
22
28
27
27
25
22
49
5
13
44
40
34
15
25
6
39
42
49
37
35
39
42
44
43
43
40
36
74
3
8
27
24
20
9
15
4
24
25
29
22
21
23
25
26
26
26
24
22
44
37-A
37-B
36
35-A
35-B
34-A
34-B
34-C
16
18
26
51
43
27
33
43
10
11
16
31
26
16
20
26
16
18
25
47
42
26
32
42
10
11
15
28
25
16
19
25
5
7
U-R
33
48
23
6
68
29
15
4
41
44
21
6
62
26
13
4
37
Base Flow
The post mining base flow values were as follows:
18
-------
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
3 -A
3-B
3-C
0.005
0.030
0.052
0.0
0.1
0.1
L
9-A
9-B
9-C
9-D
10-A
10-B
U-L
11-A
11-B
11-C
11-D
11-E
11-F
11-G
12
13
14-A
14-B
32
15
0.003
0.003
0.081
0.032
0.021
0.057
0.081
0.007
0.043
0.094
0.029
0.034
0.018
0.043
0.077
0.109
0.089
0.071
0.083
0.096
0.190
0.0
0.0
0.2
0.1
0.0
0.1
0.2
0.0
0.1
0.2
0.0
0.1
0.0
0.1
0.2
0.2
0.2
0.1
0.2
0.2
0.4
37-A
37-B
36
35-A
35-B
34-A
34-B
34-C
0.017
0.018
0.040
0.114
0.045
0.109
0.068
0.340
0.0
0.0
0.1
0.2
0.1
0.2
0.1
0.7
5
7
U-R
33
0.132
0.054
0.006
0.144
0.3
0.1
0.0
0.3
Routing Reaches
The drainage area was divided into two runoff subareas to model the premining
condition. One reach connected the runoff subareas and routed the flows
through the drainage area.
The Muskingum-Cunge method of hydrologic routing was used to route the runoff
flows through the drainage area. This method has the advantage over others of
using physically based parameters that can be modified to represent changes to
the watershed conditions.
19
-------
HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
Westridge Valley Fill drainage area at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and the undisturbed Connelly Branch
channel downstream of the valley fill was modeled. The flows from the HEC-HMS
model were used to perform the backwater analysis.
The following table shows the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
10
100
Pre Mining
Flow
[CFS]
838
1736
Elevation
[FT NGVD]
804.8
806.4
Post Mining
Flow
[CFS]
1193
2459
Elevation
[FT NGVD]
806.1
808.5
YR = Years
CFS = Cubic Feet per Second
FT NGVD = Feet above National Geodetic Vertical Datum
These results show a 42% (10-100 YR) increase in discharge from premining
conditions after the valley fill area is reclaimed in the post mining
conditions. The stage increases by 1.3-2.1' for pre to post mining
conditions.
The following cross sections show comparisons of the water surfaces for each
condition.
20
-------
COMPARISON OF STAGES FOR 10 YEAR FLOWS
\
0 10 20 30 40 50 60 70 90 90 100 110 120 130 140 150 160 170 190 190 200 210 220
STATION [FT]
COMPARISON OF STAGES FOR 100 YEAR FLOWS
\
0 10 20 30 40 50 60 70 90 90 100 110 120 130 140 150 160 170 190 190 200 210 220
STATION [FT]
21
-------
CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea.
7. The flat slopes created on the top surfaces of the valley fills and the
regraded back stacks help to reduce peak flows by increasing the runoff time
of concentration. The long flow paths created by sediment ditches help to
reduce peak flows by increasing the runoff travel times.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. This study shows a 42% (10-100 YR) increase in discharge from premining
conditions after the valley fill area is reclaimed in the post mining
conditions. The stage increases by 1.3-2.1' for pre to post mining
conditions.
22
-------
RECOMMENDATIONS
1. The site should be analyzed with a mature growth of trees covering all or
part of the valley fill area to represent a future condition. Incremental
analysis of increasing tree cover should not be undertaken.
2. Valley fill operations should be sized and located to minimize their
impacts.
3. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
23
-------
REFERENCES
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Lincoln County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, unpublished draft
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
USGS 7.5 minute topographic maps, Mud quadrangle
24
-------
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILLS
#1 AND 2 COMBINED
AOC+ CONDITIONS
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
NOVEMBER 2000
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILLS
ttl AND 2 COMBINED
AOC+ CONDITIONS
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 3
Drainage Area 3
Precipitation 3
Soil Types 4
SCS Runoff Curve Numbers 4
Time of Concentration and Lag 5
Base Flow 5
Routing Reaches 5
AOC+ CONDITIONS 7
Drainage Area 7
Soil Types and SCS Runoff Curve Numbers 7
Time of Concentration and Lag 10
Base Flow 10
Routing Reaches 10
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 11
CONCLUSIONS 13
RECOMMENDATIONS 14
REFERENCES 15
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining, post mining AOC+ (Approximate Original Contour
Plus) conditions.
This report covers the results from the AOC+ conditions only. The results of
the study for premining and post mining have been previously reported. They
will be included in this report by reference and by inclusion in the
"HYDROLOGIC AND HYDRAULIC MODEL RESULTS" section.
The Samples Mine Valley Fills SH-1 and 2, located in the headwaters of the
Seng Creek watershed in Boone County, West Virginia, were selected as the
study site. The determination of the effects of changes to these drainage
areas represents a classic ungaged watershed study. The Seng Creek watershed
is ungaged and no historic hydrologic information is available.
After studying them separately, the adjacent valley fills were combined in
order to determine the cumulative effect of the mining operations on the Seng
Creek watershed. This involved combining the separate analysis of the two
valley fills with the inclusion of an unmined intervening area. This report
will detail the analysis of the unmined intervening area and the cumulative
effect on the Seng Creek watershed. The analysis of Valley Fill #1 and 2 are
presented in separate reports.
Corps of Engineers personnel from the Pittsburgh District (Walt Leput, Mark
Zaitsoff, Ray Rush, Dennis McCune, Karen Taylor, Elizabeth Rodriguez, Paul
Donahue), the Hydrologic Engineering Center (HEC) (Harry Dotson) and the
Waterways Experiment Station (WES) (Bill Johnson), and Office of Surface
Mining (OSM) personnel (Don Stump, Dan Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to AOC+ conditions, the method of analysis needed to be able to
subdivide it and model the changed areas as appropriate. Those involved
concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS (River
Analysis System) models would provide the methods of analysis and results
needed for the study.
A HEC-HMS (version 1.1) rainfall runoff model was used to evaluate the changes
in flow magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS (version 2.2) hydraulic model was used to provide peak flow timing
and routing input to the HEC-HMS hydrologic model. Flows generated by the
hydrology model were input to the hydraulic model until the input and output
from both models were consistent. The HEC-RAS model was then used to
determine the changes in water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
-------
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fill #1 and 2 combined was
the third site studied. The other three were the Samples Mine Valley Fill #1
and 2 separately, and the Hobet Mine Westridge Valley Fill in Lincoln County,
WV. Results from these other sites have been reported separately. The study
was initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fills SH-1 and 2 are located approximately 25 miles
southeast of Charleston, WV, on the eastern side of Boone County on the
boundaries with Kanawha and Raleigh Counties, WV. They are located in the
headwaters of the Seng Creek (tributary to the Big Coal and Kanawha Rivers)
watershed. The valley fill drainage areas and the unmined intervening area
occupy the most upstream 1.5 square miles (27%) of the 5.55 square mile Seng
Creek watershed.
4m i
Coal fork 0Bkunt Fbnd forle
Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0.74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining, post and AOC+ mining conditions.
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF), Dekalb-Pineville-Guyandotte association (DPF),
Kaymine-Cedarcreek-Dekalb (KmF), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining, postmining and AOC+ conditions; the areas of
each soil type within the runoff subareas were determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (Ia)
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
-------
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage areas to
provide travel times for the channel flow component. The undisturbed portion
of Seng Creek was used for the open channel flow component for the subareas
below the valley fill operations.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the OSM 1:4,800 scale maps that had a contour interval of 20'. Cross
section geometry, channel roughness, reach lengths, energy slopes and average
travel times from the HEC-RAS model were used as input to the Muskingum-Cunge
routing method in the HEC-HMS models.
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
-------
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
AOC+ CONDITIONS
Drainage Areas
The AOC+ mining drainage area was delineated on a 1:4,800 scale regraded
drainage map provided by the Knoxville Field Office of OSM. The AOC+ mining
drainage area encompasses 1.48 square miles - 0.72 square miles for Valley
Fill 1, 0.50 square miles for Valley Fill 2 and 0.26 for the unmined
intervening area.
The unmined intervening area was divided into two runoff subareas to define
the post mining condition. These subareas were selected to define tributary
areas and hydrologic routing reaches. There were no significant differences
in land use or soil type to justify any further subdivision.
The following table shows the runoff subareas for the AOC+ mining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
M
N
Most downstream area
Right bank tributary
101.31
65.56
0.16
0.10
60.7
39.3
Total
166.96
0.26
100
Plate 1 shows the runoff subareas.
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows that the unmined intervening area was
relatively unchanged from preming conditions.
The following table shows the soil types and their percent distribution within
the runoff subareas for the AOC+ mining condition:
Runoff
Subarea
Soil Type
CgF
DPF
KmF
KrF
GwE
ImE
Percent Distribution
M
N
3.4
4.8
87.9
84.1
1.0
6.6
1.1
4.5
6.6
Total
4.0
86.4
0.6
4.0
2.4
2.6
Plate 2 shows the soil type subareas.
This table shows that the Dekalb-Pineville-Guyandotte association (DPF) makes
up the majority (86%) of the drainage area.
The land use for the undisturbed portion of the intervening unmined area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the AOC+ mining condition:
-------
SCALE' 1" -
-------
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
M
N
67
67
1.5
0.7
0.99
0.99
Time of Concentration and Lag
The following table shows the results of the time of concentration and lag
calculations for the AOC+ mining condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
M
N
37
33
22
20
36
32
21
19
Base Flow
The AOC+ mining base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
M
N
0.16
0.10
0.32
0.21
Routing Reaches
The drainage area was divided into two runoff subareas to model the AOC+
mining condition. One reach connected the runoff subareas and routed the
flows through the drainage area.
The Muskingum-Cunge method of hydrologic routing was used to route the runoff
flows through the drainage area. This method has the advantage over others of
using physically based parameters that can be modified to represent changes to
the watershed conditions.
10
-------
HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
combined Valley Fill #1 and 2 drainage area and the unmined intervening area
at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and approximately 800' of the undisturbed
Seng Creek channel downstream of the permit limit was modeled. The flows from
the HEC-HMS model were used to perform the backwater analysis.
The following table shows the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
Pre Mining
Flow
[CFS]
Elevation
[FT NGVD]
Post Mining
Flow
[CFS]
Elevation
[FT NGVD]
AOC+
Flow
[CFS]
Elevation
[FT NGVD]
10
100
765
1711
1330.6
1333.3
826
1793
1330.8
1333.4
833
1874
1330.8
1333.6
YR = Years
CFS = Cubic Feet per Second
FT NGVD = Feet above National Geodetic Vertical Datum
These results show an 8-5% (10-100 YR) increase in discharge from premining
conditions after the valley fill areas are reclaimed in the post mining
conditions. The stage increases by 0.2-0.1' for pre to post mining
conditions. Alternatively, the AOC+ conditions would cause a 9-10% (10-100
YR) increase in discharge and a 0.2-0.3' increase in stage from premining
conditions.
The following cross sections show comparisons of the water surfaces for each
condition.
11
-------
COMPARISON OF STAGES FOR 10 YEAR FLOWS
z
7
\
Y
0 10 20 30 40 50 60 70 80
STATION [FT]
COMPARISON OF STAGES FOR 100 YEAR FLOWS
"^—
\
\
10 20
40
STATION [FT]
50 60 70 80
12
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CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea. Subdivision will
increase the complexity of the hydrologic and hydraulic models.
7. It is not possible to generalize the impacts of changes to the drainage
area on the discharge. Changes to the topography, soils, land use, vegetation
will cause corresponding changes to the discharge. Changes to the flow paths
will affect the discharge by changing the runoff time of concentration, flow
routing times and hydrograph combination.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. This study shows a 8-5% (10-100 YR) increase in discharge from premining
conditions after the valley fill areas are reclaimed in the post mining
conditions. The stage increases by 0.2-0.1' for pre to post mining
conditions. Alternatively, the AOC+ conditions would cause a 9-10% (10-100
YR) increase in discharge and a 0.2-0.3' increase in stage from premining
conditions.
13
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RECOMMENDATIONS
1. The site should be analyzed with a mature growth of trees covering all or
part of the valley fill areas to represent a future condition. Incremental
analysis of increasing tree cover should not be undertaken.
2. Valley fill operations should be sized and located to minimize their
impacts.
3. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
14
-------
REFERENCES
OSM Valley Fill Study, Samples Mine Valley Fills #1 and 2 Combined, Pittsburgh
District, US Army Corps of Engineers, January 2000
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
15
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILLS
#1 AND 2 COMBINED
FUTURE FORESTED CONDITIONS
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
MARCH 2001
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILLS
ttl AND 2 COMBINED
FUTURE FORESTED CONDITIONS
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 3
Drainage Area 3
Precipitation 3
Soil Types 4
SCS Runoff Curve Numbers 4
Time of Concentration and Lag 5
Base Flow 5
Routing Reaches 5
FUTURE FORESTED CONDITIONS 7
Drainage Area 7
Soil Types and SCS Runoff Curve Numbers 7
Time of Concentration and Lag 10
Base Flow 10
Routing Reaches 10
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 11
CONCLUSIONS 13
RECOMMENDATIONS 14
REFERENCES 15
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GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining, post mining, AOC+ (Approximate Original Contour
Plus) and future forested conditions.
This report covers the results from the future forested conditions only. The
results of the study for premining, post mining and AOC+ have been previously
reported. They will be included in this report by reference and by inclusion
in the "HYDROLOGIC AND HYDRAULIC MODEL RESULTS" section.
The Samples Mine Valley Fill SH-1 and 2, located in the headwaters of the Seng
Creek watershed in Boone County, West Virginia, was selected as the study
site. The determination of the effects of changes to this drainage area
represents a classic ungaged watershed study. The Seng Creek watershed is
ungaged and no historic hydrologic information is available.
After studying them separately, the adjacent valley fills were combined in
order to determine the cumulative effect of the mining operations on the Seng
Creek watershed. This involved combining the separate analysis of the two
valley fills with the inclusion of an unmined intervening area. This report
will detail the analysis of the unmined intervening area and the cumulative
effect on the Seng Creek watershed. The analysis of Valley Fill #1 and 2 are
presented in separate reports.
Corps of Engineers personnel from the Pittsburgh District (Walt Leput, Mark
Zaitsoff, Ray Rush, Dennis McCune, Karen Taylor, Elizabeth Rodriguez, Paul
Donahue), the Hydrologic Engineering Center (HEC) (Harry Dotson) and the
Waterways Experiment Station (WES) (Bill Johnson), and Office of Surface
Mining (OSM) personnel (Don Stump, Dan Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to future forested conditions, the method of analysis needed to
be able to subdivide it and model the changed areas as appropriate. Those
involved concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS
(River Analysis System) models would provide the methods of analysis and
results needed for the study.
A HEC-HMS (version 1.1) rainfall runoff model was used to evaluate the changes
in flow magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS (version 2.2) hydraulic model was used to provide peak flow timing
and routing input to the HEC-HMS hydrologic model. Flows generated by the
hydrology model were input to the hydraulic model until the input and output
from both models were consistent. The HEC-RAS model was then used to
determine the changes in water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
-------
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fills #1 and 2 combined was
the third site studied. The other three were the Samples Mine Valley Fill #1,
#2 and the Hobet Mine Westridge Valley Fill in Lincoln County, WV. Results
from these other sites have been reported separately. The study was initiated
24 September 1998.
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DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fills SH-1 and 2 are located approximately 25 miles
southeast of Charleston, WV, on the eastern side of Boone County on the
boundaries with Kanawha and Raleigh Counties, WV. They are located in the
headwaters of the Seng Creek (tributary to the Big Coal and Kanawha Rivers)
watershed. The valley fill drainage areas and the unmined intervening area
occupy the most upstream 1.5 square miles (27%) of the 5.55 square mile Seng
Creek watershed.
4m i
Coal fork 0Bkunt Fbnd forle
Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
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Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0 .74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining, post mining, AOC+ and future
forested conditions.
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF), Dekalb-Pineville-Guyandotte association (DPF),
Itmann channery loam (ImE), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining, postmining, AOC+ and future forested
conditions; the areas of each soil type within the runoff subareas were
determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (la)
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
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Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage area to
provide travel times for the channel flow component. The undisturbed portion
of Seng Creek was used for the open channel flow component for the subareas
below the valley fill operation.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the mining company's 1:6,000 scale maps that had a contour interval of
20'. Cross section geometry, channel roughness, reach lengths, energy slopes
and average travel times from the HEC-RAS model were used as input to the
Muskingum-Cunge and Lag routing methods in the HEC-HMS models.
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
flow hydrograph along the channels and the timing and attenuation that reflect
-------
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
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FUTURE FORESTED CONDITIONS
Drainage Areas
The future forested drainage area was delineated on a 1:6,000 scale regraded
drainage map provided by the coal company. The future forested drainage area
encompasses 1.52 square miles - 0.74 square miles for Valley Fill 1, 0.51
square miles for Valley Fill 2 and 0.27 for the unmined intervening area.
The unmined intervening area was divided into two runoff subareas to define
the future forested condition. These subareas were selected to define
tributary areas and hydrologic routing reaches. There were no significant
differences in land use or soil type to justify any further subdivision.
The following table shows the runoff subareas for the future forested
condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
M
N
Most downstream area
Right bank tributary
102.21
68.99
0.16
0.11
59.7
40.3
Total
171.20
0.27
100
The downstream end of the drainage area is relatively unchanged from premining
conditions; the unchanged land use, soil types and tributary justified further
subdivision. The regraded drainage map shows that the future forested land
use is wooded for 100% of the drainage area. The future forested conditions
represent a 20 year forestry plan which covers the reclaimed surface mine
areas with appropriate trees.
This area represents a 5% decrease from pre to future forested conditions and
mainly reflects differences in the regraded topography on the east side of the
unmined intervening area.
Plate 1 shows the runoff subareas.
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows that the unmined intervening area was
relatively unchanged from premining conditions.
The following table shows the soil types and their percent distribution within
the runoff subareas for the future forested condition:
Runoff
Subarea
Soil Type
CgF
DPF
KmF
KrF
GwE
ImE
Percent Distribution
M
N
3.1
7.1
89.4
80.6
0.6
6.1
0.8
6.2
6.1
Total
5.1
84.9
0.3
3.1
3.5
3.1
Plate 2 shows the soil type subareas.
This table shows that the Dekalb-Pineville-Guyandotte association (DPF) makes
up the majority (85%) of the drainage area.
-------
SCALE: • - 800'
-------
j
i3l« mt 4rT_. »*•
Vtfcr '1 Hvtr
^vwhL u« •*** r*. vti-vj a
P^a'+ rn'riJhdl C^OAO*
1J Ip^h •Kv'+^ .
SCALE: i" - 8001
iTJ.'rr'
feE
1
-------
The land use for the undisturbed portion of the intervening unmined area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the future forested condition:
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
M
N
67
67
1.9
1.1
0.99
0.99
Time of Concentration and Lag
The following table shows the results of the time of concentration and lag
calculations for the future forested condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
M
N
35
34
21
20
34
32
20
19
Base Flow
The future forested mining condition base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
M
N
0.16
0.11
0.32
0.22
Routing Reaches
The drainage area was divided into two runoff subareas to model the future
forested condition. One reach connected the runoff subareas and routed the
flows through the drainage area.
The Muskingum-Cunge method of hydrologic routing was used to route the runoff
flows through the drainage area. This method has the advantage over others of
using physically based parameters that can be modified to represent changes to
the watershed conditions.
10
-------
HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
combined Valley Fills #1 and 2 drainage area and the unmined intervening area
at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and approximately 800' of the undisturbed
Seng Creek channel downstream of the permit limit was modeled. The flows from
the HEC-HMS model were used to perform the backwater analysis.
The following tables show the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
Pre Mining
Flow
[CFS]
Elevation
[FT NGVD]
Post Mining
Flow
[CFS]
Elevation
[FT NGVD]
AOC+
Flow
[CFS]
Elevation
[FT NGVD]
10
100
765
1711
1330.6
1333.3
826
1793
1330.8
1333.4
833
1874
1330.8
1333.6
Frequency
[YR]
Future Forested
Flow
[CFS]
Elevation
[FT NGVD]
10
100
605
1331
1330.0
1332.3
YR = Years
CFS = Cubic Feet per Second
FT NGVD = Feet above National Geodetic Vertical Datum
These results show an 8-5% (10-100 YR) increase in discharge from premining
conditions after the valley fill areas are reclaimed in the post mining
conditions. The stage increases by 0.2-0.1' for pre to post mining
conditions. Alternatively, the AOC+ conditions would cause a 9-10% (10-100
YR) increase in discharge and a 0.2-0.3' increase in stage from premining
conditions. The future forested conditions would cause a 21-22% (10-100 YR)
decrease in discharge and a 0.6'-1.0' decrease in stage from the premining
conditions.
The following cross sections show comparisons of the water surfaces for each
condition.
11
-------
COMPARISON OF STAGES FOR 10 YEAR FLOWS
T
I
z
I
7
\
30 40
STATION [FT]
COMPARISON OF STAGES FOR 100 YEAR FLOWS
I
40
STATION [FT]
12
-------
CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea. Subdivision will
increase the complexity of the hydrologic and hydraulic models.
7. It is not possible to generalize the impacts of changes to the drainage
area on the discharge. Changes to the topography, soils, land use, vegetation
will cause corresponding changes to the discharge. Changes to the flow paths
will affect the discharge by changing the runoff time of concentration, flow
routing times and hydrograph combination.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. These results show an 8-5% (10-100 YR) increase in discharge from
premining conditions after the valley fill areas are reclaimed in the post
mining conditions. The stage increases by 0.2-0.1' for pre to post mining
conditions. Alternatively, the AOC+ conditions would cause a 9-10% (10-100
YR) increase in discharge and a 0.2-0.3' increase in stage from premining
conditions. The future forested conditions would cause a 21-22% (10-100 YR)
decrease in discharge and a 0.6'-1.0' decrease in stage from the premining
conditions.
13
-------
RECOMMENDATIONS
1. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
14
-------
REFERENCES
OSM Valley Fill Study, Samples Mine Valley Fill #1 and 2 Combined, Pittsburgh
District, US Army Corps of Engineers, January 2000
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Soil Survey of Lincoln County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, unpublished draft
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
15
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILLS
#1 AND 2 COMBINED
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
JANUARY 2000
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILLS
ttl AND 2 COMBINED
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 3
Drainage Area 3
Precipitation 3
Soil Types 4
SCS Runoff Curve Numbers 4
Time of Concentration and Lag 5
Base Flow 5
Routing Reaches 5
PREMINING CONDITIONS 7
Drainage Area 7
Soil Types and SCS Runoff Curve Numbers 7
Time of Concentration and Lag 10
Base Flow 10
Routing Reaches 10
POST MINING CONDITIONS 11
Drainage Area 11
Soil Types and SCS Runoff Curve Numbers 11
Time of Concentration and Lag 13
Base Flow 13
Routing Reaches 15
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 16
CONCLUSIONS 18
RECOMMENDATIONS 19
REFERENCES 20
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining and post mining conditions.
The Samples Mine Valley Fills SH-1 and 2, located in the headwaters of the
Seng Creek watershed in Boone County, West Virginia, were selected as the
study site. The determination of the effects of changes to these drainage
areas represents a classic ungaged watershed study. The Seng Creek watershed
is ungaged and no historic hydrologic information is available.
After studying them separately, the adjacent valley fills were combined in
order to determine the cumulative effect of the mining operations on the Seng
Creek watershed. This involved combining the separate analysis of the two
valley fills with the inclusion of an unmined intervening area. This report
will detail the analysis of the unmined intervening area and the cumulative
effect on the Seng Creek watershed. The analysis of Valley Fill #1 and 2 are
presented in separate reports.
Corps of Engineers personnel from the Pittsburgh District (Walt Leput, Mark
Zaitsoff, Ray Rush, Dennis McCune, Karen Taylor, Elizabeth Rodriguez, Paul
Donahue), the Hydrologic Engineering Center (HEC) (Harry Dotson) and the
Waterways Experiment Station (WES) (Bill Johnson), and Office of Surface
Mining (OSM) personnel (Don Stump, Dan Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to post mining conditions, the method of analysis needed to be
able to subdivide it and model the changed areas as appropriate. Those
involved concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS
(River Analysis System) models would provide the methods of analysis and
results needed for the study.
A HEC-HMS rainfall runoff model was used to evaluate the changes in flow
magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS hydraulic model was used to provide peak flow timing and routing
input to the HEC-HMS hydrologic model. Flows generated by the hydrology model
were input to the hydraulic model until the input and output from both models
were consistent. The HEC-RAS model was then used to determine the changes in
water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fill #1 and 2 combined was
the third site studied. The other three were the Samples Mine Valley Fill #1
-------
and 2 separately, and the Hobet Mine Westridge Valley Fill in Lincoln County,
WV. The study was initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fills SH-1 and 2 are located approximately 25 miles
southeast of Charleston, WV, on the eastern side of Boone County on the
boundaries with Kanawha and Raleigh Counties, WV. They are located in the
headwaters of the Seng Creek (tributary to the Big Coal and Kanawha Rivers)
watershed. The valley fill drainage areas and the unmined intervening area
occupy the most upstream 1.5 square miles (27%) of the 5.55 square mile Seng
Creek watershed.
4m i
Coal fork 0Bkunt Fbnd forle
Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0.74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining and post mining conditions.
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF), Dekalb-Pineville-Guyandotte association (DPF) ,
Kaymine-Cedarcreek-Dekalb (KmF), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining and postmining conditions; the areas of each
soil type within the runoff subareas were determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (Ia)
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
-------
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage areas to
provide travel times for the channel flow component. The undisturbed portion
of Seng Creek was used for the open channel flow component for the subareas
below the valley fill operations.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the mining company's 1:6,000 scale maps that had a contour interval of
20'. Cross section geometry, channel roughness, reach lengths, energy slopes
and average travel times from the HEC-RAS model were used as input to the
Muskingum-Cunge routing method in the HEC-HMS models.
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
-------
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
PREMINING CONDITIONS
Drainage Areas"
The premining drainage area was delineated on USGS 1:24,000 scale topographic
maps (Dorothy and Eskdale quadrangles) and on a 1:6,000 scale regraded
drainage map provided by the coal company. The premining drainage area
encompasses 1.52 square miles - 0.68 square miles for Valley Fill 1, 0.55
square miles for Valley Fill 2 and 0.28 for the unmined intervening area.
The unmined intervening area was divided into two runoff subareas to define
the premining condition. These subareas were selected to define tributary
areas and hydrologic routing reaches. There were no significant differences
in land use or soil type to justify any further subdivision.
The following table shows the runoff subareas for the premining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
M
N
Most downstream area
Right bank tributary
111.74
68.99
0.17
0.11
61.8
38.2
Total
180.73
0.28
100
Plate 1 shows the runoff subareas.
Soil Types and SCS Runoff Curve Numbers
The following table shows the soil types and their percent distribution within
the runoff subareas for the premining condition:
Runoff
Subarea
Soil Type
CgF
DPF
KmF
KrF
GwE
ImE
Percent Distribution
M
N
7.1
7.1
86.1
80.6
0.5
5.6
0.7
6.2
6.1
Total
7.1
83.2
0.3
9 o
Z . o
3.5
3.1
Plate 2 shows the soil type subareas.
This table shows that the Dekalb-Pineville-Guyandotte association (DPF) makes
up the majority (83%) of the drainage area.
The premining land use for the Seng Creek watershed is wooded with a fair
hydrologic condition due to its disturbance by previous logging and surface
mining activity.
The following table shows the results of the weighted curve number
calculations for the premining condition:
-------
•
-------
SCALE; 1" - 3C"~r
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
M
N
67
67
1.9
1.1
0.99
0.99
Time of Concentration and Lag
The following table shows the results of the time of concentration and lag
calculations for the premining condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
M
N
37
34
22
20
37
33
22
20
Base Flow
The premining base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
M
N
0.17
0.11
0.35
0.22
Routing Reaches
The drainage area was divided into two runoff subareas to model the premining
condition. One reach connected the runoff subareas and routed the flows
through the drainage area.
The Muskingum-Cunge method of hydrologic routing was used to route the runoff
flows through the drainage area. This method has the advantage over others of
using physically based parameters that can be modified to represent changes to
the watershed conditions.
10
-------
POST MINING CONDITIONS
Drainage Areas
The post mining drainage area was delineated on a 1:6,000 scale regraded
drainage map provided by the coal company. The post mining drainage area
encompasses 1.52 square miles - 0.74 square miles for Valley Fill 1, 0.51
square miles for Valley Fill 2 and 0.27 for the unmined intervening area.
The unmined intervening area was divided into two runoff subareas to define
the post mining condition. These subareas were selected to define tributary
areas and hydrologic routing reaches. There were no significant differences
in land use or soil type to justify any further subdivision.
The following table shows the runoff subareas for the post mining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
M
N
Most downstream area
Right bank tributary
102.21
68.99
0.16
0.11
59.7
40.3
Total
171.20
0.27
100
The downstream end of the drainage area is relatively unchanged from premining
conditions; the unchanged land use, soil types and tributary justified further
subdivision. The regraded drainage map shows that the post mining land use is
wooded for 100% of the drainage area.
This area represents a 5% decrease from pre to post mining conditions and
mainly reflects differences in the regraded topography on the east side of the
unmined intervening area.
Plate 3 shows the runoff subareas.
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows that the unmined intervening area was
relatively unchanged from preming conditions.
The following table shows the soil types and their percent distribution within
the runoff subareas for the post mining condition:
11
-------
-------
Runoff
Subarea
Soil Type
CgF
DPF
KmF
KrF
GwE
ImE
Percent Distribution
M
N
3.1
7.1
89.4
80.6
0.6
6.1
0.8
6.2
6.1
Total
5.1
84.9
0.3
3.1
3.5
3.1
Plate 4 shows the soil type subareas.
This table shows that the Dekalb-Pineville-Guyandotte association (DPF) makes
up the majority (85%) of the drainage area.
The land use for the undisturbed portion of the intervening unmined area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the post mining condition:
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
M
N
67
67
1.9
1.1
0.99
0.99
Time of Concentration and Lag
The following table shows the results of the time of concentration and lag
calculations for the post mining condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
M
N
37
34
22
20
36
34
22
20
Base Flow
The post mining base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
M
N
0.16
0.11
0.32
0.22
13
-------
"
{•>.! Un-« .»•*•.-
?«J 1 ^v '-J • • M
'SCALE
•-
-------
Routing Reaches
The drainage area was divided into two runoff subareas to model the post
mining condition. One reach connected the runoff subareas and routed the
flows through the drainage area.
The Muskingum-Cunge method of hydrologic routing was used to route the runoff
flows through the drainage area. This method has the advantage over others of
using physically based parameters that can be modified to represent changes to
the watershed conditions.
15
-------
HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
combined Valley Fill #1 and 2 drainage area and the unmined intervening area
at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and approximately 800' of the undisturbed
Seng Creek channel downstream of the permit limit was modeled. The flows from
the HEC-HMS model were used to perform the backwater analysis.
The following table shows the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
10
100
Pre Mining
Flow
[CFS]
765
1711
Elevation
[FT NGVD]
1330.6
1333.3
Post Mining
Flow
[CFS]
826
1793
Elevation
[FT NGVD]
1330.8
1333.4
YR = Years
CFS = Cubic Feet per Second
FT NGVD = Feet above National Geodetic Vertical Datum
These results show an 8-5% (10-100 YR) increase in discharge from premining
conditions after the valley fill areas are reclaimed in the post mining
conditions. The stage increases by 0.2-0.1' for pre to post mining
conditions.
The following cross sections show comparisons of the water surfaces for each
condition.
16
-------
COMPARISON OF STAGES FOR 10 YEAR FLOWS
\
z
\
7
30 40 50
STATION [FT]
COMPARISON OF STAGES FOR 100 YEAR FLOWS
\
\
D
\
\
1
\
\
\
\
\
0
V
\
\
\
2
PC
\
\
^
0
st Min
^^
3
ing - 1
/
0
333.4
/
""
4
STATICS
/
/
0
[FT]
L
/
/
5
/
/
0
/
/
6
/
0
Z
7
x
0
8
17
-------
CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea.
7. The flat slopes created on the top surfaces of the valley fills and the
regraded back stacks help to reduce peak flows by increasing the runoff time
of concentration. The long flow paths created by sediment ditches help to
reduce peak flows by increasing the runoff travel times.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. This study shows a 8-5% (10-100 YR) increase in discharge from premining
conditions after the valley fill areas are reclaimed in the post mining
conditions. The stage increases by 0.2-0.1' for pre to post mining
conditions.
18
-------
RECOMMENDATIONS
1. The site should be analyzed with a mature growth of trees covering all or
part of the valley fill areas to represent a future condition. Incremental
analysis of increasing tree cover should not be undertaken.
2. Valley fill operations should be sized and located to minimize their
impacts.
3. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
19
-------
REFERENCES
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
20
-------
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #1
AOC+ CONDITIONS
.
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
SEPTEMBER 2000
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL ttl
AOC+ CONDITIONS
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 2
Drainage Area 2
Precipitation 2
Soil Types 3
SCS Runoff Curve Numbers 3
Time of Concentration and Lag 4
Base Flow 4
Routing Reaches 4
AOC+ CONDITIONS 6
Drainage Area 6
Soil Types and SCS Runoff Curve Numbers 8
Time of Concentration and Lag 10
Base Flow 11
Routing Reaches 12
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 13
CONCLUSIONS 15
RECOMMENDATIONS 16
REFERENCES 17
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining, during mining, post mining and AOC+ (Approximate
Original Contour Plus) conditions.
This report covers the results from the AOC+ conditions only. The results of
the study for premining, during mining and post mining have been previously
reported. They will be included in this report by reference and by inclusion
in the "HYDROLOGIC AND HYDRAULIC MODEL RESULTS" section.
The Samples Mine Valley Fill SH-1, located in the headwaters of the Seng Creek
watershed in Boone County, West Virginia, was selected as the study site. The
determination of the effects of changes to this drainage area represents a
classic ungaged watershed study. The Seng Creek watershed is ungaged and no
historic hydrologic information is available.
Corps of Engineers personnel from the Pittsburgh District (Walt Leput, Mark
Zaitsoff, Ray Rush, Karen Taylor, Paul Donahue), the Hydrologic Engineering
Center (HEC) (Harry Dotson) and the Waterways Experiment Station (WES) (Bill
Johnson), and Office of Surface Mining (OSM) personnel (Don Stump, Dan
Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to AOC+ conditions, the method of analysis needed to be able to
subdivide it and model the changed areas as appropriate. Those involved
concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS (River
Analysis System) models would provide the methods of analysis and results
needed for the study.
A HEC-HMS (version 1.1) rainfall runoff model was used to evaluate the changes
in flow magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS (version 2.2) hydraulic model was used to provide peak flow timing
and routing input to the HEC-HMS hydrologic model. Flows generated by the
hydrology model were input to the hydraulic model until the input and output
from both models were consistent. The HEC-RAS model was then used to
determine the changes in water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fill #1 was the first site
studied. The other three were the Samples Mine Valley Fill #2, #1 and 2
combined and the Hobet Mine Westridge Valley Fill in Lincoln County, WV.
Results from these other sites have been reported separately. The study was
initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fill SH-1 is located in the headwaters of the Seng
Creek (tributary to the Big Coal and Kanawha Rivers) watershed on the eastern
side of Boone County on the boundaries with Kanawha and Raleigh Counties, WV.
The valley fill drainage area occupies the most upstream 0.7 square miles
(13%) of the 5.55 square mile Seng Creek watershed.
- 0,^o-"9-\
1. r\ >--1—V
Elk
ft,,W .0.
_4mi
-^"^ •!4kmS^
CoaVfclge ofender»n
Kendnliig
Loudendale iq
70Sproul
Coal fork 0Bkunt Fbnd forle
Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0 .74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining, during mining, post mining and AOC+
conditions.
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF), Dekalb-Pineville-Guyandotte association (DPF) ,
Itmann channery loam (ImE), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining, postmining and AOC+ conditions or the aerial
photographs for the during mining condition; the areas of each soil type
within the runoff subareas were determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (la)
-------
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage area to
provide travel times for the channel flow component. The undisturbed portion
of Seng Creek was used for the open channel flow component for the subareas
below the valley fill operation.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the OSM 1:4,800 scale maps that had a contour interval of 20'. Cross
section geometry, channel roughness, reach lengths, energy slopes and average
travel times from the HEC-RAS model were used as input to the Muskingum-Cunge
and Lag routing methods in the HEC-HMS models.
-------
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
AOC+ CONDITIONS
Drainage Areas
The AOC+ mining condition drainage area was delineated on a 1:4,800 scale
regraded drainage map provided by the Knoxville Field Office of OSM. The AOC+
mining condition drainage area encompasses 0.72 square miles.
The drainage area was divided into twenty one runoff subareas to define the
AOC+ mining condition. These subareas were selected to define tributary areas
created by sediment and diversion ditches in the regrading plan and the
hydrologic routing reaches connecting them. The downstream end of the
drainage area is relatively unchanged from premining conditions; the unchanged
land use, soil types and tributary justified further subdivision. The
regraded drainage map shows that the AOC+ mining condition land use is
reclaimed valley fill and backstack areas for 74% of the drainage area.
The regraded drainage plan used sediment and diversion ditches to create four
tributary areas. These four tributary areas were: 1) below the valley fill,
2) the valley fill area, 3) flows diverted around the left side of the valley
fill, and 4) flows diverted around the right side of the valley fill. The
following table shows the runoff subareas for the AOC+ mining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI2]
[%]
1-B
1-F
1-G-l
1-H
Most downstream area
Right bank tributary
Subarea below valley fill
Subarea below valley fill
28.61
53.48
46.30
35.91
0.04
0.08
0.07
0.06
6.2
11.6
10.0
7.8
1-1-1
1-1-2
1-J
1-K
1-N-l
l-N-2
l-N-3
Left face of valley fill
Right face of valley fill
Left diversion area
Right diversion area
Left top of valley fill
Middle diversion area
Upstream diversion area
5.62
5.27
7.26
9 .44
9.86
19.63
11.81
0.01
0.01
0.01
0.01
0.02
0.03
0.02
1.2
1.1
1.6
2.0
2.1
4.3
2.6
1-D-l
l-D-2
1-E
Downstream left diversion area
Middle left diversion area
Upstream left diversion area
17.58
5.89
46.31
0.03
0.01
0.07
3.8
1.3
10.0
l-G-2
1-L
1-M-l
l-M-2
l-M-3
l-M-4
l-M-5
Downstream right diversion area
Middle right diversion area
Right top of valley fill
Middle right diversion area
Middle right diversion area
Middle right diversion area
Upstream right diversion area
14 . 94
46.80
11.33
18.46
21.92
15.37
29.14
0.02
0.07
0.02
0.03
0.03
0.02
0.05
3.2
10.2
2.5
2.3
4.8
3.3
6.3
Total
460.93
0.72
100
This area represents a 5% increase from pre to AOC+ mining conditions.
Plate 1 shows the runoff subareas.
-------
-------
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows the area that was covered by the valley fill
and regraded backstacks. These areas were considered to be reclaimed surface
mine (RSM) areas.
The following table shows the soil types and their percent distribution within
the runoff subareas for the AOC+ mining condition:
Runoff
Subarea
Soil Type
CgF
DPF
ImE
LdE
KrF
RSM
Percent Distribution
1-B
1-F
1-G-l
1-H
3.3
12.9
81.0
85.8
82.3
91.6
10.9
19.0
4.8
8.4
1-1-1
1-1-2
1-J
1-K
1-N-l
l-N-2
l-N-3
20.9
31.5
7.0
9.5
17.2
100
100
100
100
100
62.6
51.3
1-D-l
l-D-2
1-E
3.3
100
100
96.7
l-G-2
1-L
1-M-l
l-M-2
l-M-3
l-M-4
l-M-5
16.8
2.6
1.3
2.1
27.5
97 .4
97.9
100
100
100
100
54 .4
Total
4.2
16.7
0.5
2.7
1.5
74 .4
Plate 2 shows the soil type subareas.
This table shows that reclaimed surface mine areas make up the majority (74%)
of the land use in the drainage area.
The land use for the undisturbed portion of the valley fill drainage area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the AOC+ mining condition:
-------
PF
L
SCALE- 1" - 1000'
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
1-B
1-F
1-G-l
1-H
68
67
67
67
2.9
0.5
2.7
1.3
0.94
0.99
0.99
0.99
1-1-1
1-1-2
1-J
1-K
1-N-l
l-N-2
l-N-3
75
75
75
75
75
73
73
3.1
4 .7
0.67
0.67
0.67
0.67
0.67
0 .74
0 .74
1-D-l
l-D-2
1-E
75
75
75
0.5
0.67
0.67
0.67
l-G-2
1-L
1-M-l
l-M-2
l-M-3
l-M-4
l-M-5
75
75
75
75
75
75
72
2.5
0.67
0.67
0.67
0.67
0.67
0.67
0.78
Time of Concentration and Lag
The regraded drainage map was used to define the distance for sheet flow. The
runoff was considered to have concentrated once it encountered a road or bench
and continued to flow downslope to a sediment ditch. The sediment ditches
were considered the open channel portion of the flow components.
The following table shows the results of the time of concentration and lag
calculations for the AOC+ mining condition:
10
-------
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
1-B
1-F
1-G-l
1-H
19
35
16
11
11
21
10
7
18
33
16
9
11
20
9
5
1-1-1
1-1-2
1-J
1-K
1-N-l
l-N-2
l-N-3
7
7
24
27
23
19
13
4
4
15
16
14
11
8
7
7
22
24
22
17
13
4
4
13
14
13
10
8
1-D-l
l-D-2
1-E
27
12
24
16
7
14
25
11
22
15
7
13
l-G-2
1-L
1-M-l
l-M-2
l-M-3
l-M-4
l-M-5
11
26
29
14
34
34
27
7
16
17
8
20
20
16
11
23
26
13
33
32
27
7
14
16
8
20
19
16
Base Flow
The AOC+ mining condition base flow values were as follows:
11
-------
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
1-B
1-F
1-G-l
1-H
0.04
0.08
0.07
0.06
0.09
0 . 17
0 . 14
0.11
1-1-1
1-1-2
1-J
1-K
1-N-l
l-N-2
l-N-3
0.01
0.01
0.01
0.01
0.02
0.03
0.02
0.02
0.02
0.02
0.03
0.03
0.06
0.04
1-D-l
l-D-2
1-E
0.03
0.01
0.07
0.05
0.02
0.14
l-G-2
1-L
1-M-l
l-M-2
l-M-3
l-M-4
l-M-5
0.02
0.07
0.02
0.03
0.03
0.02
0.05
0.05
0.15
0.04
0.06
0.07
0.05
0.09
Routing Reaches
The valley fill drainage area was divided into twenty one runoff subareas to
model the AOC+ mining condition. Nineteen reaches connected the runoff
subareas and routed the flows through the drainage area.
Two methods of hydrologic routing were used to route the runoff flows through
the drainage area. The Lag method was used for channels with slopes greater
than 10% (flumes, natural drains and channels down the sides of the valley
fill); the amount of lag was taken as the average travel time through the
reach from the HEC-RAS model. Since these channels have little if any storage
they were modeled to translate the flow hydrograph with no attenuation. The
Muskingum-Cunge method was used to route the runoff flows through the flatter
sloped (0.5%) sediment and diversion ditches and the undisturbed portion of
the drainage area. This method has the advantage over others of using
physically based parameters that can be modified to represent changes to the
watershed conditions.
12
-------
HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
Valley Fill #1 drainage area at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and approximately 800' of the undisturbed
Seng Creek channel downstream of the permit limit was modeled. The flows from
the HEC-HMS model were used to perform the backwater analysis.
The following table shows the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
Pre Mining
Flow
[CFS]
Elevation
[FT NGVD]
During Mining
Flow
[CFS]
Elevation
[FT NGVD]
Post Mining
Flow
[CFS]
Elevation
[FT NGVD]
AOC+
Flow
[CFS]
Elevation
[FT NGVD]
10
100
330
742
1464 .1
1465 .5
525
931
1465 .8
1466 .8
376
832
1464 .3
1465. 8
432
932
1464 .5
1466 .1
These results show a 25
conditions as the area
to about 13% after the
stage increases by 1.3-
decreases to about a 0.
Alternatively, the AOC+
in discharge and a 0.4-
-59% (10-100 YR) increase in discharge from premining
is disturbed during mining operations; this decreases
area is reclaimed in the post mining conditions. The
1.7' from pre to during mining operations; this
2-0.3' increase for pre to post mining conditions.
conditions would cause a 31-26% (10-100 YR) increase
0.6' increase in stage from premining conditions.
The following cross sections show comparisons of the water surfaces for each
condition.
13
-------
COMPARISON OF STAGES FOE 10 YEAR FLOW
X
X
i g M i n i r
X
z
\
30
[FT]
COMPARISON OF STAGES FOR 100 YEAR FLOV
X
X
X
C + - 146
Station
3 0
[FT ]
~7
14
-------
CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea. Subdivision will
increase the complexity of the hydrologic and hydraulic models.
7. It is not possible to generalize the impacts of changes to the drainage
area on the discharge. Changes to the topography, soils, land use, vegetation
will cause corresponding changes to the discharge. Changes to the flow paths
will affect the discharge by changing the runoff time of concentration, flow
routing times and hydrograph combination.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. This study shows that an ongoing valley fill operation will increase the
discharge from 25-59% (10-100 YR) from premining conditions; this decreases to
about 13% after the area is reclaimed in the post mining conditions. The
stage increases by 1.3-1.7' from pre to during mining operations; this
decreases to about a 0.2-0.3' increase for pre to post mining conditions.
Alternatively, the AOC+ conditions would cause a 31-26% (10-100 YR) increase
in discharge and a 0.4-0.6' increase in stage from premining conditions.
15
-------
RECOMMENDATIONS
1. The site should be analyzed with a mature growth of trees covering all or
part of the drainage area to represent a future condition. Incremental
analysis of increasing tree cover should not be undertaken.
2. Valley fill operations should be sized and located to minimize their
impacts.
3. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
16
-------
REFERENCES
OSM Valley Fill Study, Samples Mine Valley Fill #1, Pittsburgh District, US
Army Corps of Engineers, January 2000
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Soil Survey of Lincoln County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, unpublished draft
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
17
-------
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
18
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #1
FUTURE FORESTED CONDITIONS
.
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
FEBRUARY 2001
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL ttl
FUTURE FORESTED CONDITIONS
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 2
Drainage Area 2
Precipitation 2
Soil Types 3
SCS Runoff Curve Numbers 3
Time of Concentration and Lag 4
Base Flow 4
Routing Reaches 4
FUTURE FORESTED CONDITIONS 6
Drainage Area 6
Soil Types and SCS Runoff Curve Numbers 8
Time of Concentration and Lag 10
Base Flow 11
Routing Reaches 12
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 13
CONCLUSIONS 15
RECOMMENDATIONS 16
REFERENCES 17
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining, during mining, post mining, AOC+ (Approximate
Original Contour Plus) and future forested conditions.
This report covers the results from the future forested conditions only. The
results of the study for premining, during mining, post mining and AOC+ have
been previously reported. They will be included in this report by reference
and by inclusion in the "HYDROLOGIC AND HYDRAULIC MODEL RESULTS" section.
The Samples Mine Valley Fill SH-1, located in the headwaters of the Seng Creek
watershed in Boone County, West Virginia, was selected as the study site. The
determination of the effects of changes to this drainage area represents a
classic ungaged watershed study. The Seng Creek watershed is ungaged and no
historic hydrologic information is available.
Corps of Engineers personnel from the Pittsburgh District (Walt Leput, Mark
Zaitsoff, Ray Rush, Karen Taylor, Paul Donahue), the Hydrologic Engineering
Center (HEC) (Harry Dotson) and the Waterways Experiment Station (WES) (Bill
Johnson), and Office of Surface Mining (OSM) personnel (Don Stump, Dan
Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to future forested conditions, the method of analysis needed to
be able to subdivide it and model the changed areas as appropriate. Those
involved concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS
(River Analysis System) models would provide the methods of analysis and
results needed for the study.
A HEC-HMS (version 1.1) rainfall runoff model was used to evaluate the changes
in flow magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS (version 2.2) hydraulic model was used to provide peak flow timing
and routing input to the HEC-HMS hydrologic model. Flows generated by the
hydrology model were input to the hydraulic model until the input and output
from both models were consistent. The HEC-RAS model was then used to
determine the changes in water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fill #1 was the first site
studied. The other three were the Samples Mine Valley Fill #2, #1 and 2
combined and the Hobet Mine Westridge Valley Fill in Lincoln County, WV.
Results from these other sites have been reported separately. The study was
initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fill SH-1 is located in the headwaters of the Seng
Creek (tributary to the Big Coal and Kanawha Rivers) watershed on the eastern
side of Boone County on the boundaries with Kanawha and Raleigh Counties, WV.
The valley fill drainage area occupies the most upstream 0.7 square miles
(13%) of the 5.55 square mile Seng Creek watershed.
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70Sproul
Coal fork 0Bkunt Fbnd forle
Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0 .74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining, during mining, post mining, AOC+ and
future forested conditions.
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF), Dekalb-Pineville-Guyandotte association (DPF),
Itmann channery loam (ImE), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining, postmining, AOC+, and future forested
conditions or the aerial photographs for the during mining condition; the
areas of each soil type within the runoff subareas were determined by
planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
-------
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (la)
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage area to
provide travel times for the channel flow component. The undisturbed portion
of Seng Creek was used for the open channel flow component for the subareas
below the valley fill operation.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
-------
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the mining company's 1:6,000 scale maps that had a contour interval of
20'. Cross section geometry, channel roughness, reach lengths, energy slopes
and average travel times from the HEC-RAS model were used as input to the
Muskingum-Cunge and Lag routing methods in the HEC-HMS models.
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
FUTURE FORESTED CONDITIONS
Drainage Areas
The future forested drainage area was delineated on a 1:6,000 scale regraded
drainage map provided by the coal company. The future forested drainage area
encompasses 0.74 square miles.
The drainage area was divided into fifteen runoff subareas to define the
future forested condition. These subareas were selected to define tributary
areas created by sediment and diversion ditches in the regrading plan and the
hydrologic routing reaches connecting them. The downstream end of the
drainage area is relatively unchanged from premining conditions; the unchanged
land use, soil types and tributary justified further subdivision. The
regraded drainage map shows that the future land use is forested valley fill
and backstack areas for 72% of the drainage area.
The regraded drainage plan used sediment and diversion ditches to create four
tributary areas. These four tributary areas were: 1) below the valley fill,
2) the valley fill area, 3) flows diverted around the left side of the valley
fill, and 4) flows diverted around the right side of the valley fill. The
following table shows the runoff subareas for the future forested condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI-*]
[%]
1-A
1-B
1-C
Most downstream area
Right bank tributary
Subarea below valley fill
29.78
53.48
36.06
0.05
0.08
0.06
6.3
11.2
7.6
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
Right abutment of lower valley fill
Left abutment of lower valley fill
Face of lower valley fill
Top of lower valley fill
Face of upper valley fill
7.21
6.34
12.00
37.23
9.55
0.01
0.02
0.02
0.06
0.01
1.5
1.3
2.5
7.9
2.0
1-1
1-8
1-7-AB
Downstream left diversion area
Middle left diversion area
Upstream left diversion area
18.37
32.37
61.39
0.03
0.05
0.10
3.9
6.8
12.9
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
Downstream right diversion area
Middle right diversion area
Middle right diversion area
Upstream right diversion area
25.36
16.89
57.05
71 .49
0.04
0.03
0.09
0.10
5.4
3.5
12.0
15.2
Total
474 .57
0 .74
100
This area represents an 8% increase from pre to future forested conditions and
mainly reflects differences in the regraded topography on the southwest side
of the drainage area.
Plate 1 shows the runoff subareas.
-------
SCALE- 1" * 1000'
if
-------
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows the area that was covered by the valley fill
and regraded backstacks. These areas were considered to be future forested
(FF) areas. The future forested conditions represent a 20 year forestry plan
which covers the reclaimed surface mine areas with appropriate trees.
The following table shows the soil types and their percent distribution within
the runoff subareas for the future forested condition:
Runoff
Subarea
Soil Type
CgF
DPF
ImE
KrF
FF
Percent Distribution
1-A
1-B
1-C
1.9
13.0
77 .8
88.9
82.0
9.2
22.5
5.0
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
100
66.4
33.6
100
100
100
1-1
1-8
1-7-AB
100
100
100
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
100
100
100
100
Total
1.2
23.5
1.0
2.2
72.1
Plate 2 shows the soil type subareas.
This table shows that future forested areas make up the majority (72%) of the
land use in the drainage area.
The land use for the undisturbed portion of the valley fill drainage area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the future forested condition:
-------
' +*• *f*r* V*TFM
SCALE- 1" - 1000'
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
1-A
1-B
1-C
67
67
67
3 .3
0.3
2.7
0.99
0.99
0.99
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
64
66
71
71
71
5.1
1.13
1.03
0.82
0.82
0.82
1-1
1-8
1-7AB
71
71
71
0.82
0.82
0.82
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
71
71
71
71
0.82
0.82
0.82
0.82
Time of Concentration and Lag
The regraded drainage map was used to define the distance for sheet flow. The
runoff was considered to have concentrated once it encountered a road or bench
and continued to flow downslope to a sediment ditch. The sediment ditches
were considered the open channel portion of the flow components.
The following table shows the results of the time of concentration and lag
calculations for the future forested condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
1-A
1-B
1-C
18
35
25
11
21
15
18
33
25
11
20
15
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
15
14
14
41
24
9
8
8
25
14
15
14
12
39
22
9
8
7
23
13
1-1
1-8
1-7-AB
38
33
84
23
20
50
35
30
77
21
18
46
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
17
27
69
67
10
16
41
40
15
26
66
58
9
16
40
35
10
-------
Base Flow
The future forested condition base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
1-A
1-B
1-C
0.05
0.08
0.06
0.09
0 . 17
0.11
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
0.01
0.01
0.02
0.06
0.01
0.02
0.02
0.04
0.12
0.03
1-1
1-8
1-7-AB
0.03
0.05
0.10
0.06
0.10
0.19
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
0.04
0.03
0.09
0.10
0.08
0.05
0.18
0.22
Routing Reaches
The valley fill drainage area was divided into fifteen runoff subareas to
model the future forested condition. Fifteen reaches connected the runoff
subareas and routed the flows through the drainage area.
Two methods of hydrologic routing were used to route the runoff flows through
the drainage area. The Lag method was used for channels with slopes greater
than 10% (flumes, natural drains and channels down the sides of the valley
fill); the amount of lag was taken as the average travel time through the
reach from the HEC-RAS model. Since these channels have little if any storage
they were modeled to translate the flow hydrograph with no attenuation. The
Muskingum-Cunge method was used to route the runoff flows through the flatter
sloped (2%) sediment and diversion ditches and the undisturbed portion of the
drainage area. This method has the advantage over others of using physically
based parameters that can be modified to represent changes to the watershed
conditions.
11
-------
HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
Valley Fill #1 drainage area at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and approximately 800' of the undisturbed
Seng Creek channel downstream of the permit limit was modeled. The flows from
the HEC-HMS model were used to perform the backwater analysis.
The following tables show the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
Pre Mining
Flow
[CFS]
Elevation
[FT NGVD]
During Mining
Flow
[CFS]
Elevation
[FT NGVD]
Post Mining
Flow
[CFS]
Elevation
[FT NGVD]
10
100
330
742
1464 . 1
1465.5
525
931
1465.8
1466.8
376
832
1464.3
1465.8
Frequency
[YR]
AOC+
Flow
[CFS]
Elevation
[FT NGVD]
Future Forested
Flow
[CFS]
Elevation
[FT NGVD]
10
100
432
932
1464.5
1466.1
246
580
1463 .6
1465.0
These results show a 25-59% (10-100 YR) increase in discharge from premining
conditions as the area is disturbed during mining operations; this decreases
to about 13% after the area is reclaimed in the post mining conditions. The
stage increases by 1.3-1.7' from pre to during mining operations; this
decreases to about a 0.2-0.3' increase for pre to post mining conditions. The
AOC+ conditions would cause a 31-26% (10-100 YR) increase in discharge and a
0.4-0.6' increase in stage from premining conditions. The future forested
conditions would cause a 25-22% (10-100 YR) decrease in discharge and a 0.5'
decrease in stage from the premining conditions.
The following cross sections show comparisons of the water surfaces for each
condition.
12
-------
COMPARISON OF STAGES FOE 10 YEAR FLOW
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V
\
\
N
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Du r i n c
AO C
M i n i nq
f - 1464.
PreMininq - 1
Future Forestec
^^^
- 1465.8
464.1
- 1463.
6 /
/
/
/
/
~y
'
/
/
'
/
^/_
10 20 30 40 50
S t a t ion [ FT]
COMPARISON OF STAGES FOR 100 YEAR FLOW
\
\
\
S.
\
\
X
\
>y
\
\
\
D u r i n <
AC
1 M i n i n q
C+ - 146
Pre Mining - 1
Future F
^^^
crested
- 1466.8
6 . 1
1465 . 0
/
/
/
/
/
/
/
/
/
/
J 10 20 30 40 50
S t a t ion [ FT ]
13
-------
CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea. Subdivision will
increase the complexity of the hydrologic and hydraulic models.
7. It is not possible to generalize the impacts of changes to the drainage
area on the discharge. Changes to the topography, soils, land use, vegetation
will cause corresponding changes to the discharge. Changes to the flow paths
will affect the discharge by changing the runoff time of concentration, flow
routing times and hydrograph combination.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. This study shows that an ongoing valley fill operation will increase the
discharge from 25-59% (10-100 YR) from premining conditions; this decreases to
about 13% after the area is reclaimed in the post mining conditions. The
stage increases by 1.3-1.7' from pre to during mining operations; this
decreases to about a 0.2-0.3' increase for pre to post mining conditions. The
AOC+ conditions would cause a 31-26% (10-100 YR) increase in discharge and a
0.4-0.6' increase in stage from premining conditions. The future forested
conditions would cause a 25-22% (10-100 YR) decrease in discharge and a 0.5'
decrease in stage from the premining conditions.
14
-------
RECOMMENDATIONS
1. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
15
-------
REFERENCES
OSM Valley Fill Study, Samples Mine Valley Fill #1, Pittsburgh District, US
Army Corps of Engineers, January 2000
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Soil Survey of Lincoln County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, unpublished draft
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
16
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #1
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
JANUARY 2000
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL ttl
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 2
Drainage Area 2
Precipitation 2
Soil Types 3
SCS Runoff Curve Numbers 3
Time of Concentration and Lag 4
Base Flow 4
Routing Reaches 4
PREMINING CONDITIONS 6
Drainage Area 6
Soil Types and SCS Runoff Curve Numbers 6
Time of Concentration and Lag 9
Base Flow 9
Routing Reaches 9
DURING MINING CONDITIONS 10
Drainage Area 10
Soil Types and SCS Runoff Curve Numbers 12
Time of Concentration and Lag 14
Base Flow 14
Routing Reaches 15
POST MINING CONDITIONS 16
Drainage Area 16
Soil Types and SCS Runoff Curve Numbers 18
Time of Concentration and Lag 20
Base Flow 21
Routing Reaches 21
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 23
CONCLUSIONS 25
RECOMMENDATIONS 26
REFERENCES 27
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining, during mining and post mining conditions.
The Samples Mine Valley Fill SH-1, located in the headwaters of the Seng Creek
watershed in Boone County, West Virginia, was selected as the study site. The
determination of the effects of changes to this drainage area represents a
classic ungaged watershed study. The Seng Creek watershed is ungaged and no
historic hydrologic information is available.
Corps of Engineers personnel from the Pittsburgh District (Walt Leput, Mark
Zaitsoff, Ray Rush, Karen Taylor, Paul Donahue), the Hydrologic Engineering
Center (HEC) (Harry Dotson) and the Waterways Experiment Station (WES) (Bill
Johnson), and Office of Surface Mining (OSM) personnel (Don Stump, Dan
Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to post mining conditions, the method of analysis needed to be
able to subdivide it and model the changed areas as appropriate. Those
involved concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS
(River Analysis System) models would provide the methods of analysis and
results needed for the study.
A HEC-HMS rainfall runoff model was used to evaluate the changes in flow
magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS hydraulic model was used to provide peak flow timing and routing
input to the HEC-HMS hydrologic model. Flows generated by the hydrology model
were input to the hydraulic model until the input and output from both models
were consistent. The HEC-RAS model was then used to determine the changes in
water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fill #1 was the first site
studied. The other three were the Samples Mine Valley Fill #2, #1 and 2
combined and the Hobet Mine Westridge Valley Fill in Lincoln County, WV. The
study was initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fill SH-1 is located in the headwaters of the Seng
Creek (tributary to the Big Coal and Kanawha Rivers) watershed on the eastern
side of Boone County on the boundaries with Kanawha and Raleigh Counties, WV.
The valley fill drainage area occupies the most upstream 0.7 square miles
(13%) of the 5.55 square mile Seng Creek watershed.
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Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0 .74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining, during mining and post mining
conditions .
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF) , Dekalb-Pineville-Guyandotte association (DPF),
Itmann channery loam (ImE), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining and postmining conditions or the aerial
photographs for the during mining condition; the areas of each soil type
within the runoff subareas were determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (la)
-------
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage area to
provide travel times for the channel flow component. The undisturbed portion
of Seng Creek was used for the open channel flow component for the subareas
below the valley fill operation.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the mining company's 1:6,000 scale maps that had a contour interval of
20'. Cross section geometry, channel roughness, reach lengths, energy slopes
and average travel times from the HEC-RAS model were used as input to the
Muskingum-Cunge and Lag routing methods in the HEC-HMS models.
-------
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
PREMINING CONDITIONS
Drainage Areas"
The premining drainage area was delineated on USGS 1:24,000 scale topographic
maps (Dorothy and Eskdale quadrangles) and on a 1:6,000 scale regraded
drainage map provided by the coal company. The premining drainage area
encompasses 0.68 square miles.
The drainage area was divided into six runoff subareas to define the premining
condition. These subareas were selected to define tributary areas and
hydrologic routing reaches. There were no significant differences in land use
or soil type to justify any further subdivision.
The following table shows the runoff subareas for the premining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
A
B
C
D
E
F
Most downstream area
Right bank tributary
Subarea below proposed valley fill
Main channel
Right tributary
Left tributary
37.28
52.94
46.23
155.62
71.88
77 . 13
0.06
0.08
0.07
0.24
0.11
0.12
8.5
12.0
10.5
32.5
16.3
17.5
Total
441 . 08
0.68
100
Plate 1 shows the runoff subareas.
Soil Types and SCS Runoff Curve Numbers
The following table shows the soil types and their percent distribution within
the runoff subareas for the premining condition:
Runoff
Subarea
Soil Type
CgF
DPF
ImE
KrF
LdE
Percent Distribution
A
B
C
D
E
F
8.7
2.1
18.1
18.5
29.9
30.1
73.6
87.2
77 . 9
66.3
46 . 1
50.3
10.7
16.5
4.0
2.6
1.2
12.6
24.0
19.6
Total
17 . 9
66.8
1.8
3.9
9.6
Plate 2 shows the soil type subareas.
This table shows that the Dekalb-Pineville-Guyandotte association (DPF) makes
up the majority (67%) of the drainage area.
The premining land use for the Seng Creek watershed is wooded with a fair
hydrologic condition due to its disturbance by previous logging and surface
mining activity.
-------
•
B
-------
-------
The following table shows the results of the weighted curve number
calculations for the premining condition:
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
A
B
C
D
E
F
68
67
68
68
68
68
3.8
0.3
3 .3
3 .2
4.5
4.5
0.94
0.99
0.94
0.94
0.94
0.94
Time of Concentration and Lag
The following table shows the results of the time of concentration and lag
calculations for the premining condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
A
B
C
D
E
F
20
32
19
36
39
39
12
19
12
21
23
23
20
30
19
34
37
37
12
18
11
20
22
22
Base Flow
The premining base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
A
B
C
D
E
F
0.06
0.08
0.07
0.24
0.11
0.12
0.12
0.17
0.14
0.49
0.22
0.24
Routing Reaches
The drainage area was divided into six runoff subareas to model the premining
condition. Four reaches connected the runoff subareas and route the flows
through the drainage area.
The Muskingum-Cunge method of hydrologic routing was used to route the runoff
flows through the drainage area. This method has the advantage over others of
using physically based parameters that can be modified to represent changes to
the watershed conditions.
-------
DURING MINING CONDITIONS
Drainage Areas
The during mining drainage area was delineated on 1:200 and 1:600 scale aerial
photographs and 1:6,000 scale regraded drainage map provided by the coal
company. The during mining drainage area encompasses 0.64 square miles.
The drainage area was divided into ten runoff subareas to define the during
mining condition. These subareas were selected to define tributary areas
created by the ongoing valley fill operation and the hydrologic routing
reaches connecting them. The downstream end is relatively unchanged from
premining conditions; the unchanged land use, soil types and tributary
justified further subdivision.
The ongoing valley fill operation has created a very compartmented drainage
area with a confused runoff system. There are no established drainage
channels within the valley fill area. The aerial photographs and field
reconnaissance were used to divide the drainage area into four tributary areas
with ten runoff subareas. Two of the subareas on the valley fill contained
significant depressions, were judged to not contribute to surface runoff flows
leaving the valley fill area, and were treated as sinks. The four tributary
areas were: 1) below the valley fill, 2) the valley fill area, 3) the right
noncontributing area, and 4) the left noncontributing area. The following
table shows the runoff subareas for the during mining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
A
B
C
Most downstream area
Right bank tributary
Subarea below valley fill
37.11
18.37
33.78
0.06
0.03
0.05
9.0
4.5
8.2
D-l-A
D-l-B
D-l-C
D-l-D
D-l-E
Face of valley fill
Right down valley area
Right up valley area
Left down valley area
Left up valley area
13.63
24.58
69.26
85.45
58.30
0.02
0.04
0.11
0.13
0.09
3.3
6.0
16.8
20.7
14 .2
D-2
Right noncontributing area
61.12
0.10
14 . 9
D-3
Left noncontributing area
9.86
0.02
2.4
Total
411 .46
0.64
100
This area represents a 7% decrease from premining to during mining conditions
and mainly reflects differences in the disturbed topography on the eastern
side of the drainage area.
Plate 3 shows the runoff subareas.
10
-------
-
-------
Soil Types and SCS Runoff Curve Numbers
The aerial photographs show the area that is being covered by the ongoing
valley fill operation. This area was considered to be disturbed surface mine
area with raw (RS) and graded (GS) spoils.
The following table shows the soil types and their percent distribution within
the runoff subareas for the during mining condition:
Runoff
Subarea
Soil Type
CgF
DPF
KrF
LdE
MnF
RS
GS
Percent Distribution
A
B
C
62.6
100
84 .7
17.4
11.5
0.7
16.2
2.7
3.1
1.1
D-l-A
D-l-B
D-l-C
D-l-D
D-l-E
0.8
3.4
6.0
7.0
3.6
100
19.5
50.5
38.1
24.1
80.5
49.5
55.1
61.9
D-2
1.8
2.5
68.1
27.6
D-3
20.8
20.8
58.4
Total
1.4
17.1
2.5
3.2
0.5
37.5
37.8
Plate 4 shows the soil type subareas.
This table shows that the disturbed surface mine areas in the ongoing valley
fill operation makes up the majority (75%) of the land use in the drainage
area.
The land use for the undisturbed portion of the valley fill drainage area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the during mining condition:
12
-------
0
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
A
B
C
71
66
67
2.6
1.0
0.82
1.03
0.99
D-l-A
D-l-B
D-l-C
D-l-D
D-l-E
88
85
86
84
83
0.2
0.2
0.27
0.35
0.33
0.38
0.41
D-2
86
0.3
0.33
D-3
81
3 .1
0.47
Time of Concentration and Lag
The aerial photographs were used to define the distance for sheet flow. The
runoff was considered to have concentrated once it encountered the ongoing
valley fill operation. No open channels were formed in the ongoing valley
fill operation and there were no open channel portions of the time of
concentration computed.
The following table shows the results of the time of concentration and lag
calculations for the during mining condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
A
B
C
21
21
29
13
13
17
19
19
26
12
12
15
D-l-A
D-l-B
D-l-C
D-l-D
D-l-E
1
9
15
15
34
1
5
9
9
21
1
9
15
15
34
1
5
9
9
21
D-2
30
18
30
18
D-3
19
11
19
11
Base Flow
The during mining base flow values were as follows:
14
-------
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
A
B
C
0.06
0.03
0.05
0.12
0.06
0.11
D-l-A
D-l-B
D-l-C
D-l-D
D-l-E
0.02
0.04
0.11
0.13
0.09
0.04
0.08
0.22
0.27
0.18
D-2
0.10
0.19
D-3
0.02
0.03
Routing Reaches
The valley fill drainage area was divided into ten runoff subareas to model
the during mining condition. Eight reaches connected the runoff subareas and
routed the flows through the drainage area.
Two methods of hydrologic routing were used to route the runoff flows through
the drainage area. The Lag method was used for the subareas within the
ongoing valley fill operation; the amount of lag was computed from the shallow
concentrated flow component of the travel time computations. Since these
channels have little if any storage they were modeled to translate the flow
hydrograph with no attenuation. The Muskingum-Cunge method was used to route
the runoff flows through the undisturbed portion of the drainage area. This
method has the advantage over others of using physically based parameters that
can be modified to represent changes to the watershed conditions.
The flow hydrographs were also routed through the two sediment ponds located
downstream of the ongoing valley fill operation. These ponds do not have low
flow outlets and all flow passes over their spillways. Therefore, their pools
are at the spillway elevation and little or no storage is available. The
storage, elevation and outflow relationships were determined and input to the
HEC-HMS hydrology models; the results confirmed that the sediment ponds do not
cause any attenuation of the flow hydrographs.
15
-------
POST MINING CONDITIONS
Drainage Areas
The post mining drainage area was delineated on a 1:6,000 scale regraded
drainage map provided by the coal company. The post mining drainage area
encompasses 0.74 square miles.
The drainage area was divided into fifteen runoff subareas to define the post
mining condition. These subareas were selected to define tributary areas
created by sediment and diversion ditches in the regrading plan and the
hydrologic routing reaches connecting them. The downstream end of the
drainage area is relatively unchanged from premining conditions; the unchanged
land use, soil types and tributary justified further subdivision. The
regraded drainage map shows that the post mining land use is reclaimed valley
fill and backstack areas for 72% of the drainage area.
The regraded drainage plan used sediment and diversion ditches to create four
tributary areas. These four tributary areas were: 1) below the valley fill,
2) the valley fill area, 3) flows diverted around the left side of the valley
fill, and 4) flows diverted around the right side of the valley fill. The
following table shows the runoff subareas for the post mining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI-*]
[%]
1-A
1-B
1-C
Most downstream area
Right bank tributary
Subarea below valley fill
29.78
53.48
36.06
0.05
0.08
0.06
6.3
11.2
7.6
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
Right abutment of lower valley fill
Left abutment of lower valley fill
Face of lower valley fill
Top of lower valley fill
Face of upper valley fill
7.21
6.34
12.00
37.23
9.55
0.01
0.02
0.02
0.06
0.01
1.5
1.3
2.5
7.9
2.0
1-1
1-8
1-7-AB
Downstream left diversion area
Middle left diversion area
Upstream left diversion area
18.37
32.37
61.39
0.03
0.05
0.10
3.9
6.8
12.9
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
Downstream right diversion area
Middle right diversion area
Middle right diversion area
Upstream right diversion area
25.36
16.89
57.05
71 .49
0.04
0.03
0.09
0.10
5.4
3.5
12.0
15.2
Total
474 .57
0 .74
100
This area represents an 8% increase from pre to post mining conditions and
mainly reflects differences in the regraded topography on the southwest side
of the drainage area.
Plate 5 shows the runoff subareas.
16
-------
i
'
I
-------
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows the area that was covered by the valley fill
and regraded backstacks. These areas were considered to be reclaimed surface
mine (RSM) areas.
The following table shows the soil types and their percent distribution within
the runoff subareas for the post mining condition:
Runoff
Subarea
Soil Type
CgF
DPF
ImE
KrF
RSM
Percent Distribution
1-A
1-B
1-C
1.9
13.0
77 .8
88.9
82.0
9.2
22.5
5.0
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
100
66.4
33.6
100
100
100
1-1
1-8
1-7-AB
100
100
100
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
100
100
100
100
Total
1.2
23.5
1.0
2.2
72.1
Plate 6 shows the soil type subareas.
This table shows that reclaimed surface mine areas make up the majority (72%)
of the land use in the drainage area.
The land use for the undisturbed portion of the valley fill drainage area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the post mining condition:
18
-------
^CALE- T - '.T.O
; I
!!'
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
1-A
1-B
1-C
67
67
67
3 .3
0.2
2.8
0.99
0.99
0.99
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
64
65
75
75
75
5.1
1.13
1.03
0.67
0.67
0.67
1-1
1-8
1-7AB
75
75
75
0.67
0.67
0.67
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
75
75
75
75
0.67
0.67
0.67
0.67
Time of Concentration and Lag
The regraded drainage map was used to define the distance for sheet flow. The
rnoff was considered to have concentrated once it encountered a road or bench
and continued to flow downslope to a sediment ditch. The sediment ditches
were considered the open channel portion of the flow components.
The following table shows the results of the time of concentration and lag
calculations for the post mining condition:
20
-------
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
1-A
1-B
1-C
18
36
25
11
21
15
18
33
25
11
20
15
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
15
14
11
22
20
9
8
6
13
12
15
14
9
20
16
9
8
6
12
9
1-1
1-8
1-7-AB
25
19
52
15
11
31
23
17
43
14
10
26
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
10
14
34
50
6
9
20
30
8
13
32
43
5
8
19
26
Base Flow
The post mining base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
1-A
1-B
1-C
0.05
0.08
0.06
0.09
0 . 17
0.11
1-2-A
1-2-B
1-2-C
1-2-D
1-2-E
0.01
0.01
0.02
0.06
0.01
0.02
0.02
0.04
0.12
0.03
1-1
1-8
1-7-AB
0.03
0.05
0.10
0.06
0.10
0.19
1-4-AB
1-4 -CD
1-6 -AD
1-6-EH
0.04
0.03
0.09
0.10
0.08
0.05
0.18
0.22
Routing Reaches
The valley fill drainage area was divided into fifteen runoff subareas to
model the post mining condition. Fifteen reaches connected the runoff
subareas and routed the flows through the drainage area.
21
-------
Two methods of hydrologic routing were used to route the runoff flows through
the drainage area. The Lag method was used for channels with slopes greater
than 10% (flumes, natural drains and channel down the face of the lower valley
fill); the amount of lag was taken as the average travel time through the
reach from the HEC-RAS model. Since these channels have little if any storage
they were modeled to translate the flow hydrograph with no attenuation. The
Muskingum-Cunge method was used to route the runoff flows through the flatter
sloped (2%) sediment and diversion ditches and the undisturbed portion of the
drainage area. This method has the advantage over others of using physically
based parameters that can be modified to represent changes to the watershed
conditions.
22
-------
HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
Valley Fill #1 drainage area at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and approximately 800' of the undisturbed
Seng Creek channel downstream of the permit limit was modeled. The flows from
the HEC-HMS model were used to perform the backwater analysis.
The following table shows the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
Pre Mining
Flow
[CFS]
Elevation
[FT NGVD]
During Mining
Flow
[CFS]
Elevation
[FT NGVD]
Post Mining
Flow
[CFS]
Elevation
[FT NGVD]
10
100
330
742
1464 . 1
1465.5
525
931
1465.8
1466.8
376
832
1464 .3
1465.8
These results show a 25-59% (10-100 YR) increase in discharge from premining
conditions as the area is disturbed during mining operations; this decreases
to about 13% after the area is reclaimed in the post mining conditions. The
stage increases by 1.3-1.7' from pre to during mining operations; this
decreases to about a 0.2-0.3' increase for pre to post mining conditions.
The following cross sections show comparisons of the water surfaces for each
condition.
23
-------
COMPARISON OF STAGES FOR 10 YEAR FLOW
\
\
\
\
\
\
Mining -
Mining -
30
Station [FT]
COMPARISON OF STAGES FOR 100 YEAR FLOW
\
\
\
\
30
[FT]
24
-------
CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc. The during mining condition produces
a very confused runoff system which changes almost daily and must be verified
on the ground.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea.
7. The flat slopes created on the top surfaces of the valley fills and the
regraded back stacks help to reduce peak flows by increasing the runoff time
of concentration. The long flow paths created by sediment ditches help to
reduce peak flows by increasing the runoff travel times.
8. The ongoing valley fill operation creates a very compartmented drainage
area with a confused runoff system that changes almost daily. Any 'snapshot'
of the ongoing operation may not be representative of the current or worst
case condition.
9. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
10. This study shows that an ongoing valley fill operation will increase the
discharge from 25-59% (10-100 YR) from premining conditions; this decreases to
about 13% after the area is reclaimed in the post mining conditions. The
stage increases by 1.3-1.7' from pre to during mining operations; this
decreases to about a 0.2-0.3' increase for pre to post mining conditions.
25
-------
RECOMMENDATIONS
1. The site should be analyzed with a mature growth of trees covering all or
part of the drainage area to represent a future condition. Incremental
analysis of increasing tree cover should not be undertaken.
2. Valley fill operations should be sized and located to minimize their
impacts.
3. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
26
-------
REFERENCES
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Soil Survey of Lincoln County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, unpublished draft
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
27
-------
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #2
AOC+ CONDITIONS
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
OCTOBER 2000
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #2
AOC+ CONDITIONS
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 2
Drainage Area 2
Precipitation 2
Soil Types 3
SCS Runoff Curve Numbers 3
Time of Concentration and Lag 4
Base Flow 4
Routing Reaches 5
AOC+ CONDITIONS 6
Drainage Area 6
Soil Types and SCS Runoff Curve Numbers 7
Time of Concentration and Lag 10
Base Flow 11
Routing Reaches 12
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 13
CONCLUSIONS 15
RECOMMENDATIONS 16
REFERENCES 17
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining, post mining and AOC+ (Approximate Original Contour
Plus) conditions.
This report covers the results from the AOC+ conditions only. The results of
the study for premining and post mining have been previously reported. They
will be included in this report by reference and by inclusion in the
"HYDROLOGIC AND HYDRAULIC MODEL RESULTS" section.
The Samples Mine Valley Fill SH-2, located in the headwaters of the Seng Creek
watershed in Boone County, West Virginia, was selected as the study site. The
determination of the effects of changes to this drainage area represents a
classic ungaged watershed study. The Seng Creek watershed is ungaged and no
historic hydrologic information is available.
Corps of Engineers personnel from the Pittsburgh District (Mark Zaitsoff,
Dennis McCune, Elizabeth Rodriguez) and Office of Surface Mining (OSM)
personnel (Dan Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to AOC+ conditions, the method of analysis needed to be able to
subdivide it and model the changed areas as appropriate. Those involved
concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS (River
Analysis System) models would provide the methods of analysis and results
needed for the study.
A HEC-HMS (version 1.1) rainfall runoff model was used to evaluate the changes
in flow magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS (version2.2) hydraulic model was used to provide peak flow timing
and routing input to the HEC-HMS hydrologic model. Flows generated by the
hydrology model were input to the hydraulic model until the input and output
from both models were consistent. The HEC-RAS model was then used to
determine the changes in water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fill #2 was the second site
studied. The other three were the Samples Mine Valley Fill #1, #1 and 2
combined and the Hobet Mine Westridge Valley Fill in Lincoln County, WV.
Results from these other sites have been reported separately. The study was
initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fill SH-2 is located approximately 25 miles southeast
of Charleston, WV, on the eastern side of Boone County on the boundaries with
Kanawha and Raleigh Counties, WV. It is located in the headwaters of the Seng
Creek (tributary to the Big Coal and Kanawha Rivers) watershed. The valley
fill drainage area occupies a 0.6 square mile (10%) unnamed tributary near the
upstream end of the 5.55 square mile Seng Creek watershed.
]4mi
Coal fork 0Bkunt Fbnd forle
V, <>S*=i fcjj ft^
in»«v/ I .*.
fcuth Madison
'Gordo n_,__^
^.Scoos.1 ^ F"
01997 GeoSystems Gbbal Carp.; 01997 NavTech
Elk Run JjnctBnV ^ ounilM •
>>np^hl,- - ? " :
ivTech y* ^. <• x lv
Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0.74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining, post and AOC+ mining conditions.
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF), Dekalb-Pineville-Guyandotte association (DPF),
Kaymine-Cedarcreek-Dekalb (KmF), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining, postmining and AOC+ conditions; the areas of
each soil type within the runoff subareas were determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (Ia)
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
-------
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage area to
provide travel times for the channel flow component. The undisturbed portion
of the unnamed tributary was used for the open channel flow component for the
subareas below the valley fill operation.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the OSM 1:4,800 scale maps that had a contour interval of 20'. Cross
section geometry, channel roughness, reach lengths, energy slopes and average
travel times from the HEC-RAS model were used as input to the Muskingum-Cunge
and Lag routing methods in the HEC-HMS models.
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
-------
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
AOC+ CONDITIONS
Drainage Areas
The AOC+ mining condition drainage area was delineated on a 1:4,800 scale
regraded drainage map provided by the Knoxville Field Office of OSM. The AOC+
mining condition drainage area encompasses 0.50 square miles.
The drainage area was divided into sixteen runoff subareas to define the AOC+
mining condition. These subareas were selected to define tributary areas
created by sediment and diversion ditches in the regrading plan and the
hydrologic routing reaches connecting them. The downstream end of the
drainage area is relatively unchanged from premining conditions; the unchanged
land use, soil types and tributary justified further subdivision. The
regraded drainage map shows that the AOC+ mining land use is reclaimed valley
fill and backstack areas for 56% of the drainage area.
The regraded drainage plan used sediment and diversion ditches to create four
tributary areas. These four tributary areas were: 1) below the valley fill,
2) the valley fill area, 3) flows diverted around the left side of the valley
fill, and 4) flows diverted around the right side of the valley fill. The
following table shows the runoff subareas for the AOC+ mining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI-*]
[%]
2-A
2-C
2-D
2-E
Most downstream area
Subarea below valley fill
Right bank tributary
Subarea below valley fill
50.32
24.26
8.96
11.02
0.08
0.04
0.01
0.02
15.8
7.6
2.8
3.5
2-F
Face of valley fill
17.25
0.03
5.4
2-B
2-G
2-H
2-1-1
2-1-2
Downstream left diversion area
Middle left diversion area
Upstream left diversion area
Left top of valley fill
Left backstack area
27 . 15
19.21
12.01
7 . 17
50.53
0.04
0.03
0.02
0.01
0.08
8.5
6.0
3.8
2.2
15.8
2-L
2-K-l
2-K-2
2-J-l
2-J-2
2-J-3
Downstream right diversion area
Downstream right diversion area
Middle right diversion area
Upstream right diversion area
Right top of valley fill
Right backstack area
14 .84
20.36
18.98
8.85
4.61
23.86
0.02
0.03
0.03
0.01
0.01
0.04
4.6
6.4
5.9
2.8
1.4
7.5
Total
319.38
0.50
100
This area represents a 9% decrease from pre to AOC+ mining conditions.
Plate 1 shows the runoff subareas.
-------
,0001 - ,,L :1"IVDS
-------
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows the area that was covered by the valley fill
and regraded backstacks. These areas were considered to be reclaimed surface
mine (RSM) areas.
The following table shows the soil types and their percent distribution within
the runoff subareas for the AOC+ mining condition:
Runoff
Subarea
Soil Type
CgF
DPF
KmF
KrF
LdE
RSM
Percent Distribution
2-A
2-C
2-D
2-E
0.7
87.0
87.8
100
100
11.1
12.2
1.2
2-F
100
2-B
2-G
2-H
2-1-1
2-1-2
23.6
62.9
4.5
16.3
1.3
7.0
37.1
14 .8
26.5
80.7
76 .7
100
48.6
2-L
2-K-l
2-K-2
2-J-l
-J-2
2-J-3
9.0
97.0
3.0
7.8
100
100
100
100
83.2
Total
2.1
34.8
0.4
1.6
5.5
55.6
Plate 2 shows the soil type subareas.
This table shows that reclaimed surface mine areas make up the majority (56%)
of the land use in the drainage area.
The land use for the undisturbed portion of the valley fill drainage area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the AOC+ mining condition:
-------
u
III
Phi
OOOL • ,,L
I
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
2-A
2-C
2-D
2-E
67
67
66
66
1.8
1.8
0.99
0.99
1.03
1.03
2-F
75
0.67
2-B
2-G
2-H
2-1-1
2-1-2
66
73
73
75
72
3.5
1.03
0 .74
0 .74
0.67
0.78
2-L
2-K-l
2-K-2
2-J-l
2-J-2
2-J-3
66
75
75
75
75
74
0.4
1.3
1.03
0.67
0.67
0.67
0.67
0.70
Time of Concentration and Lag
The regraded drainage map was used to define the distance for sheet flow. The
runoff was considered to have concentrated once it encountered a road or bench
and continued to flow downslope to a sediment ditch. The sediment ditches
were considered the open channel portion of the flow components.
The following table shows the results of the time of concentration and lag
calculations for the AOC+ mining condition:
10
-------
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
2-A
2-C
2-D
2-E
19
17
8
10
11
10
5
6
18
17
7
10
11
10
4
6
2-F
12
7
11
6
2-B
2-G
2-H
2-1-1
2-1-2
20
15
12
41
36
12
9
7
25
21
19
13
11
38
33
11
8
7
23
20
2-L
2-K-l
2-K-2
2-J-l
2-J-2
2-J-3
8
29
17
13
29
24
5
17
10
8
17
14
7
27
15
13
28
22
4
16
9
8
17
13
Base Flow
The AOC+ mining condition base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
2-A
2-C
2-D
2-E
0.08
0.04
0.01
0.02
0.16
0.08
0.03
0.03
2-F
0.03
0.05
2-B
2-G
2-H
2-1-1
2-1-2
0.04
0.03
0.02
0.01
0.08
0.08
0.06
0.04
0.02
0.16
2-L
2-K-l
2-K-2
2-J-l
2-J-2
2-J-3
0.02
0.03
0.03
0.01
0.01
0.04
0.05
0.06
0.06
0.03
0.01
0.07
11
-------
Routing Reaches
The valley fill drainage area was divided into sixteen runoff subareas to
model the AOC+ mining condition. Twelve reaches connected the runoff subareas
and routed the flows through the drainage area.
Two methods of hydrologic routing were used to route the runoff flows through
the drainage area. The Lag method was used for channels with slopes greater
than 10% (flumes and natural drains); the amount of lag was taken as the
average travel time through the reach from the HEC-RAS model. Since these
channels have little if any storage they were modeled to translate the flow
hydrograph with no attenuation. The Muskingum-Cunge method was used to route
the runoff flows through the flatter sloped (0.5%) sediment and diversion
ditches. This method has the advantage over others of using physically based
parameters that can be modified to represent changes to the watershed
conditions.
12
-------
HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
Valley Fill #2 drainage area at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and the undisturbed unnamed tributary
channel was modeled. The flows from the HEC-HMS model were used to perform
the backwater analysis.
The following table shows the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
Pre Mining
Flow
[CFS]
Elevation
[FT NGVD]
Post Mining
Flow
[CFS]
Elevation
[FT NGVD]
AOC+
Flow
[CFS]
Elevation
[FT NGVD]
10
100
293
664
1333.1
1334.5
302
671
1333.1
1334.5
295
658
1333.1
1334.5
YR = Years
CFS = Cubic Feet per Second
FT NGVD = Feet above National Geodetic Vertical Datum
These results show a 3-1% (10-100 YR) increase in discharge from premining
conditions after the area is reclaimed in the post mining conditions. There
are no stage increases from pre to post mining conditions. Alternatively, the
AOC+ conditions would cause a 1% (10 YR) increase and 1% (100 YR) decrease in
discharge with no change in stage from premining condition.
The following cross section shows comparisons of the water surfaces for each
condition.
13
-------
COMPARISON OF STAGES FOR 10 YEAR FLOW
1340
B
H
PCI
g
-H
4J
>
rH
H
1335
1330
\
\
\
\
\
\
\
\
\
\
\
Pr^
, Post
\
\
V
and AC
C+ Min
^
/
Lng - 3
S
/
/
G33 .1
/
/
S
/
/
/
/
/
/
/
/
s
10
20
30 40
Station [FT]
50
60
70
COMPARISON OF STAGES FOR 100 YEAR FLOW
1340
B
E
B
0
-H
01
0)
rH
H
1335
1330
\
\
\
\
\
\
\
\
\
We
\
\
Post
v
\
V
and AO<
1+ Mind
/\
nq - 1
/
X7
i
334 ._J_
/
/
/
/
/
/
/
/
/
/
/
/
) 10 20 30 40 50 60 70 8
Station [FT]
14
-------
CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea. Subdivision will
increase the complexity of the hydrologic and hydraulic models.
7. It is not possible to generalize the impacts of changes to the drainage
area on the discharge. Changes to the topography, soils, land use, vegetation
will cause corresponding changes to the discharge. Changes to the flow paths
will affect the discharge by changing the runoff time of concentration, flow
routing times and hydrograph combination.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. This study shows a 3-1% (10-100 YR) increase in discharge from premining
conditions after the area is reclaimed in the post mining conditions. There
are no stage increases from pre to post mining conditions. Alternatively, the
AOC+ conditions would cause a 1% (10 YR) increase and 1% (100 YR) decrease in
discharge with no change in stage from premining condition.
15
-------
RECOMMENDATIONS
1. The site should be analyzed with a mature growth of trees covering all or
part of the drainage area to represent a future condition. Incremental
analysis of increasing tree cover should not be undertaken.
2. Valley fill operations should be sized and located to minimize their
impacts.
3. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
16
-------
REFERENCES
OSM Valley Fill Study, Samples Mine Valley Fill #2, Pittsburgh District, US
Army Corps of Engineers, January 2000
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Soil Survey of Lincoln County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, unpublished draft
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
17
-------
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
18
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #2
FUTURE FORESTED CONDITIONS
.
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
MARCH 2001
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #2
FUTURE FORESTED CONDITIONS
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 2
Drainage Area 2
Precipitation 2
Soil Types 3
SCS Runoff Curve Numbers 3
Time of Concentration and Lag 4
Base Flow 4
Routing Reaches 5
FUTURE FORESTED CONDITIONS 6
Drainage Area 6
Soil Types and SCS Runoff Curve Numbers 8
Time of Concentration and Lag 10
Base Flow 11
Routing Reaches 11
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 13
CONCLUSIONS 15
RECOMMENDATIONS 16
REFERENCES 17
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining, post mining, AOC+ (Approximate Original Contour
Plus) and future forested conditions.
This report covers the results from the future forested conditions only. The
results of the study for premining, post mining and AOC+ have been previously
reported. They will be included in this report by reference and by inclusion
in the "HYDROLOGIC AND HYDRAULIC MODEL RESULTS" section.
The Samples Mine Valley Fill SH-2, located in the headwaters of the Seng Creek
watershed in Boone County, West Virginia, was selected as the study site. The
determination of the effects of changes to this drainage area represents a
classic ungaged watershed study. The Seng Creek watershed is ungaged and no
historic hydrologic information is available.
Corps of Engineers personnel from the Pittsburgh District (Mark Zaitsoff,
Dennis McCune, Elizabeth Rodriguez) and Office of Surface Mining (OSM)
personnel (Dan Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to future forested conditions, the method of analysis needed to
be able to subdivide it and model the changed areas as appropriate. Those
involved concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS
(River Analysis System) models would provide the methods of analysis and
results needed for the study.
A HEC-HMS (version 1.1) rainfall runoff model was used to evaluate the changes
in flow magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS (version 2.2) hydraulic model was used to provide peak flow timing
and routing input to the HEC-HMS hydrologic model. Flows generated by the
hydrology model were input to the hydraulic model until the input and output
from both models were consistent. The HEC-RAS model was then used to
determine the changes in water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fill #2 was the second site
studied. The other three were the Samples Mine Valley Fill #1, #1 and 2
combined and the Hobet Mine Westridge Valley Fill in Lincoln County, WV.
Results from these other sites have been reported separately. The study was
initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fill SH-2 is located approximately 25 miles southeast
of Charleston, WV, on the eastern side of Boone County on the boundaries with
Kanawha and Raleigh Counties, WV. It is located in the headwaters of the Seng
Creek (tributary to the Big Coal and Kanawha Rivers) watershed. The valley
fill drainage area occupies a 0.6 square mile (10%) unnamed tributary near the
upstream end of the 5.55 square mile Seng Creek watershed.
]4mi
Coal fork 0Bkunt Fbnd forle
V, <>S*=i fcjj ft^
in»«v/ I .*.
fcuth Madison
'Gordo n_,__^
^.Scoos.1 ^ F"
01997 GeoSystems Gbbal Carp.; 01997 NavTech
Elk Run JjnctBnV ^ ounilM •
>>np^hl,- - ? " :
ivTech y* ^. <• x lv
Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0 .74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining, post mining, AOC+ and future
forested conditions.
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF), Dekalb-Pineville-Guyandotte association (DPF),
Itmann channery loam (ImE), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining, postmining, AOC+, and future forested
conditions; the areas of each soil type within the runoff subareas were
determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (la)
-------
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage area to
provide travel times for the channel flow component. The undisturbed portion
of Seng Creek was used for the open channel flow component for the subareas
below the valley fill operation.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
-------
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the mining company's 1:6,000 scale maps that had a contour interval of
20'. Cross section geometry, channel roughness, reach lengths, energy slopes
and average travel times from the HEC-RAS model were used as input to the
Muskingum-Cunge and Lag routing methods in the HEC-HMS models.
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
FUTURE FORESTED CONDITIONS
Drainage Areas
The future forested drainage area was delineated on a 1:6,000 scale regraded
drainage map provided by the coal company. The future forested drainage area
encompasses 0.51 square miles.
The drainage area was divided into sixteen runoff subareas to define the
future forested condition. These subareas were selected to define tributary
areas created by sediment and diversion ditches in the regrading plan and the
hydrologic routing reaches connecting them. The downstream end of the
drainage area is relatively unchanged from premining conditions; the unchanged
land use, soil types and tributary justified further subdivision. The
regarded drainage map shows that the future land use is forested valley fill
and backstack areas for 56% of the drainage area.
The regraded drainage plan used sediment and diversion ditches to create four
tributary areas. These four tributary areas were: 1) below the valley fill,
2) the valley fill area, 3) flows diverted around the left side of the valley
fill, and 4) flows diverted around the right side of the valley fill. The
following table shows the runoff subareas for the future forested condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI-*]
[%]
2-Z
2-Y
2-X
2-W
2-V
Most downstream area
Left bank tributary
Subarea below valley fill
Right bank tributary
Subarea below valley fill
53 .76
19.39
31.81
16.06
1.73
0.08
0.03
0.05
0.03
0.003
16.5
5.9
9.7
4.9
0.5
2-6-A
2-6-B
2-6-C
Left abutment of valley fill
Face of lower valley fill
Right abutment of valley fill
5.38
19.71
5.06
0.01
0.03
0.01
1.6
6.1
1.5
2-7A
2-7
2-2-A
2-2-B
Downstream left diversion area
Middle left diversion area
Left top of valley fill
Left backstack area
7 .42
23.55
19.01
53.18
0.01
0.04
0.03
0.08
2.3
7.2
5.8
16.3
2-4
2-3
2-1-A
2-1-B
Downstream right diversion area
Middle right diversion area
Right top of valley fill
Right backstack area
14.21
25.66
10.30
20.99
0.02
0.04
0.02
0.03
4.3
7.9
3.1
6.4
Total
327.22
0.51
100
This area represents a 7% decrease from pre to future forested conditions and
mainly reflects differences in the regraded topography on the northeast side
of the drainage area.
Plate 1 shows the runoff subareas.
-------
-------
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows the area that was covered by the valley fill
and regraded backstacks. These areas were considered to be future forested
(FF) areas. The future forested conditions represent a 20 year forestry plan
which covers the reclaimed surface mine areas with appropriate trees.
The following table shows the soil types and their percent distribution within
the runoff subareas for the future forested condition:
Runoff
Subarea
Soil Type
CgF
DPF
KmF
KrF
LdE
FF
Percent Distribution
2-Z
2-Y
2-X
2-W
2-V
0.8
87.1
75.6
91.1
99.2
100
9.8
8.9
0.8
2.3
24 .4
2-6-A
1-2-B
2-6-C
100
100
100
2-7A
2-7
2-2-A
2-2-B
100
100
100
100
2-4
2-3
2-1-A
2-1-B
100
100
100
100
Total
0.1
40.8
0
1.2
1 .7
56.2
Plate 2 shows the soil type subareas.
This table shows that future forested areas make up the majority (56%) of the
land use in the drainage area.
The land use for the undisturbed portion of the valley fill drainage area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the future forested condition:
-------
• .-L - ,L
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
2-Z
2-Y
2-X
2-W
2-V
67
66
67
66
66
1.6
0
1.3
0.1
0
0.99
1.03
0.99
1.03
1.03
2-6-A
2-6-B
2-6-C
64
71
64
0
0
0
1.13
0.82
1.13
2-7A
2-7
2-2-A
2-2-B
67
71
71
71
0
0
0
0
0.99
0.82
0.82
0.82
2-4
2-3
2-1-A
2-1-B
71
71
71
71
0
0
0
0
0.82
0.82
0.82
0.82
Time of Concentration and Lag
The regraded drainage map was used to define the distance for sheet flow. The
runoff was considered to have concentrated once it encountered a road or bench
and continued to flow downslope to a sediment ditch. The sediment ditches
were considered the open channel portion of the flow components.
The following table shows the results of the time of concentration and lag
calculations for the future forested condition:
10
-------
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
2-Z
2-Y
2-X
2-W
2-V
18
15
18
20
14
11
9
11
12
8
18
15
17
20
14
11
9
10
12
8
2-6-A
2-6-B
2-6-C
18
21
20
11
13
12
18
17
20
11
10
12
2-7A
2-7
2-2-A
2-2-B
17
44
63
47
10
26
38
28
16
41
59
42
10
25
35
25
2-4
2-3
2-1-A
2-1-B
44
25
57
41
27
15
34
24
40
24
55
38
24
14
33
23
Base Flow
The future forested mining condition base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
2-Z
2-Y
2-X
2-W
2-V
0.08
0.03
0.05
0.03
0.003
0.17
0.06
0.10
0.05
0.01
2-6-A
2-6-B
2-6-C
0.01
0.03
0.01
0.02
0.06
0.02
2-7A
2-7
2-2-A
2-2-B
0.01
0.04
0.03
0.08
0.02
0.07
0.06
0.17
2-4
2-3
2-1-A
2-1-B
0.02
0.04
0.02
0.03
0.04
0.08
0.03
0.07
Routing Reaches
The valley fill drainage area was divided into sixteen runoff subareas to
model the future forested condition. Twelve reaches connected the runoff
subareas and routed the flows through the drainage area.
11
-------
Two methods of hydrologic routing were used to route the runoff flows through
the drainage area. The Lag method was used for channels with slopes greater
than 10% (flumes, natural drains and channels down the sides of the valley
fill); the amount of lag was taken as the average travel time through the
reach from the HEC-RAS model. Since these channels have little if any storage
they were modeled to translate the flow hydrograph with no attenuation. The
Muskingum-Cunge method was used to route the runoff flows through the flatter
sloped (2%) sediment and diversion ditches and the undisturbed portion of the
drainage area. This method has the advantage over others of using physically
based parameters that can be modified to represent changes to the watershed
conditions.
12
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HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
Valley Fill #2 drainage area at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and the undisturbed unnamed tributary
channel was modeled. The flows from the HEC-HMS model were used to perform
the backwater analysis.
The following tables show the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
Pre Mining
Flow
[CFS]
Elevation
[FT NGVD]
Post Mining
Flow
[CFS]
Elevation
[FT NGVD]
AOC+
Flow
[CFS]
Elevation
[FT NGVD]
10
100
293
664
1333.1
1334.5
302
671
1333.1
1334.5
295
658
1333.1
1334.5
Frequency
[YR]
Future Forested
Flow
[CFS]
Elevation
[FT NGVD]
10
100
209
502
1332.7
1334.0
YR = Years
CFS = Cubic Feet per Second
FT NGVD = Feet above National Geodetic Vertical Datum
These results show a 3-1% (10-100 YR) increase in discharge from premining
conditions after the area is reclaimed in the post mining conditions. There
are no stage increases from pre to post mining conditions. Alternatively, the
AOC+ conditions would cause a 1% (10 YR) increase and 1% (100 YR) decrease in
discharge with no change in stage from premining condition. The future
forested conditions would cause a 29-24% (10-100 YR) decrease in discharge and
a 0.4'-0.5' decrease in stage from the premining conditions.
The following cross sections show comparisons of the water surfaces for each
condition.
13
-------
COMPARISON OF STAGES FOR 10 YEAR FLOW
\
Future
30 40 50
Station [FT]
1345
COMPARISON OF STAGES FOR 100 YEAR FLOW
1340
1335
and AO
> Mini
ng - 1334.5
sted -
1330
10
20
30 40
Station [FT]
50
60
70
80
14
-------
CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea. Subdivision will
increase the complexity of the hydrologic and hydraulic models.
7. It is not possible to generalize the impacts of changes to the drainage
area on the discharge. Changes to the topography, soils, land use, vegetation
will cause corresponding changes to the discharge. Changes to the flow paths
will affect the discharge by changing the runoff time of concentration, flow
routing times and hydrograph combination.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. These results show a 3-1% (10-100 YR) increase in discharge from premining
conditions after the area is reclaimed in the post mining conditions. There
are no stage increases from pre to post mining conditions. Alternatively, the
AOC+ conditions would cause a 1% (10 YR) increase and 1% (100 YR) decrease in
discharge with no change in stage from premining condition. The future
forested conditions would cause a 29-24% (10-100 YR) decrease in discharge and
a 0.4'-0.5' decrease in stage from the premining conditions.
15
-------
RECOMMENDATIONS
1. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
16
-------
REFERENCES
OSM Valley Fill Study, Samples Mine Valley Fill #2, Pittsburgh District, US
Army Corps of Engineers, January 2000
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Soil Survey of Lincoln County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, unpublished draft
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
17
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #2
Appalachian
Regional
Coordinating
Center
US Army Corps
of Engineers
Pittsburgh District
JANUARY 2000
-------
OSM VALLEY FILL STUDY
SAMPLES MINE VALLEY FILL #2
TABLE OF CONTENTS
GENERAL 1
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS 2
Drainage Area 2
Precipitation 2
Soil Types 3
SCS Runoff Curve Numbers 3
Time of Concentration and Lag 4
Base Flow 4
Routing Reaches 4
PREMINING CONDITIONS 6
Drainage Area 6
Soil Types and SCS Runoff Curve Numbers 6
Time of Concentration and Lag 9
Base Flow 9
Routing Reaches 9
POST MINING CONDITIONS 10
Drainage Area 10
Soil Types and SCS Runoff Curve Numbers 12
Time of Concentration and Lag 14
Base Flow 15
Routing Reaches 16
HYDROLOGIC AND HYDRAULIC MODEL RESULTS 17
CONCLUSIONS 18
RECOMMENDATIONS 19
REFERENCES 20
-------
GENERAL
The intent of this study was to determine the effect on storm runoff by
changes to topography, soils, land use, vegetation, etc, caused by mountain
top removal / valley fill surface coal mining operations. The changes to the
10 and 100 year flows and water surface elevations were determined and
compared for the premining and post mining conditions.
The Samples Mine Valley Fill SH-2, located in the headwaters of the Seng Creek
watershed in Boone County, West Virginia, was selected as the study site. The
determination of the effects of changes to this drainage area represents a
classic ungaged watershed study. The Seng Creek watershed is ungaged and no
historic hydrologic information is available.
Corps of Engineers personnel from the Pittsburgh District (Mark Zaitsoff,
Dennis McCune, Elizabeth Rodriguez) and Office of Surface Mining (OSM)
personnel (Dan Rahnema) visited the site.
Discussions were held to determine the methods of analysis that could be used
to achieve the required results. Since great changes occur to the drainage
area from pre to post mining conditions, the method of analysis needed to be
able to subdivide it and model the changed areas as appropriate. Those
involved concurred that the HEC-HMS (Hydrologic Modeling System) and HEC-RAS
(River Analysis System) models would provide the methods of analysis and
results needed for the study.
A HEC-HMS rainfall runoff model was used to evaluate the changes in flow
magnitude. The runoff curve number (CN) method developed by the Soil
Conservation Service (SCS) (now National Resource Conservation Service, NRCS)
was used to determine the rainfall losses and the transformation from rainfall
excess to runoff. This method has the advantage over regional parameter
methods of rainfall-runoff determination of being based on observable physical
properties of the watershed and of being able to model great changes in the
runoff characteristics of the watershed.
A HEC-RAS hydraulic model was used to provide peak flow timing and routing
input to the HEC-HMS hydrologic model. Flows generated by the hydrology model
were input to the hydraulic model until the input and output from both models
were consistent. The HEC-RAS model was then used to determine the changes in
water surface elevation.
Topographic maps, aerial photographs and survey cross sections were used to
formulate these hydrologic and hydraulic models.
This study was conducted under interagency agreement number 143868-IA98-1244,
entitled "Model Analysis of Potential Downstream Flooding as a Result of
Valley Fills and Large-Scale Surface Coal Mining Operations in Appalachia",
between the Office of Surface Mining Reclamation and Enforcement and the U.S.
Army Corps of Engineers. The Samples Mine Valley Fill #2 was the second site
studied. The other three were the Samples Mine Valley Fill #1, #1 and 2
combined and the Hobet Mine Westridge Valley Fill in Lincoln County, WV. The
study was initiated 24 September 1998.
-------
DESCRIPTION OF HYDROLOGIC AND HYDRAULIC MODELS
Drainage Area
The Samples Mine Valley Fill SH-2 is located approximately 25 miles southeast
of Charleston, WV, on the eastern side of Boone County on the boundaries with
Kanawha and Raleigh Counties, WV. It is located in the headwaters of the Seng
Creek (tributary to the Big Coal and Kanawha Rivers) watershed. The valley
fill drainage area occupies a 0.6 square mile (10%) unnamed tributary near the
upstream end of the 5.55 square mile Seng Creek watershed.
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Coal fork 0Bkunt Fbnd forle
V, <>S*=i fcjj ft^
in»«v/ I .*.
fcuth Madison
'Gordo n_,__^
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Elk Run JjnctBnV ^ ounilM •
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Precipitation
Precipitation depths were determined using the National Weather Service
publications HYDR035 and Technical Paper 40 (TP40). HYDRO 35 provides maps of
rainfall depths for 5, 15 and 60 minute durations, and 2 and 100 year
frequencies. Equations are provided to calculate the precipitation depths for
other frequencies. TP40 provides maps of precipitation depths for 2, 3, 6, 12
and 24 hour durations, and 1 to 100 year frequencies.
The Samples Mine is located on the eastern side of Boone County, WV, and that
location was used to determine the precipitation depths. The following table
shows the precipitation depths determined from HYDRO 35 and TP40 for the study
area:
-------
Duration
Frequency [YR]
10
100
Depth [IN]
5 MIN
15 MIN
1 HR
2 HR
3 HR
6 HR
12 HR
24 HR
0.54
1.09
1.86
2.38
2.68
3.05
3.53
3.98
0.74
1.57
2.70
3 .44
3.76
4 .44
5.06
5.65
These values were used for the premining and post mining conditions.
Soil Types
The Boone County, WV, soil survey was used to determine the soil types located
in the study area.
The Seng Creek watershed is contained within the Dekalb-Pineville-Guyandotte
general soil unit. The soils within this unit are described as "very steep,
well drained soils that formed mainly in material weathered from sandstone; on
mountainous uplands". The various soil types within this unit are the
Cedarcreek-Rock outcrop (CgF), Dekalb-Pineville-Guyandotte association (DPF) ,
Kaymine-Cedarcreek-Dekalb (KmF), Kaymine-Rock outcrop complex (KrF), and Lily-
Dekalb complex (LdE). The soil survey provides information on the detailed
make up of the soil types, giving such information as component soil types,
impervious area, etc.
The soil type subareas were traced onto the USGS topographic or regraded
drainage maps for the premining and postmining conditions; the areas of each
soil type within the runoff subareas were determined by planimetering.
SCS Runoff Curve Numbers
The SCS runoff curve number (CN) method was used to convert precipitation
depth into runoff excess. The curve number method is based on observable
physical properties (soil and cover) of the runoff subareas.
A hydrologic soil group (HSG) characterizes the soil properties. The soil
survey provides information on the detailed make up of the various soil types,
making it possible to classify their component soils into HSG A (low runoff
potential and high infiltration rates) through HSG D (high runoff potential
and very low infiltration rates).
The cover takes into account the land use, vegetation type, surface treatment,
etc.
The curve number is determined by the combination of the component soil types
and cover. Curve numbers were selected from the tables published and provided
by the SCS. It is possible to calculate areal weighted curve numbers for the
overall soil types and each runoff subarea.
The curve number is also used to calculate the initial abstraction (all losses
before runoff begins) for each runoff subarea. This initial abstraction (Ia)
is defined as 20% of the maximum available retention capacity of the soil
after the runoff begins.
-------
Time of Concentration and Lag
The time of concentration (Tc) of each runoff subarea is the amount of time
that it takes for runoff to travel from the hydraulically most distant point
to the outlet. It is the sum of the travel times (Tt) through the components
of the runoff system.
The SCS method provides procedures for computing three travel time components
for the time of concentration calculations: 1) sheet flow, 2) shallow
concentrated flow, and 3) open channel flow.
Sheet flow is the runoff that occurs over the surface of the ground prior to
becoming concentrated into small gullies. It is limited, by definition in the
SCS method, to a maximum of 300 feet from the most upstream drainage divide.
Shallow concentrated flow occurs from the end of sheet flow until the runoff
enters a channel, by definition a stream shown on a USGS map. Appropriate
changes in slopes were incorporated into the calculations of sheet and shallow
concentrated flows. HEC-HMS computed values for the 10 and 100 year flows
were input to the HEC-RAS hydraulic model of the valley fill drainage area to
provide travel times for the channel flow component. The undisturbed portion
of the unnamed tributary was used for the open channel flow component for the
subareas below the valley fill operation.
The sum of the three travel time components is the time of concentration for a
runoff subarea.
Several flow routes were considered when calculating the time of concentration
for each runoff subarea. The different routes were selected to maximize the
effect of each of the three components on the time of concentration. They
maximized the flow distances for each component; the flow route giving the
greatest time of concentration was selected.
The lag (L) is defined as the time from the center of mass of the excess
rainfall to the peak of the calculated hydrograph. The lag is defined and
calculated by the SCS method as 60% of the time of concentration.
Base Flow
A base flow of 2 CFS/SM was adopted for each runoff subbasin. Since the base
flow contribution to the volume and peak discharge is minor, the recession
constant and threshold were estimated in the HEC-HMS model to be 1 (no
recession) and 0 CFS, respectively. This gives a constant base flow value of
2 CFS/SM during the entire flow hydrograph.
Routing Reaches
A HEC-RAS hydraulic model was used to determine the required inputs for the
hydrologic routing. This model was formulated using survey cross sections and
topographic map information. Channel reach lengths and slopes were estimated
from the mining company's 1:6,000 scale maps that had a contour interval of
20'. Cross section geometry, channel roughness, reach lengths, energy slopes
and average travel times from the HEC-RAS model were used as input to the
Muskingum-Cunge and Lag routing methods in the HEC-HMS models.
The HEC-HMS hydrology models route upstream flows through intervening runoff
subareas, then combine routed flows and local runoff at the downstream end of
the routing reaches. This hydrologic routing provides the translation of the
-------
flow hydrograph along the channels and the timing and attenuation that reflect
the storage characteristics of the channel and overbank sections of the
routing reaches.
The HEC-RAS model was formulated to add in the local runoff in five increments
through each routing reach, increasing the channel flow progressing
downstream. The HEC-HMS model results show that there was little change in
the routed flow through the routing reaches, so this assumption of local flow
increasing along a routing reach was not affected by routing considerations.
-------
PREMINING CONDITIONS
Drainage Areas"
The premining drainage area was delineated on USGS 1:24,000 scale topographic
maps (Dorothy and Eskdale quadrangles) and on a 1:6,000 scale regraded
drainage map provided by the coal company. The premining drainage area
encompasses 0.55 square miles.
The drainage area was divided into five runoff subareas to define the
premining condition. These subareas were selected to define tributary areas
and hydrologic routing reaches. There were no significant differences in land
use or soil type to justify any further subdivision.
The following table shows the runoff subareas for the premining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI"]
[%]
Z
Y
X
W
V
Most downstream area
Left bank tributary
Subarea below proposed valley fill
Right bank tributary
Proprosed valley fill area
61.44
33.79
48.32
54.78
152.64
0.10
0.05
0.08
0.09
0.24
17.5
9.6
13.8
15.6
43.5
Total
350.97
0.55
100
Plate 1 shows the runoff subareas.
Soil Types and SCS Runoff Curve Numbers
The following table shows the soil types and their percent distribution within
the runoff subareas for the premining condition:
Runoff
Subarea
Soil Type
CgF
DPF
KmF
KrF
LdE
Percent Distribution
Z
Y
X
W
V
7.9
47 .6
26.6
80.8
63.8
90.2
43.7
60.4
0.3
8.2
6.5
0.4
3.1
36.2
3.3
8.3
12.7
Total
16.4
67.8
0.1
3.0
12.7
Plate 2 shows the soil type subareas.
This table shows that the Dekalb-Pineville-Guyandotte association (DPF) makes
up the majority (68%) of the drainage area.
The premining land use for the Seng Creek watershed is wooded with a fair
hydrologic condition due to its disturbance by previous logging and surface
mining activity.
-------
030. I 31VDS
-------
Ll
lilt
Ifef
,0001
-------
The following table shows the results of the weighted curve number
calculations for the premining condition:
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
Z
Y
X
W
V
67
66
67
69
68
2.4
0.0
1.0
7.2
4.0
0.99
1.03
0.99
0.90
0.94
Time of Concentration and Lag
The following table shows the results of the time of concentration and lag
calculations for the premining condition:
Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
Z
Y
X
W
V
31
17
20
30
35
19
10
12
18
21
30
17
19
30
32
18
10
12
18
19
Base Flow
The premining base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
Z
Y
X
W
V
0.10
0.05
0.08
0.09
0.24
0.19
0.11
0.15
0.17
0.48
Routing Reaches
The drainage area was divided into five runoff subareas to model the premining
condition. Three reaches connected the runoff subareas and route the flows
through the drainage area.
The Lag method was used since the channel slopes were greater than 10%; the
amount of lag was taken as the average travel time through the reach from the
HEC-RAS model. Since these channels have little if any storage they were
modeled to translate the flow hydrograph with no attenuation.
-------
POST MINING CONDITIONS
Drainage Areas
The post mining drainage area was delineated on a 1:6,000 scale regraded
drainage map provided by the coal company. The post mining drainage area
encompasses 0.51 square miles.
The drainage area was divided into sixteen runoff subareas to define the post
mining condition. These subareas were selected to define tributary areas
created by sediment and diversion ditches in the regrading plan and the
hydrologic routing reaches connecting them. The downstream end of the
drainage area is relatively unchanged from premining conditions; the unchanged
land use, soil types and tributary justified further subdivision. The
regraded drainage map shows that the post mining land use is reclaimed valley
fill and backstack areas for 56% of the drainage area.
The regraded drainage plan used sediment and diversion ditches to create four
tributary areas. These four tributary areas were: 1) below the valley fill,
2) the valley fill area, 3) flows diverted around the left side of the valley
fill, and 4) flows diverted around the right side of the valley fill. The
following table shows the runoff subareas for the post mining condition:
Runoff
Subarea
Description
Area
[ACRES]
[MI-*]
[%]
2-Z
2-Y
2-X
2-W
2-V
Most downstream area
Left bank tributary
Subarea below valley fill
Right bank tributary
Subarea below valley fill
53 .76
19.39
31.81
16.06
1.73
0.08
0.03
0.05
0.03
0.003
16.5
5.9
9.7
4.9
0.5
2-6-A
2-6-B
2-6-C
Left abutment of valley fill
Face of lower valley fill
Right abutment of valley fill
5.38
19.71
5.06
0.01
0.03
0.01
1.6
6.1
1.5
2-7A
2-7
2-2-A
2-2-B
Downstream left diversion area
Middle left diversion area
Left top of valley fill
Left backstack area
7 .42
23.55
19.01
53.18
0.01
0.04
0.03
0.08
2.3
7.2
5.8
16.3
2-4
2-3
2-1-A
2-1-B
Downstream right diversion area
Middle right diversion area
Right top of valley fill
Right backstack area
14.21
25.66
10.30
20.99
0.02
0.04
0.02
0.03
4.3
7.9
3.1
6.4
Total
327.22
0.51
100
This area represents a 7% decrease from pre to post mining conditions and
mainly reflects differences in the regraded topography on the northeast side
of the drainage area.
Plate 3 shows the runoff subareas.
10
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,,1 31V JS
*
\
\
+ \
*\
-------
Soil Types and SCS Runoff Curve Numbers
The regraded drainage map shows the area that was covered by the valley fill
and regraded backstacks. These areas were considered to be reclaimed surface
mine (RSM) areas.
The following table shows the soil types and their percent distribution within
the runoff subareas for the post mining condition:
Runoff
Subarea
Soil Type
CgF
DPF
KmF
KrF
LdE
RSM
Percent Distribution
2-Z
2-Y
2-X
2-W
2-V
0.8
87.1
75.6
91.1
99.2
100
9.8
8.9
0.8
2.3
24 .4
2-6-A
1-2-B
2-6-C
100
100
100
2-7A
2-7
2-2-A
2-2-B
100
100
100
100
2-4
2-3
2-1-A
2-1-B
100
100
100
100
Total
0.1
40.8
0
1.2
1 .7
56.2
Plate 4 shows the soil type subareas.
This table shows that reclaimed surface mine areas make up the majority (56%)
of the land use in the drainage area.
The land use for the undisturbed portion of the valley fill drainage area is
wooded with a fair hydrologic condition due to its disturbance by previous
logging and surface mining activity.
The following table shows the results of the weighted curve number
calculations for the post mining condition:
12
-------
Ttri( - -I I
> •j \J
-------
Runoff
Subarea
Weighted
CN
%
Impervious
la
[IN]
2-Z
2-Y
2-X
2-W
2-V
67
66
67
66
66
1.6
0
1.3
0.1
0
0.99
1.03
0.99
1.03
1.03
2-6-A
2-6-B
2-6-C
64
75
64
0
0
0
1.13
0.67
1.13
2-7A
2-7
2-2-A
2-2-B
67
75
75
75
0
0
0
0
0.99
0.67
0.67
0.67
2-4
2-3
2-1-A
2-1-B
75
75
75
75
0
0
0
0
0.67
0.67
0.67
0.67
Time of Concentration and Lag
The regraded drainage map was used to define the distance for sheet flow. The
runoff was considered to have concentrated once it encountered a road or bench
and continued to flow downslope to a sediment ditch. The sediment ditches
were considered the open channel portion of the flow components.
The following table shows the results of the time of concentration and lag
calculations for the post mining condition:
14
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Runoff
Subarea
Frequency [YR]
10
Time of
Concentration
Lag
100
Time of
Concentration
Lag
[MIN]
2-Z
2-Y
2-X
2-W
2-V
18
15
18
20
14
11
9
11
12
8
18
15
17
20
14
11
9
10
12
8
2-6-A
2-6-B
2-6-C
8
14
9
5
8
5
8
13
9
5
8
5
2-7A
2-7
2-2-A
2-2-B
7
23
33
42
4
14
20
25
7
21
30
38
4
12
18
23
2-4
2-3
2-1-A
2-1-B
30
12
27
26
18
7
16
15
27
11
26
23
16
7
15
14
Base Flow
The post mining base flow values were as follows:
Runoff
Subarea
Area
[MI2]
Base Flow
[CFS]
2-Z
2-Y
2-X
2-W
2-V
0.08
0.03
0.05
0.03
0.003
0.17
0.06
0.10
0.05
0.01
2-6-A
2-6-B
2-6-C
0.01
0.03
0.01
0.02
0.06
0.02
2-7A
2-7
2-2-A
2-2-B
0.01
0.04
0.03
0.08
0.02
0.07
0.06
0.17
2-4
2-3
2-1-A
2-1-B
0.02
0.04
0.02
0.03
0.04
0.08
0.03
0.07
15
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Routing Reaches
The valley fill drainage area was divided into sixteen runoff subareas to
model the post mining condition. Twelve reaches connected the runoff subareas
and routed the flows through the drainage area.
Two methods of hydrologic routing were used to route the runoff flows through
the drainage area. The Lag method was used for channels with slopes greater
than 10% (flumes and natural drains); the amount of lag was taken as the
average travel time through the reach from the HEC-RAS model. Since these
channels have little if any storage they were modeled to translate the flow
hydrograph with no attenuation. The Muskingum-Cunge method was used to route
the runoff flows through the flatter sloped (2%) sediment and diversion
ditches. This method has the advantage over others of using physically based
parameters that can be modified to represent changes to the watershed
conditions.
16
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HYDROLOGIC AND HYDRAULIC MODEL RESULTS
The HEC-HMS hydrology models were formulated to calculate the outflow from the
Valley Fill #2 drainage area at the downstream permit limit.
The HEC-RAS hydraulic model was formulated to calculate the corresponding
stages. Survey sections were taken and the undisturbed unnamed tributary
channel was modeled. The flows from the HEC-HMS model were used to perform
the backwater analysis.
The following table shows the 10 and 100 year flows and water surface
elevations:
Frequency
[YR]
10
100
Pre Mining
Flow
[CFS]
293
664
Elevation
[FT NGVD]
1333.1
1334.5
Post Mining
Flow
[CFS]
302
671
Elevation
[FT NGVD]
1333.1
1334.5
YR = Years
CFS = Cubic Feet per Second
FT NGVD = Feet above National Geodetic Vertical Datum
These results show a 3-1% (10-100 YR) increase in discharge from premining
conditions after the area is reclaimed in the post mining conditions. There
are no stage increases from pre to post mining conditions.
The following cross section shows comparisons of the water surfaces for each
condition.
COMPARISON OF STAGES FOR 10 AND 100 YEAR FLOWS
Elevation [FT NGVD]
-• i-1 i-1 i
0 Ul 0 t
\
\
\
\
\
\
\
\
\ I
\
\
\
re anc
re anc
V
\
V
i
J Post
J Post
^
30 YR
Minir
Minir
^x
/
g - i
g - i
/
S
34.5,
/
z
/
/
/
s
/
/
/
/
/
/
/
/
/
30 40 50
Station [FT]
17
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CONCLUSIONS
1. The SCS, HEC-HMS and HEC-RAS methods are appropriate for computing flows
and stages from a valley fill operation.
2. The information typically contained in a permit application is suitable
for hydrologic and hydraulic analysis. Some interpretation of the
information, aerial photos and maps is required.
3. Required additional information about soil types is available from soil
surveys.
4. Field views are required to determine the type and extent of cover for
HEC-HMS, to verify drainage routes, etc. The during mining condition produces
a very confused runoff system which changes almost daily and must be verified
on the ground.
5. Field surveys are required to determine channel size and compute stages in
HEC-RAS.
6. Subdivision of the valley fill area by soil type, slopes, etc, is required
to model the runoff characteristics of each subarea.
7. The flat slopes created on the top surfaces of the valley fills and the
regraded back stacks help to reduce peak flows by increasing the runoff time
of concentration. The long flow paths created by sediment ditches help to
reduce peak flows by increasing the runoff travel times.
8. Differences in stages are very site specific and may depend on conditions
in receiving streams. Stage differences cannot be translated up or down
stream away from the computed location and results should not be generalized.
Unchanged watershed and channel downstream of a valley fill operation may tend
to return stages to the premining condition.
9. This study shows a 3-1% (10-100 YR) increase in discharge from premining
conditions after the area is reclaimed in the post mining conditions. There
are no stage increases from pre to post mining conditions.
18
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RECOMMENDATIONS
1. The site should be analyzed with a mature growth of trees covering all or
part of the drainage area to represent a future condition. Incremental
analysis of increasing tree cover should not be undertaken.
2. Valley fill operations should be sized and located to minimize their
impacts.
3. Recording streamflow and rainfall gages should be installed and maintained
in a valley fill area from before mining begins until after the area is
reclaimed. Data logger type streamflow gages should be installed at good
hydraulic control points and be set to record at five minute intervals.
Tipping bucket type rainfall gages should be located to capture representative
rainfall amounts. A formal maintenance and data retrieval/reduction plan
should be established. Analysis of actual rainfall/runoff relations should be
conducted.
19
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REFERENCES
Engineering Field Manual 210, Soil Conservation Service, US Department of
Agriculture, 1 August 1989
EM 1110-2-1417, Flood-Runoff Analysis, US Army Corps of Engineers, 31 August
1995
EM 1110-2-1601, Hydraulic Design of Flood Control Channels, US Army Corps of
Engineers, 1 July 1991
Five to 60 Minute Precipitation Frequency for the Eastern and Central United
States, Memo NWS HYDRO 35, National Weather Service, US Department of
Commerce, 1977
HEC-1 Flood Hydrograph Package User's Manual, Hydrologic Engineering Center,
US Army Corps of Engineers, 1990
HEC-HMS Hydrologic Modeling System User's Manual, Hydrologic Engineering
Center, US Army Corps of Engineers, 1998
HEC-RAS River Analysis System User's Manual, Hydrologic Engineering Center, US
Army Corps of Engineers, 1998
Hydrologic Analysis of Ungaged Watersheds using HEC-1, Training Document No.
15, Hydrologic Engineering Center, US Army Corps of Engineers, 1982
National Engineering Handbook, Section 4, Soil Conservation Service, US
Department of Agriculture, 1972
Open Channel Hydraulics, V.T. Chow, McGraw Hill, 1959
Rainfall Frequency Atlas of the United States for Durations from 30 Minutes to
24 Hours and Return Periods from 1 to 100 Years. Technical Paper No. 40,
National Weather Service, US Department of Commerce, 1961
Sediment Yield Prediction from Black Mesa Coal Spoils, Martin M. Fogel et al,
ASAE Paper Number 79-2539, American Society of Agricultural Engineers,
December 1979
Small Surface Coal Mine Operators Handbook, Water Resources Protection
Techniques, Office of Surface Mining, Department of the Interior, 1980
Soil Survey of Boone County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, June 1994
Soil Survey of Fayette and Raleigh Counties, West Virginia, Soil Conservation
Service, US Department of Agriculture, Soil Conservation Service, March 1975
Soil Survey of Lincoln County, West Virginia, Soil Conservation Service, US
Department of Agriculture, Soil Conservation Service, unpublished draft
Computer-Assisted Floodplain Hydrology and Hydraulics, Daniel H. Hogan,
McGraw-Hill, 1997
Urban Hydrology of Small Watersheds, Technical Release 55, Soil Conservation
Service, US Department of Agriculture, 1986
USGS 7.5 minute topographic maps, Dorothy and Eskdale quadrangles
20
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FATT Responsive Summary
August 6, 2002
-------
Table of Contents
Section A - Comments of the Flood Investigation Advisory Committee 1
Section B - Responses to Forestry Comments 3
Section C - Responses to Mining Comments 12
Section D - Comments on Proposed Mining Rule Changes 14
Errata Sheet - Proposed Rule Changes 23
Errata Sheet - FATT Analysis 25
Attachment - WVDEP Proposed Rule Changes
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FATT Responsive Summary
The following is the Flood Analysis Technical Team's (FATT) response to comments
received by citizens, members of the mining and timbering industries and members of the Flood
Investigation Advisory Committee (FIAC).
A. Comments of the Flood Investigation Advisory Committee
The committee was in general support of the conclusions contained in the FATT report.
Mining industry representatives on the committee offered several dissenting opinions on the
mining recommendations, which are more specifically addressed in FATT's responses to the
comments submitted by the West Virginia Coal Association (WVCA). These comments
generally involved what was perceived as an overly broad approach, lack of flexibility and the
lack of support in the study for the recommendation. FATT disagrees with these comments and
cites the depth of research and analysis contained in the study. The majority of the committee
members present at the meeting were supportive of the mining recommendations.
Forest industry representatives generally opposed limiting logging activities and FATT's
response has been addressed herein. Strong sentiment was voiced by most committee members
that most of the forestry impacts noted in this report resulted from poor harvesting practices
which highlights the need for additional WVDOF enforcement resources. The committee
unanimously supported dedication of additional resources for WVDOF. The technical team
concurs with this position.
FIAC suggested and the technical team concurs that the following issues be noted as
areas of additional concern:
• The effects of sedimentation and scouring (dynamic effects) from previous flooding.
• The DOF is participating in a 20-state study with the USFS and hopefully this study can
include additional research on logging impacts.
• The viability of dredging and damming for improvements in flooding impacts.
• Methods to reduce the margin of error in similar studies.
• Determining the accuracy of rainfall data.
• The beneficial impacts of AOC variances.
The technical team believes that additional efforts by other groups are underway to address the
foregoing concerns.
The committee suggested that the report acknowledge the importance of the timbering
and mining industry to the state and those employed by both industries. FATT concurs with this
sentiment and further emphasizes that the recommendations in this report reduce the potential
flood damage threat posed by these industries without drastically interfering with their ability to
successfully operate.
-------
Numerous comments from individuals representing environmental and industry factions
were received after the end of comment period for the FATT study. The issues presented were
evaluated and have been addressed by this responsive summary.
FIAC Comments and FATT Responses
1. FIAC members suggest that a new paragraph be inserted after the introductory
paragraph of the FATT conclusion introduction (page 70) which would include the
statement that the scope of the flood analysis includes only southern West Virginia.
Response: One goal of the Governor's Executive Order (16-01) and the technical team's
mission was to determine "the impact on the flooding from current or past methods of coal
mining and timbering practices in the affected counties and watersheds." This assignment was
achieved with the choice of watersheds and focused on the storm events of July 8, 2001, which
occurred primarily in southern West Virginia. The report also emphasizes that the modeling
technique and the findings can be generally extrapolated throughout West Virginia.
2. FIAC members suggest that the report underscore the important role played by the
mining and timbering industries in West Virginia's economy.
Response: The members of the technical team recognize the important contribution of
the mining and timbering industries to West Virginia's economy.
3. A FIAC member expressed the need for the following concept to be explicitly stated, "If
logging increases, then runoff increases. "
Response: The evaluation of the hydrologic impacts of logging and/or other
disturbances within a watershed cannot be accurately projected in a linear relationship. The
determination of industry or urbanization impacts within a watershed can be quite complex. This
is due to the differences in modeling parameters such as soil classification, soil physical
characteristics, topography, watershed area, watershed orientation, watershed geology and many
other site-specific attributes. However, generally speaking, if the acreage of similar land
disturbances, such as logging, increases in a watershed, the runoff would be expected to increase.
4. FIAC desires that the FATT study have specific paragraphs rewritten in order to clarify
FATI's conclusions to the general public.
Response: FATT has prepared and written the FATT study at a reading and
comprehensive level that should be understandable by the general public. Clarity of unusual
terms and acronyms were defined wherever needed. However, FATT recognizes that unless the
reader has read the entire FATT study, then there will be statements and findings of the study
that appear difficult to mderstand or out of context. This is true of any document or manuscript.
Therefore, FATT determined that it is important that all readers read and review the study in the
format presented, otherwise ideas can be taken out of context and the implied meaning from
specific language can be misunderstood or misinterpreted by the reader.
-------
B. Responses to Forestry Comments
1. The studied water sheds have no rain or stream gaging information. Therefore, the study
results are inherently inaccurate and the impacts of logging cannot be determined.
Response: This assertion is unfounded. FATT agrees and has stated that there is no
stream gaging within the proximate vicinity of the study watersheds. There were gages located
far downstream from the studied watersheds, but such data was not applicable. Therefore,
Doppler radar imagery, certified by NOAA, was deemed the most accurate information and was
used to assimilate the July 8, 2001, event storm. These rainfall amounts were modeled using the
HEC1 program, which is an accepted modeling method to determine watershed runoff responses.
The calculated runoff values were verified by using the HEC-RAS model to predict the
calculated maximum water elevations. These values were then compared to the corresponding
July 8, 2001, surveyed highwater marks in the study watersheds. These differences in water
elevation of calculated versus actual values constitute the method used to establish model
accuracy for the FATT study.
2. No research shows that logging contributes to overland flow in undisturbed portions of a
forest. Therefore, the increases identified in the study are not due to logging.
Response: The technical team's review of relevant literature revealed that significant
overland flow does not occur in the undisturbed forest floor. As stated by Dr. Rhett Jackson in
his July 12, 2002, response to the technical team, "Most rainfall reaching the forest floor
infiltrates, and overland flow occurs only during very intense rainfall events." Overland flow
from undisturbed forest floors as discussed is considered flow across the cutting area of tree
removal and does not include flow from forest roads, landings, etc.
However, Dr. Jackson further stated in his response that, "In small basins, road runoff can
substantially increase peak flows and volumes. Jf roads are cut into hillside subsoils, road cuts
can serve to collect shallow groundwater flow from the hillside above." A study on the Fernow
Experimental Forest using West Virginia Best Management Practices (BMPs) found that both
growing-season peak flows and total growing-season storm flows increased significantly after
logging (Kochenderfer, et al, 1997). This study also found that, five years after cutting, 23.5%
of the road areas remained as exposed bare ground.
This phenomenon is shown in pictures #1 and #2, taken of recent West Virginia timber
operations during the study. The road cuts usually expose bedrock and are between four and
eight feet in height. Flow from the undisturbed forest floor, and fom ephemeral and intermittent
stream channels reach these road surfaces and become overland flow. Picture #3 underscores the
technical team's observations that although West Virginia BMPs state that skid and truck roads
should remove outer berms and outslope to direct runoff to the undisturbed forest floor, this is
not a common practice. Roads reviewed during the study had outer berms generally intact and
ranging from six inches to 2 feet high. This practice resulted in increased flows from the
watersheds studied and the movement of debris to and from stream channels as observed in the
flood impacted areas after the July 8, 2001, event.
-------
Picture 1 - Abandoned skid road excavation bisecting both the forest floor and bedrock.
Picture 2 - Abandoned skid road excavation bisecting the forest floor.
-------
Picture 3 - Evidence of flow channelization from forest floor along an abandoned skid road.
When roads/landings do not disperse water to the undisturbed forest floor and are located
within the stream management zones, then increases in overland flow can be expected.
"Preplanning and having the entire road system laid out carefully on the ground prior to
harvesting operations, although not a standard guideline, was probably the single most important
procedure for reducing impacts to soil and water resources" (Kochenderfer, et al., 1997). These
findings underscore the recommendations made in the FATT study concerning site inspections
by the WVDOF. The Kochenderfer study states that the relatively small, although significant,
increases in growing-season storm flows were attributed to: 1) a road system that was well laid
out; 2) the use of water control structures that effectively dspersed road water; 3) placement of
roads, landings and machinery at least 30 meters from streams, except at crossing sites; and 4)
minimal soil disturbance and compaction on the logged areas, thereby minimizing overland flow.
FATT recommendations le, If, Ig, and Ih address these issues by increasing site inspections
both prior to commencement of operations, during operations, and at the end of operations.
As can be seen in pictures #4 and #5, overland flows on the skid roads completely
washed to bedrock, eroded through a waterbar and became overland flow into a nearby stream
channel. Although these skid roads were several years old, little evidence of leaves, natural
woody debris or any other material remains on the roads, indicating movement by overland flow
in what has become a channel. This occurrence was exacerbated by failure to remove the outside
road berm and failure to outslope the road. FATT recommendations Ib and le prohibiting slash
disposal on roads and requiring outsloping (berm removal) were drafted to address these
conditions.
-------
Picture 4 - Flow channelization and erosion through a waterbar on a skid road.
Picture 5 - Abandoned skid road with outer berm in place showing erosion to bedrock.
-------
Pictures #6, #7 and #8 show an abandoned landing located next to a perennial stream in
violation of the BMP 100-foot stream management zone, although there was clearly sufficient
space to place it elsewhere. FATT recommendation Ic addresses this issue with the proposed
slash disposal plan. All recommendations address areas of poor harvesting practices as discussed
bytheFIAC.
Picture 6 - Abandoned log landing site with remaining slash.
-------
Picture 7 - Same landing site showing more areas of slash disposal near perennial stream.
Picture 8 - Same landing site with slash adjacent to perennial stream.
-------
Pictures #9, #10, and #11 show an existing logging operation with a skid road within the
stream management zone. The treetops and slash have been placed in the stream and road
material from a water bar has also been placed in the stream. Picture #12 shows a timber haul
road which had no pipes installed at any stream crossing although they were clearly available on
the site.
Picture 9 - Active skid road within stream management zone.
-------
Picture 10 - Same skid road with treetops lying within stream area.
Picture 11 - Treetops and road material deposited within an intermittent stream.
10
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3.
Picture 12 - Uninstalled stream crossing pipes on an active timber haulroad.
Studies show no difference in runoff between large timber operations versus small jobs or
based upon percentage of tree removal.
Response: A 1993 study on the Fernow Experimental Forest showed that harvesting
timber increased water yield by an amount roughly proportional to the amount of timber
harvested (Hornbeck, et al, 1993). A year 2000 study by Princeton University found significant
increases in water yield for four treated watersheds when compared to a control watershed.
Although not all years had significantly higher yields, the effects of different timbering
treatments took between four and seventeen years to recover (N. Bates, Princeton University,
2000). This same study examined hydrographs of individual storm events and found that
clearcut watersheds may take at least 20 years to recover from storm response when compared to
a control watershed.
Forestry recommendations l.a and l.d of the report were developed with this type of
information in mind. Many comments from members of the timbering industry focused on this
recommendation out of concern that acreage limits would be imposed on all logging operations.
This concern is unfounded. Professional foresters should examine the watershed where their
operations occur and recognize that existing disturbances (past logging, fire damage and other
land disturbance) can contribute to increased water runoff. They should take these influences
into account in development of their operations and should adjust their methods of harvesting by
acreage, basal area removed, silvicultural methods or any combination thereof to minimize
runoff velocities and channelization of flows. For example, adjusting an operation to reduce the
number of roads would, in effect, limit the acreage disturbed.
11
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4. Peak flows from the FATT study are insignificant and the technical team failed to
compare its conclusions to experimental results referenced in scientific literature.
Response: The FATT study found increases in peak flows ranging from 0 to 5.9 percent.
Various studies involving timber harvesting have found peak flow rates of up to 20 percent
(Thomas and Megahen 1998, Lewis, et al, 2001), while others ranged from one to seven percent
(Beschta, et al., 2000). The technical team's findings compare favorably with results from these
previous studies.
FATT disagrees that the quantified peak flow increases are insignificant. The two
studied watersheds having logging and mining disturbances, i.e., Seng and Scrabble Creeks, are
characterized as steep sloped, high gradient watersheds with minimal cross-sectional stream
areas. Such watersheds exhibit a high propensity for out-of-bank flows and resulting impacts
from nominal precipitation events. Notably, these are similar characteristics of other small
watersheds in southern West Virginia. This study identified that significant land disturbances
created from logging or mining operations can exacerbate peak runoff quantities. Any increase
in runoff quantity creates concern, particularly for residents living near such streams. For this
reason, any increase in peak runoff (> 0%) attributable to logging and/or mining was deemed to
be potentially "significant."
C. Responses to Mining Comments
The WVCA provided comments regarding the flood analysis and the proposed rule
changes necessary to implement the recommendations. It should be noted that the proposed
rules that the WVCA commented upon have now been revised to clarify various issues. These
changes are reflected in the errata sheet on page 24.
1. FATI's position that any contribution to flooding is significant is misleading, is not
supported by the report, and is indefensible when other activities being conducted within
the watersheds are considered.
Response: All land disturbances within the study watersheds were considered in the
hydrologic modeling. Any measured peak increases must be considered potentially significant
due to the restrictive topographical conditions in the watersheds.
2. The FATT Report and its recommendations ignore the single instance where the technical
analysis demonstrated that current interpretation and application of guidelines relating
to post-mining land configuration restore a watershed's propensity to flood.
Response: FATT did not ignore this instance. In fact, the quantified results of the report
highlight this fact. Restoring a surface mined area to approximate original contour (AOC) does
not necessarily restore the watershed's propensity to flood. Likewise, flattening a mountain and
reclaiming the land in a configuration less than AOC doesn't always decrease the watershed's
propensity to flood, either. There is more to runoff control than just altering the topography.
Consequently, current permitting standards require a surface water runoff analysis (SWROA) to
12
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limit runoff peaks to pre-mining values or less. This is accomplished by constructing attenuation
structures to slow the release of precipitation runoff from the permit.
3. In the context of a 100-year storm event, such as the one experienced on July 8, 2001, the
runoff increases attributed to mining as indicated by the Report are insignificant. Any
runoff contribution below 20 percent is acceptable.
Response: This statement is not correct for the studied watersheds. The areas did not
experience a 100-year precipitation event. In reality, the peak discharge was calculated to be less
than a 25 year/24 hour event. Industry runoff contribution may be "diluted" by larger storm
events, i.e., a 100-year storm, but the storm of July 8, 2001, was not of that magnitude. From the
model results, the technical team considers the measured effects of mining and logging as valid,
quantifiable flow volumes with discernable impacts.
4. DEP 's position of significant impact is not applicable to every contribution of runoff.
The State of Washington for example, has established a minimum threshold standard that
requires an increase of runoff by 20 percent before any measures are required to address
increased flooding potential.
Response: The technical team did not study the topography of the State of Washington
or its statutory/regulatory structure pertaining to flood control. Also, the team did not study the
regulatory schemes or topographic characteristics of any other states. Given West Virginia's
steep slope topography with narrow inhabited hollows and the technical team's observed effects
in the studied watersheds, imposing a twenty percent standard before finding potential
significance would be ill-advised.
5. FATT was charged by Executive Order 16-01 to investigate alternative mining or forestry
practices if such current practices are found to have had a deleterious impact on peak
flows in affected water sheds, but instead ignored this charge.
Response: FATT did not ignore this charge. Alternative mining and forestry practices
are discussed at length in the FATT report on pages 71-73. Many of the stated recommendations
represent alternative mining and forestry practices as a result of this study.
6. The WVCA charges that several of the changes made from the draft to the final version
are quite interesting and warrant reference
Response: There should be no surprise that the final version of the report varies from an
earlier draft. The narrative was edited until it accurately reflected the analysis and
recommendations of the team.
7. The technical team should have made more of the reference to the beneficial effect that a
variance toAOC can provide relating to runoff attenuation.
Response: This point needs little clarification. Coal must be mined in a lawful manner.
The federal Surface Mining Control and Reclamation Act of 1977 (SMCRA) established that
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AOC shall be the rule, with an AOC variance being the exception. West Virginia, under
SMCRA's primacy provision, cannot violate this requirement. Consequently, it was not the
technical team's intention or charge to exclude one mining method over another, e.g., AOC
versus AOC variance. Regardless of the chosen mining method, a storm water runoff analysis is
required to assure that runoff from mining operations will produce no net increase in runoff
when compared to the pre-mining watershed condition. The permit applicant chooses their
mining method, not WVDEP.
8. The WVCA was critical of the technical team's concluding statement that, " ...mining and
timbering impacts did influence the study watersheds by increasing surface water runoff
and the resulting stream flows at various evaluation points. "
Response: The technical team made this statement to highlight the fact that runoff
impact assessment was discernable only at the studied evaluation points within the study
watersheds. This statement was never intended to mislead, but was presented to clarify the
conclusion from a hydrologic standpoint. Flows at every point along the streams were not
quantified. From a hydrologic viewpoint, this statement was to preface the conclusion within the
context of the modeling procedure.
D. Comments on Proposed Mining Rule Changes
(Note: Underscore denotes proposed changes in regulations. The attached errata sheet presents
the most recent revisions to the proposed changes and additions.)
1. The coal industry opposes Recommendation 2.c., which states, "Revise regulations to
require the condition of the total water shed be reviewed prior to any approved placement
of excess spoil material. Conditions that should be considered include the proximity of
residents, structures, etc., to excess spoil structure. " They also oppose the associated
rule change. The re-drafted rule states:
3.7.d. A survey of the watershed identifying all man-made structures and residents in
proximity to the disposal area to determine potential storm runoff impacts. At least thirty
(30) days prior to any beginning of placement of material, the accuracy of the survey
shall be field verified. Any changes shall be documented and brought to the attention of
the Secretary.
The coal industry contends that this recommendation and rule change is too broad. They
question the meaning of "watershed" in this context.
Response: The technical team intended that the downstream consequences be
determined for areas immediately downstream of any excess spoil disposal area. Currently this
type of survey is part of the SWROA This survey is useful to both the permittee and the agency
for siting purposes relative to excess spoil disposal sites.
The intent of this rule change was to assign greater significance to a disposal area if
residents and man-made structures are downstream and in near proximity to the disposal site. In
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this context, "watershed" would primarily indicate the immediate watershed where the fill is
located. However, under certain circumstances, the Agency may require a larger survey area to
account for downstream residents. Each excess disposal facility design has to be site-specific,
but should utilize a siting evaluation, in addition to a SWROA, to minimize all potential runoff
impacts.
2. The coal industry opposes Recommendation 2.d, which states, "Revise regulations to
require that valley fill designs minimize erosion within the watershed during
precipitation. The permittee shall consider the total disturbance of the disposal area. "
The associated rule change is:
5.4.b.4. Have the capacity to store 0.125 Acre/ft, of sediment for each acre of disturbed
area in the structures watershed; provided, that consideration may be given for reduced
storage volume where the preplan and site conditions reflect controlled placement,
concurrent reclamation practices, or use of sediment control structures; provided further,
that reduced storage volume will be approved only where the operator demonstrates that
the effluent limitations of subdivision 14.5.b of this rule will be met. The disturbed area
for which the structure is to be designed will include all land affected by previous surface
mining operations that are not presently stabilized and all land that will be disturbed
throughout the life of the permit. All sediment control for valley fills, including durable
rock fills, shall be desisnedfor the entire disturbed acreage associated with the
water shed of the fill and shall take into account the length of time the area is to be
disturbed.
The coal industry contends that such a restriction would increase stream disturbance,
contradict the Clean Water Act, and establish a broad, "cookbook" approach to design
standards.
Response: The technical team disagrees with this extreme view of possible
consequences. This rule change will enhance the effectiveness of sediment control, which will
likely decrease stream degradation. Further, this requirement compliments the SWROA
requirements and the necessary designs to assure no increase in peak flows. In no way does the
proposed rule prohibit on-bench drainage. It only serves to assure effective sediment control for
fills, assuming worst-case design standards. The current practice of this agency is to not allow
reduced factors for sediment control for fills. This change is to clearly state that full-factor
ponds are required for fills and the engineering must accommodate for long-term exposure. The
SWROA requirements, when combined with this rule, will result in more effective sediment
control for excess spoil disposal facilities while insuring sufficient runoff attenuation.
3. The coal industry presents opposition to the following recommendation and rule change:
Recommendation La.- Revise regulations to enhance Hydrologic Reclamation Plans for
all existing, pending and future permits to prohibit any increase in surface water
discharge over pre-mining conditions. Recommendation l.b.-Revise regulations so that
the post-mining drainage design of all existing and future mining permits corresponds
with the permitted post-mining land configuration. The rule as changed would read as
follows:
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5.4. b.ll. Control discharge by use of energy dissipaters, riprap channels or other
devices to reduce erosion, to prevent deepening or enlargement of stream channels and
to minimize disturbance of the hydrologic balance. Discharge structures shall be
designed using standard engineering procedures. The location of discharge points and
the volume to be released shall not cause a net increase in runoff in a watershed when
compared to pre-mining conditions and shall be compatible with the post-mining
configuration and adequately address watershed transfer.
Response: DEP's goal is to codify the SWROA requirements. This rule change is
necessary to assure that mining operations will not exacerbate peak runoff volumes. The intent
of this rule change is to apply SWROA to all permits, i.e., existing, pending and future. FATT
anticipates that pending and future permits will not be difficult to address. However, the team
recognizes that existing permits are more varied in nature. In actuality, existing permits can be
categorized as not-started, inactive-disturbed, inactive-undisturbed, on-going operations and
reclaimed. The technical team recognizes that historically permits that have been reclaimed to
Phase I bond release standards and have also been revegetated have not experienced significant
runoff problems. Therefore, the technical team will exclude reclaimed and revegetated permits
from this requirement. For all other types of existing permits, a SWROA analysis will be
required to demonstrate compliance with this proposed rule change. Accordingly, WVDEP is
willing to exempt from the SWROA requirements those permits, or portions thereof, having
achieved Phase I bond release standards and have been revegetated.
4. The coal industry opposes the following recommendation, claiming that the existing
associated rule (§8.2.e.) is adequate.
Recommendation 2.f. states, "Revise regulations to prohibit placement ofwindrowed
material in areas that encroach into natural drainageways. "
Response: This comment is unfounded. Based upon numerous field observations by
WVDEP inspectors and citizens, hydraulic transport of woody debris is a common occurrence
that can cause debris blockages and resulting backwater flows. This recommendation and
associated rule change will assure that windrowed materials are not placed within the immediate
vicinity of a watercourse where they can be mobilized during heavy precipitation events.
5. The coal industry opposes the following recommendation and associated rule:
Recommendation 2.e. Revise regulations to prohibit "wing dumping" of spoil in excess
spoil disposal structures.
14.14.a. 8. All material placement into valley fills including durable rock fills must occur
over the developing face or mechanically placed in lifts down the center line of the valley.
Under no circumstances shall material be placed in fills from the sides of the valley.
Response: Based upon field observations and experience, wing dumping and/or cast
blasting into the hollow downstream of the advancing fill toe creates a condition where the fill is
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highly vulnerable to erosion. Also, such areas can increase surface runoff from precipitation
events. The elimination of this mining practice, in addition to bottom-up fill construction, will
ensure that excessive erosion and runoff will be minimized from excess spoil disposal activities.
It should be noted that WVDEP has never acknowledged any necessity for wing dumping,
although the Agency has allowed its use. Even with the limits imposed by the wing dumping
policy (November 13, 1992), increased sediment loads upon the sediment control structures have
occurred. This proposal does not impact side-hill fill construction.
6. The coal industry objects to the recommendation and associated rule change limiting
durable rock fill construction to bottom up techniques. The recommendation and rule are
as follows:
Recommendation 2. b. Revise regulations to require durable rock fills be limited to
"bottom up or incremental lift construction " methods for enhanced runoff and sediment
control.
14.14.g.9 The durable rock fill shall be constructed in lifts from the toe upwards. The
design plans and specifications shall specify the thickness of the lifts. The permittee shall
provide certification from a registered professional engineer that such thickness will
insure stability and meet all safety and environmental protection standards.
Response: Based upon field observations and experience, the technical team drafted this
limitation upon construction techniques for excess spoil disposal facilities. The following photos
show a recent occurrence of excessive erosion from an end-dumped durable rock fill at Lyburn
in Logan County. Clearly, a heavy storm event caused a marked increase of erosion of a durable
rock fill and ultimately overwhelmed the sediment control structure. Refer to Pictures #13 and
#14.
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Picture 13 - Lyburn durable rock fill showing face erosion.
Picture 14 - Hydraulic transport of the face material within toe area.
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The requirement to construct valley fills from the bottom up will complement the
prohibition of wing dumping. In some areas, minimal fill volumes and/or watershed confines
could present challenges for siting fills. Because of space limitations and equipment grade
requirements, a road constructed by "dumping" to the toe area might not be possible along the
centerline of the hollow. However, alternate design methods for toe access roads could be
implemented. In limited situations, a fill might have to be located in a different watershed more
conducive to bottom up construction.
7. The coal industry opposes Recommendations La., I.e., 2.g., and 2.i.,which include
requirements to install, operate and maintain rain gages at all mine sites. Other
recommendations include SWROA implementation and limits on areas to be
cleared/grubbed within excess spoil disposal areas.
Response: WVDEP proposes to codify the SWROA Guidelines in an effort to enhance
the hydrologic reclamation plan.
Rain gauges are currently required by NPDES within three miles of the site. However,
such placement may not be near the watershed associated with the closest fill site. This data is
important to determine SWROA functionality and should be part of the permit and agency
records. Moreover, it is important during a heavy precipitation event to recognize the possibility
of impacts and the need to initiate drainage system reconnaissance to repair damage and further
address offsite impacts.
A contention by the industry is that limiting clearing/grubbing conflicts with bottom up
fill construction. For bottom up construction, the entire fill area will require clearing of all
significant vegetation. However, the critical foundation area beneath the fill is required to be
grubbed, which means cleared of vegetation, including root balls. Historically, these types of
disturbances have produced fewer sedimentation/erosion problems than end-dumped fill
construction techniques. By requiring bottom up construction or incremental lift construction
and full-factor sediment control designed for the entire fill, the overall sediment contribution
downstream of the activity will be minimized when compared to current practices.
8. The coal industry opposes the regulatory revision requiring that each application for a
permit contain a sediment retention plan to emphasize runoff control and minimize
downstream sediment deposition during precipitation events, claiming that such change
is duplicative and that the study results do not support the regulatory change. The
industry also questions the selection of .30 inches per hour as "heavy precipitation
event" as referenced in the proposed rule change. The proposed rule states:
5.6.c. Each application for a permit shall contain a sediment retention plan to minimize
downstream sediment deposition within the watershed resulting from heavy precipitation
events (over 0.30 inch per hour). Sediment retentions plans may include decant ponds,
secondary control structures, increased frequency for cleaning out sediment control
structures, or other methods approved by the Secretary.
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Response: The technical team proposes to codify the SWROA guidelines in an effort to
enhance the hydrologic reclamation plan. The results of the report clearly support this
recommendation. The flood analysis and attendant conclusions were based upon both
quantitative and observed conclusions. The modeling results support the finding that mining
disturbances in the studied watersheds increased peak runoff volumes. From on-ground
observations of the study watersheds, it was evident that sediment was conveyed beyond the
sediment structures. Moreover, based upon observations of excess spoil areas beyond the
studied watersheds, it is evident that the .125 sediment volume standard alone may be
insufficient to prevent off-site damage if adequate runoff controls are not implemented. Pictures
#15 and #16 are examples of what the Agency is attempting to prevent with these
recommendations and rule changes.
Picture 15 - Face erosion that flowed through the sediment pond and down Lyburn Hollow.
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Picture 16 - Lyburn Hollow community immediately downstream of the eroded end-dumped valley fill.
The intent of the recommendation and rule is for the sediment plan to complement the
SWROA. The designs are interrelated, so both the overall performance and function are integral
to accomplish effective water quality/quantity control. It should be noted that WVDEP adopted
the 0.30 inch per hour precipitation threshold value because this standard is used by the National
Oceanic Atmospheric Administration (NOAA) to classify rainfall intensity. The 0.30 inch per
hour precipitation rate, or greater, is defined as a heavy rainfall event by NOAA.
9. The coal industry opposes the following recommendation and rule because they are
perceived to be too inclusive. The industry also objects to retroactive application of new
mining and reclamation standards. The recommendation and rule change are as follows:
Recommendation La. Revise regulations to enhance Hvdrologic Reclamation Plans for
all existing, pending and future permits to prohibit any increase in surface water
discharge over pre-mining conditions.
5.6.d. After the first day of January two thousand three all active mining operations must
be consistent with the requirements of this subdivision. The permittee must demonstrate
in writing that the operation is in compliance or a revision shall be prepared and
submitted to the Secretary for approval within 180 days. Full compliance with the permit
revision shall be accomplished within 180 days from the date of the Secretary approval.
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Response: The technical team's intent is to obtain an evaluation of all hydrologic
reclamation plans to assure that no increase in surface water discharge will result when compared
to pre-mining conditions. As previously stated, a SWROA will not be required for existing
operations that have obtained at least a Phase I bond release and are vegetated. In addition, the
Agency will consider excluding portions of existing permits from the SWROA requirement that
are vegetated and qualify for Phase I release.
10. The coal industry questions Recommendation 2.h. and states that OSMwill likely oppose
the technical team's attempt to maximize reforestation opportunities.
Response: This statement is unfounded. The proposed change to maximize reforestation
opportunities does not violate the federal Office of Surface Mining's "no less effective" primacy
clause. By this recommendation and associated rule change, the Agency does not intend to reject
previously approved post-mining landuses, but recommends that areas not directly associated
with a chosen landuse be reforested. The coal industry has indicated it is uncertain whether
trees are superior to grasses in minimizing erosion and sediment problems and claims that bonds
releases will likely be delayed while trying to meet tree survival standards. The intent is for trees
to complement chosen post-mining landuses, not replace them.
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ERRATA SHEET - PROPOSED RULE CHANGES
The following changes reflect comments that were received from both the public and FIAC.
Most of the changes are made to provide clarity to the proposed rule and do not represent
substantive changes.
Page 1, Item 3.7.d.
This item should state, "... storm runoff impacts and siting considerations." ADDED FOR
CLARITY
Page 1, Item 5.4.b.4.
This item should state, ".. .for the entire disturbed fill acreage contained within the
watershed..." ADDED FOR CLARITY
Page 1, Item 5.4.b.ll.
This item should state, "... the post-mining configuration and prevent watershed transfer."
ADDED FOR CLARITY
Page 2, Item 14.14.a.8.
This item should state, "... durable rock fill must occur in conjunction with the developing..."
and also ".. .from the sides of the valley ahead of the actively developing face " ADDED FOR
CLARITY
Page 2, Item 14.14.g.9.
This item should state, "The durable rock fill shall be designed and constructed from the
bottom upwards with the face benches and drainage constructed progressively from the toe
upwards or in lifts from the toe upwards. The design plans and specifications shall specify the
thickness of the lifts. Provided, however, the lifts cannot exceed 100 feet in thickness. The
permittee shall provide certification from a registered professional engineer that such design will
insure stability, proper drainage and meet all safety and environmental protection standards."
ADDED FOR CLARITY
Page 4, Item 5.6.d.
This item should state, "After the first day of October two thousand two..." and should add
"date of the Secretary approval Active mining operations for the purpose of this
subsection excludes permits that have obtained at least a Phase I release and are
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vegetated. Provided, however, permits or portions of permits that meet at least Phase I
standards and are vegetated will be considered on a case by case basis." ADDED TO
IDENTIFY THE AFFECTED PERMITS
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ERRATA SHEET - FATT ANALYSIS
Page 73, Item B.l.b.
This item should state, "Revise BMPs to prohibit the use of lopped slash as a supplement for
seeding on skid roads..."
Page 73, Item B.l.h.
This item should include landowners and state, ".. .increased technical assistance to timber
operators and landowners..."
Page 73, Item C.
The FIAC recommends that the following two items be included:
• Sedimentation issues and their associated downstream effects.
• Scouring effects and the dynamics associated with repeated flooding making an area
more flood prone. Possible remedial actions of dredging, floodwalls, stream bank
restoration, etc., may lessen these dynamic effects.
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WVDEP Proposed Rule Changes
Recommendation 2.c. Revise regulations to require the condition of the
total watershed be reviewed prior to any approved placement of excess
spoil material. Conditions that should be considered include the proximity
of residents, structures, etc., to excess spoil structure.
3.7.d. A survey of the watershed identifying all man made structures and residents in
proximity to the disposal area to determine potential storm runoff impacts and siting
considerations. At least thirty (30) days prior to any beginning of placement of material
the accuracy of the survey shall be field verified. Any changes shall be documented and
brought to the attention of the Secretary.
Recommendation 2.d. Revise regulations to require that valley fill
designs minimize erosion within the watershed during precipitation. The
permittee shall consider the total disturbance of the disposal area.
5.4.b.4. Have the capacity to store 0.125 Acre/ft, of sediment for each acre of disturbed
area in the structures watershed; provided, that consideration may be given for reduced
storage volume where the preplan and site conditions reflect controlled placement,
concurrent reclamation practices, or use of sediment control structures; provided further,
that reduced storage volume will be approved only where the operator demonstrates that
the effluent limitations of subdivision 14.5.b of this rule will be met. The disturbed area
for which the structure is to be designed will include all land affected by previous surface
mining operations that are not presently stabilized and all land that will be disturbed
throughout the life of the permit. All sediment control for valley fills, including durable
rock fills, shall be designed for the entire disturbed fill acreage contained within the
watershed of the fill and shall take into account the length of time the area is to be
disturbed.
Recommendation 1.a. Revise regulations to enhance Hydrologic
Reclamation Plans for all existing, pending and future permits to prohibit
any increase in surface water discharge over pre-mining conditions.
Recommendation 1.b. Revise regulations so that the post-mining
drainage design of all existing and future mining permits corresponds with
the permitted post-mining land configuration.
5.4.b.ll. Control discharge by use of energy dissipaters, riprap channels or other devices
to reduce erosion, to prevent deepening or enlargement of stream channels and to
minimize disturbance of the hydrologic balance. Discharge structures shall be designed
using standard engineering procedures. The location of discharge points and the volume
to be released shall not cause a net increase in runoff in a watershed when compared to
pre-mining conditions and shall be compatible with the post-mining configuration and
prevent watershed transfer.
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Recommendation 2.f. Revise regulations to prohibit placement of
windrowed material in areas that encroach into natural drainageways.
8.2.e. In order to promote the enhancement of food, shelter and habitat for wildlife, the
practice of creating a timber windrow is encouraged. All unmarketable timber may be
used to create a windrow within the permitted area as approved by the Secretary in the
mining and reclamation plan. The windrow shall be designed and approved as part of a
wildlife planting plan and authorized where the postmining land use includes wildlife
habitat. In planning and constructing the windrow, care shall be taken not to impound
water or and shall not be placed in such manner or location to block natural drainways.
The windrow shall be placed in a uniform and workmanlike parallel line and located so
as to improve habitat, food and shelter for wildlife. Areas in and around the windrow
shall be seeded after construction with approved, native plant species to provide for
erosion control and wildlife enhancement. Construction of the wildlife timber windrow
shall take place within the permit area and should be placed immediately below or
adjacent to the sediment control system, maintaining a sufficient distance to prevent
mixing of spoil material with the selectively placed timber. The placement of spoil
material, debris, abandoned equipment, root balls and other undesirable material in the
windrow are prohibited.
Recommendation 2.e. Revise regulations to prohibit "wing dumping" of
spoil in excess spoil disposal structures
14.14.a.8. All material placement into valley fills including durable rock fills
must occur in conjunction with the developing face or be mechanically placed in lifts
down the centerline of the valley. Under no circumstances shall material be placed in
fills from the sides of the valley ahead of the actively developing face.
Recommendation 2.b. Revise regulations to require durable rock fills be
limited to "bottom up or incremental lift construction" methods for
enhanced runoff and sediment control.
14.14.g.9 The durable rock fill shall be designed and constructed from the
bottom upwards with the face benches and drainage constructed progressively from the
toe upwards or in lifts from the toe upwards. The design plans and specifications shall
specify the thickness of the lifts. Provided, however, the lifts cannot exceed 100 feet in
thickness. The permittee shall provide certification from a registered professional
engineer that such design will insure stability, proper drainage and meet all safety and
environmental protection standards.
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Recommendation 1.a. Revise regulations to enhance Hydrologic
Reclamation Plans for all existing, pending and future permits to prohibit
any increase in surface water discharge over pre-mining conditions.
Recommendation 2.g. Revise regulations to limit areas allowed for
clearing/grubbing of operations in excess spoil disposal areas.
5.6 Storm Water Runoff
5.6.a. Each application for a permit shall contain a storm water runoff analysis which
includes the following:
5.6.a.l. An analysis showing the changes in storm runoff caused by the proposed
operation(s) using standard engineering and hydrologic practices and assumptions.
5.6.a.2. The analysis will evaluate pre-mining, worst case during mining, and
post-mining (Phase HI standards) conditions. The storm used for the analysis will be the
largest required design storm for any sediment control or other water retention structure
proposed in the application. The analysis must take into account all allowable
operational clearing and grubbing activities. The evaluation points will be selected on a
case-by case basis depending on site specific conditions including but not limited to,
type of operation and proximity of man-made structures.
5.6.a.3 The worst case during mining and post mining evaluations must show no
net increase in runoff compared to the pre-mining evaluation.
Recommendation 2.i. Revise regulations to require rain gages be
located on all mine sites and that monitoring and reporting schedules be
developed.
5.6.b. Each application for a permit shall contain a runoff-monitoring plan which shall
include, but is not limited to, the installation and maintenance of rain gages. The plan
shall be specific to local conditions. All operations must record daily precipitation and
report monitoring results on a monthly basis and any event of one (1) inch or greater
must be reported to the Secretary within twenty-four (24) hours and shall include the
results of a permit wide drainage system survey.
Recommendation 2.a. Revise regulations to require that each
application for a permit contain a sediment retention plan to emphasize
runoff control and minimize downstream sediment deposition during
precipitation events.
5.6.c. Each application for a permit shall contain a sediment retention plan to minimize
downstream sediment deposition within the watershed resulting from heavy precipitation
events (over 0.30 inch per hour). Sediment retentions plans may include decant ponds,
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secondary control structures, increased frequency for cleaning out sediment control
structures, or other methods approved by the Secretary.
Recommendation 1.a. Revise regulations to enhance Hydrologic
Reclamation Plans for all existing, pending and future permits to prohibit
any increase in surface water discharge over pre-mining conditions.
5.6.d. After the first day of October two thousand two all active mining operations must
comply with the requirements of this subdivision. The permittee must demonstrate in
writing that the operation is in compliance or a revision shall be prepared and submitted
to the Secretary for approval within 180 days. Full compliance with the permit revision
shall be accomplished within 180 days from the date of the Secretary approval. Active
mining operations for the purpose of this subsection excludes permits that have obtained
at least a Phase I release and are vegetated. Provided, however, permits or portions of
permits that meet at least Phase I standards and are vegetated will be considered on a case
by case basis.
Recommendation 2.h. Revise regulations to maximize reforestation
opportunities for all types of post mining land uses.
9.1.a. Each surface mine operator shall establish on all regraded areas and all other
disturbed areas a diverse, effective and permanent vegetative cover of the same seasonal
variety native to the area of disturbed land, or introduced species that are compatible with
the approved postmining land use. Reforestation opportunities must be maximized for all
areas not directly associated with the primary approved post mining land use. All
revegetation plans must include a map identifying areas to be reforested, planting
schedule and stocking rates.
Recommendation I.e. Revise regulations to enhance
contemporaneous reclamation requirements to further reduce surface
water runoff.
14.15.a.2. All permit applications shall incorporate into the required mining and
reclamation plan a detailed site specific description of the timing, sequence, and area!
extent of each progressive phase of the mining and reclamation operation which reflects
how the mining operations and the reclamation operations will be coordinated so as to
minimize the amount of disturbed, unreclaimed area, minimize surface water runoff
comply with the storm water runoff plan and to quickly establish and maintain a specified
ratio of disturbed versus reclaimed area throughout the life of the operation
14.15.C. Reclaimed Area. For purposes of this subsection, reclaimed acreage shall be
that portion of the permit area which has at a minimum been fully regraded and stabilized
in accordance with the reclamation pla^-aed- meets Phase I standards and seeding has
occurred. The following shall not be included in the calculation of disturbed area
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14.15.g. Variance - Permit Applications. The Secretary may grant approval of a
mining and reclamation plan for a permit which seeks a variance to one or more of the
standards set forth in this subsection, if on the basis of site specific conditions and sound
scientific and/or engineering data, the applicant can demonstrate that compliance with
one or more of these standards is not technologically or economically feasible and
demonstrate that the variance being sought will comply with section 5.6 of this rule. The
Secretary shall make written findings in accordance with the applicable provisions of
section 3.32 of this rule when granting or denying a request for variance under this
section
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Instructions for obtaining part 3
To obtain part three of this study go to:
http://www.dep.state.wv.us/part%20lll.pdf
Page 1
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Flood Advisory
Technical Taskforce
Runoff Analyses of Seng,
Scrabble, and Sycamore Creeks
June 14, 2002
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EXECUTIVE SUMMARY
Background
The Flood Analysis Technical Team (FATT) in conjunction with the Flood Investigative
Advisory Committee, both enacted by Governor's Executive Order No. 16-01, performed
an investigation evaluating the hydrological aspects of the May and July, 2001, floods in
southern West Virginia. The investigation focused on possible flooding impacts from
logging and mining activities.
Model Development
The study concentrated on peak discharge runoff using comparative analyses. The results
reached in this report provide an indication of the impacts of mining and logging
practices and the consequent behavior of the watershed throughout the July 8, 2001,
storm event.
Watershed Selection
Selection requirements for the study watersheds were based upon acreage, occurrence of
flooding impacts, and industry intervention, i.e., logging and mining disturbances.
Choosing watersheds of limited size reduced the complexity of the study, and more
importantly, the time to completion. Study sites were required to have experienced
flooding impacts from the July 8, 2001, event. Finally, to satisfy the executive order,
logging and mining influences had to be present and quantifiable. From this selection
process, Seng Creek in Boone County, Scrabble Creek in Fayette County, and Sycamore
Creek in Raleigh County were chosen. Seng Creek and Scrabble Creek were analyzed
using runoff comparison methods. Sycamore Creek, which had no significant logging
and mining disturbances, served only as a perspective watershed.
Project Conclusion
Based upon the modeling results, mining and logging did influence the degree of
runoff in the study watersheds. Seng Creek had mining impacts (measured in runoff
volume - ft3/sec.) ranging from -0.2% to 3.0% and logging impacts ranging from 3.9% to
5.9% at the various evaluation points. Scrabble Creek had mining impacts ranging from
9.3% to 21.1%, while logging impacts ranged from 0% to 4% at its evaluation points.
With negligible logging and mining disturbances, Sycamore Creek experienced "out-of-
bank" flows with extensive surface water impacts.
Recommendations to Reduce Flooding Impacts from Mining and Logging
Recommendations are proposed to minimize and limit runoff peaks from future logging
and mining operations. These recommendations focus primarily on improvements
relative to the following watershed characteristics:
• Terrain characteristics and slope of natural undisturbed ground
• Type of mining activity, e.g., Approximate Original Contour vs. Variance
• Extent of mining
• Degree of reclamation
• Extent and type of logging activity
• Degree of post-timbering regrowth
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FATT Runoff Analyses
PARTI
Project Narrative
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Table of Contents
PARTI
I. Introduction 1
II. Objectives and Committee Missions 1
III. Watershed Analysis Methodology 2
a. Introduction
b. Determination of Watershed Study Areas
c. Watershed Hydrologic Model Parameter Development
d. Hydrologic Modeling Methods Evaluation
1. Unit Hydrograph Method
2. Variable Source Area Method
e. FATT's Watershed Model Development Concepts and Concerns
1. Unit Hydrograph Model Development and Use by FATT
f. Watershed Characteristics Used by FATT in Modeling of Watersheds
1. Base Flow Recession in Watershed Model
2. Stream Behavior
3. Watershed Morphology
4. Sedimentation
5. Model Watershed Area or Size
6. Watershed Delineation
g. Watershed Modeling Parameters Evaluated and Utilized by FATT
1. Area or Size of Watersheds
2. Elevation and Slope of Watersheds
3. Aspect and Orientation of Watersheds
4. Watershed Shape
5. Drainage Network of Watersheds
6. Watershed Geology
7. Watershed Lithology
8. Watershed Sediment Transport
h. Modeling Software Utilized by FATT
1. Watershed Software Modeling Capabilities and Limitations
2. FATT Watershed Modeling Procedures
3. Feature Objects Used in the Watershed Modeling by FATT
4. Development and Utilization of Hydrologic Modeling Techniques for
Watersheds Used by FATT
5. NRCS Curve Numbers and Other Model Analyses Input Parameters
6. Model Coverages
7. Drainage Analysis Performed by FATT in Modeling Watersheds
8. Lag Time and Time of Concentration Used by FATT in Watershed
Modeling
9. Precipitation Patterns Within Watersheds Modeled by FATT
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10. Model Hydrology Loss Methods Considered by FATT
11. Unit Hydrograph Method Used by FATT in Watershed Modeling
12. Stream or Drainage Routing Data Used by FATT
13. Basin Outlet Names Used by FATT
14. No Routing at Basis Outlet Nodes Determinations by FATT
15. Muskingum Routing Equation Method Used in the Watershed Modeling
by FATT
16. Storage Considerations Used by FATT
17. Channel Routing Used by FATT
18. Gages (PG) Used by FATT HEC-1 Analysis Within the BOSS WMS
Software
i. FATT's Utilization of HEC-1 Analysis with WMS Modeling
1. Computing NRCS (SCS) Curve Numbers and Runoff Coefficients
2. BOSS'S WMS Modeling Computation Method
3. NRCS Soil Types as Published and Used by FATT
4. NRCS Published Land Use Types or Classifications Used by FATT
5. Channels and Channel Flows as Modeling by FATT
6. Precipitation Events Modeled Within the Watersheds by FATT
7. Uniform Rainfall Concept Used by FATT
IV. Watershed Model Calibration by BOSS RiverCAD Software 38
a. Calibration of Watershed Models with RiverCAD by FATT
b. HEC-RAS Methodology as Used in the Watershed Modeling by FATT
c. Hydrological Assumptions and Conditions Assumed by FATT in Watershed
Modeling in RiverCAD Software and Its Algorithms
1. Steady Flow Water Surface Profiles
2. Sediment Transport and Movable Boundary Computations
3. Steady Flow Water Surface Profiles
4. Cross-section Subdivision for Conveyance Calculations
5. Basic Data Requirements Used by FATT to Model the Watersheds with
RiverCAD
6. Stream Reach Lengths
7. Energy Loss Coefficients Used in the Modeling
8. Manning's Roughness Coefficients
V. Agency Role and Observations 47
a. Mine Drainage System Regulation Overview
b. Overview and On-site Summary of Inspection and Enforcement Program
c. Overview of Division of Forestry Regulatory Program
VI. Summary of Citizens Concerns and Observations 53
a. Public Meeting 1 - Whitesville Junior High School - November 5, 2001
b. Public Meeting 2 - Falls View Grade School - November 8, 2001
c. Public Meeting 3 - Mt. View High School - November 19, 2001
d. Public Meeting 4 - Wyoming East High School - November 26, 2001
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VII. Flood Analysis Technical Team Results 58
Seng Creek Watershed Modeling Scenarios
Scrabble Creek Watershed Modeling Scenarios
Sycamore Creek Watershed Modeling Scenario (Control Watershed)
Seng, Scrabble, and Sycamore Tabulated Results
VIM. Flood Analysis Technical Team Conclusions 70
IX. Flood Analysis Technical Team Recommendations 71
a. FATT Recommendations for Mining and Reclamation Operations
1. Recommendations Resulting from the Technical Analysis
2. Recommendations Resulting Primarily from Observations
b. FATT Recommendations for Forestry Operations
1. Recommendations
c. Additional Areas of Concern Expressed by the General Public and
Recognized by FATT
d. FATT Recommendations for Further Studies
Table 1 - National Weather Service Rainfall Data 75
Table 2 - U. S. Army Corps of Engineers Rainfall Data 76
Table 3 - U. S. Geological Survey Recurrence Interval Data 77
Table 4 - U. S. Geological Survey Provisional Discharge Data 78
Table 5- NRCS Runoff Curve Numbers 79-83
References Cited 84-95
Peer Review Addendum 96-117
PART II
Data Input and Results Summary
PART III
FATT Project Analyses (Refer to the attached CD)
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I. INTRODUCTION
On July 8, 2001, the southern portion of West Virginia experienced major
precipitation events with rainfall totals that ranged up to 6.77 inches south of
Beckley in Raleigh County. The result was disastrous flooding throughout the
southern coalfields that devastated many communities causing widespread
property damage. Many hundreds of homes were damaged or destroyed, as
were many businesses. Counties particularly hard hit were Boone,
Doddridge, Raleigh, Fayette, McDowell, Mercer, Summers and Wyoming.
Most of these counties are in the heart of West Virginia's southern coalfields
and have extensive underground and surface mining activities. Timbering is
also prevalent in this region of the State. This region also experienced other
substantial, yet more localized, flooding events in May, 2001, and on July 25,
2001. In the aftermath of these events there were many concerns raised by
the public and other entities as to the extent that mining and timbering
activities may have exacerbated flood damage. Consequently, Governor Bob
Wise issued Executive Order No. 16-01 creating a Flood Investigation
Advisory Committee and a Flood Analysis Technical Team to focus
specifically on the impacts of the mining and timbering industry on the July
8th flooding.
II. OBJECTIVES AND COMMITTEE MISSIONS
The overall objective of the Governor's executive order and this undertaking
is to investigate the scientific and hydrologic cause of the flooding events
which occurred in May and July, 2001, and to further assess the impact on
flooding from current and past methods of coal mining and timbering in the
affected counties and watersheds.
The Flood Analysis Technical Team (FATT) is comprised of professionals
within the Department of Environmental Protection (DEP), Division of Mining
and Reclamation (DMR) and operates under the general guidance of the
Director of DMR. Members of the technical team include: Jim Pierce, Mike
Reese, John Vernon, John Ailes, and Ed Griffith. The Technical Team was
given the mission to prepare a report for the Secretary of DEP addressing
the cause of the floods of May and July 2001, and specifically tasked with the
following duties:
• Provide technical assistance and research support to the Secretary
• Investigate alternative mining or forestry practices if such current
practices are found to have had a deleterious impact on peak water
flows in affected watersheds
• Propose recommendations to the Secretary of the Department of
Environmental Protection
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The Flood Investigation Advisory Committee was created through the
executive order and consists of not less than sixteen members, twelve of
which were appointed from the public. The Secretary of the DEP and the
Administrator of the Division of Forestry or their designees serve in an ex-
officio capacity. The Advisory Committee was assigned the following duties:
• Assist and support the investigation of the scientific and hydrologic
cause for the flooding of May and July 2001
• Assist in the determination of the effect and, if any be found, the
impact on the flooding from current or past methods of coal mining
and timbering practices in the affected counties and watersheds
• Provide assistance to the Flood Analysis Technical Team
• Retain or hire such hydrological, forestry, mining, or meteorological
experts, as it deems necessary to assist it in reviewing any draft
technical assessment prepared by the Flood Analysis Technical
Team
• All such other general powers deemed necessary and proper to
assist it in carrying out its particular duties under Executive Order
No. 16-01
WATERSHED ANALYSIS METHODOLOGY
A. Introduction
Immediately after the July 8, 2001, floods, DEP initiated reconnaissance
investigations of all mining and mining related sites located in the southern
counties of West Virginia that had been impacted by the July 8, 2001,
flood event. In addition to documenting the flood damage and high-water
marks, DEP contacted the following agencies and obtained pertinent
information concerning the July 8, 2001, storm event:
• National Oceanic and Atmospheric Administration (NOAA)
• National Weather Service (NWS)
• U.S. Army Corps of Engineer - Huntington District (COE)
• Office of Surface Mining Reclamation and Enforcement (OSM)
• United States Geological Survey (USGS)
• United States Department of Agricultural (USDA) Natural
Resources Conservation Service (NRCS)
DEP contacted the NWS and was informed that there were three separate
storm events that entered the southern counties of West Virginia and
caused the flooding of July 8, 2001. The unofficial, non-certified,
precipitation measurements that had been gathered by NWS for the July
8, 2001, storms are shown in Table 1.
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NWS noted that prior to the flood event of the July 8, 2001, rivers and
small streams were at normal to slightly below normal flows. Antecedent
soil conditions in the region were normal to dry. This information was
verified by DEP communications with the COE, USGS, and NRCS West
Virginia offices.
The NWS county flash flood guidance values for Boone, Fayette,
Kanawha, McDowell, Raleigh, and Wyoming, from the morning of July 8,
2001, ranged from 1.8 to 2.9 inches of rain. These guidance values are
the precipitation amounts that would cause flooding problems in three
hours. Some rainfall amounts generated by the storm events exceeded,
or were just under the rainfall total.
The COE, Huntington District, provided to the DEP a precipitation
comparison chart of storm events for the Huntington district that included
the counties of southern West Virginia. This precipitation data was from
NWS cooperative observers and NWS stations, COE project gages, and
satellite gages. The COE noted that some of the precipitation data was
not verified and the flooding had impacted some gages and these values
could not be verified. (Table 2).
The West Virginia Geological Survey and the USGS provided to the DEP
provisional recurrence intervals of locations flooded by the July 8, 2001,
storm event. (Table 3). They also informed DEP of their efforts to
determine the peak discharges of the streams on July 8, 2001, where the
flooding had compromised or destroyed their stream gaging stations.
Probably the most misunderstood term with regard to flooding or storm
events is recurrence interval. The recurrence interval of a flood or storm is
defined as the average number of years between a flood or storm event of
a given magnitude and any equal or larger flood or storm event. For
example, over a time period of a thousand years, the ten-year flood or
storm event would be the flood or storm event which was equaled to or
exceeded one hundred times, or an average interval of ten years. Some
people erroneously believe that if a one hundred-year flood or storm event
occurs this year, it will be a hundred years before another flood or storm
event as large or larger occurs. Unfortunately this is not true. If a one
hundred-year flood or storm event occurs this year, a larger flood or storm
event may occur next year and a still larger flood or storm event the next.
The point to remember is that the recurrence interval for flood or storm
event is based on a statistical average of events that have occurred, not
on advance knowledge of what will occur.
B. Determination of Watershed Study Areas
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The first task assigned to FATT was to determine which watersheds to
analyze. FATT determined that three watersheds that had been impacted
by flooding should be studied. Of these three watersheds, two had to be
representative of flood-impacted watersheds that contained surface coal
mining and logging operations. The third watershed would be a
watershed with no mining or logging operations within the last 10-20
years.
FATT determined from the beginning that the hydrologic modeling of the
watersheds would be of same or similar types in order to obtain accuracy
in the model similitude. This was to be achieved by comparing the
watershed characteristics and only model the watersheds that were the
same or similar in characteristics. The characteristics used to determine
which watersheds to model were:
• Area or size (less than 5,000 acres)
• Topography (elevation and slope)
• Climate
• Meteorological event
• Vegetation type and density
• Soil type, soil depth, moisture content
• Watershed morphology and geomorphology
• Land use (urbanization, mining, logging, forest, etc.)
• Stream flood plain and floodway dimensions
• Stream profile
• Geology
• Stream roughness and characteristics
• Watershed elevation range
• Stream drainage networks or patterns
• Base flow characteristics
• Lithology of strata within the watershed
• Watershed aspect
• Watershed orientation
• Watershed shape
• Streams associated with heavy sediment transport
• Streams associated with frequent debris blockage
• Streams affected by back pooling of other streams
• Watersheds that had major forest fires within them in the last
ten years
FATT reviewed relevant data available for watersheds impacted by the
flooding on July 8, 2001, in the southern counties of West Virginia. After
the data review and field and aerial inspections by DEP, a general list of
watersheds that could be evaluated within the scope of the study was
developed. Based on this information, FATT decided to isolate the
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watershed modeling to the single storm event that developed and
progressed through Boone, Clay, Kanawha, western Fayette, and western
Raleigh Counties. This limited the hydrograph modeling to a single NRCS
Type II storm front that could readily be delineated, measured, and
accurately mapped by certified doppler radar images from the NOAA
National Weather Service station at Charleston, VW. The certified doppler
radar images had been "ground-proofed" and validated by the NWS, COE,
USGS, and other authorized cooperative observation weather stations
before NOAA would publish the certified precipitation measurements.
The other critical characteristics relative to runoff modeling were that the
watersheds had to have current regulated mining and reclamation and
logging operations within the watersheds. Included with this was the
topography (elevation changes and slope), stream drainage network or
pattern, geology and lithology of watersheds, watershed size, lack of
frequent debris blockages and back pooling from other streams, soil types,
soil depth, soil moisture content, and other parameters. FATT determined
that the ability to achieve hydrologic model similitude would be achieved
by modeling Seng Creek in Boone County, Scrabble Creek in Fayette
County, and have a "control" watershed in Sycamore Creek in Raleigh
County.
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WATERSHED STUDY AREAS
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One significant parameter noted in the hydrologic modeling of Seng Creek
and Scrabble Creek was the different post-mining land configurations.
Seng Creek's surface mine was a typical mountain top removal with an
approximate original contour (AOC) variance and large excess disposal
structures in the hollows. Scrabble Creek's mining operation was a
mountain top removal operation with the topography restored to AOC with
large excess disposal structures in the hollows.
C. Watershed Hydrologic Model Parameter Development
To develop the hydrologic model for each watershed, FATT interviewed
residents at approximate 500' intervals along the stream from the mouth of
Seng and Scrabble Creeks to the surface mine sediment control structure
discharge outlets. These individuals denoted the highwater marks of the
flood on July 8, 2001, at those locations. E. L. Robinson, Inc., surveyed
stream channel cross-sections every 500' on the main stream reaches of
Seng and Scrabble Creek up to and including the cross-sections of the
primary mine sediment control structure outlet within the stream reach. All
documented highwater marks of the July 8, 2001, flood were located and
included in the survey. All permanent bridges and culverts in the
watersheds that were not destroyed by the flooding were located and
dimensions and elevations were obtained at the inlet, outlet, and a point
approximately 200 feet upstream and downstream of the structures. E. L.
Robinson, Inc., surveyed control sections at specified locations along
Sycamore Creek.
In correspondence with the USDA NRCS West Virginia State
Conservationist, Hydrologist and Soil Scientist, it was determined that
prior to and including the day of the storm event (July 8, 2001) an
antecedent moisture condition of II should apply and that the storm
distribution event as determined by the NRCS Technical Reports was a
normal Type II storm distribution. The NRCS established runoff curve
numbers for surface mine areas in March of 1990 and these values are
available to the public in the NRCS Engineering Field Manual. The soil
scientist and hydrologist for the West Virginia NRCS recommended to
FATT that the official published county soil survey and runoff curve
numbers be used in the development of any hydrologic analysis of surface
runoff in watersheds located in southern West Virginia. These published
NRCS soil types and groups, values, runoff curve numbers, land
classifications, and land use descriptions were used by FATT in its
evaluation of the studied watersheds.
The land cover description, land cover type and hydrologic condition,
hydrologic soil group, and the runoff curve numbers that were provided to
DEP are included in Table 5.
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D. Hydrologic Modeling Methods Evaluation
FATT, with consultation of Federal and State agencies, determined that
two fundamentally different approaches have been developed and utilized
to describe, analyze, and provide the basis of watershed hydrologic
analyses. These are the unit hydrograph method and the variable source
area concept.
1. Unit Hydrograph Method
The classic approach to evaluating runoff in the short term is the
engineering oriented unit hydrograph based on the relationship
between precipitation intensity and infiltration during a storm. The unit
hydrograph, focuses on the observation that the unit hydrograph is
produced by surface runoff or overland flow that occurs because
precipitation intensity exceeds infiltration capacity. Introduced first, the
unit hydrograph and its attendant methods for hydrograph separation
(into storm flow and base flow, primarily) currently dominate the
engineering approach to watershed hydrology analyses. Based on
several important assumptions, the unit hydrograph and its associated
analytical methods have considerable utility in providing a means for
precisely and in reliable replicated fashion analyzing assumptions
themselves. It provides insight into the nature of the runoff process, as
well as a means of evaluating and predicting stream behavior within
the watershed with historic storm events and synthetic storm events.
2. Variable Source Area Method
Here is where the distinction between storage and process begins to
break down; this concept embraces both elements. Runoff is the result
of interaction of a rainfall (or snowmelt) event and numerous different
types of storage over the entire watershed. This gives rise to the
variable source area concept, which recognizes the three-dimensional,
dynamic nature of the runoff process, along with the knowledge that
that process is in no way a simple one. The concept was initially
named and presented by Hewlett and Hibbert who, after pointing out
that "hydrograph separation is one of the most desperate analysis
techniques in use in hydrology", noted that:
Stream flow is generated chiefly by processes operating
beyond perennial stream channels, [that] the yielding
proportion of the watershed shrinks and expands
depending on the rainfall amount and antecedent
wetness of the soil, [and] the concept that stream flow
from a small watershed is due to shrinking and
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expanding source area - the variable source area
concept - grew out of studies of the drainage of sloping
soil models at the Coweeta Hydrologic Laboratory.
Prior to that, Betson had reported that "runoff originates from a small
but relatively consistent, part of the watershed," but that, in apparent
contradiction thereof, there seemed to be variable portions of the
watershed that contributed runoff at different times during storms. In a
subsequent study, Betson and Marius (1969) had reported that the
area contributing runoff was definitely not constant and the "variation in
the depth of the topsoil caused a heterogeneous runoff pattern".
Variable source area is, in many ways, more difficult to comprehend
than is the unit hydrograph method. It demands a conceptualization of
the entire watershed. Ultimately, therefore, it demands synoptic,
critical analysis of all the relevant factors affecting runoff from the
drainage basin. Of special importance is consideration of the
watershed's response to water input under a given set of antecedent
moisture conditions. Essentially, all of the factors that affect the
movement and storage of water must be within the conceptual
boundaries for analysis of the watershed by the hydrologist. They are
the underpinning of an ecological approach to the hydrologic analysis
of the watershed.
E. FATT's Watershed Model Development Concepts and
Concerns
1. Unit Hydrograph Method Development and Use by FATT
Introduced by Sherman (1932), the unit graph or unit hydrograph
represents on paper the combined surface and subsurface runoff
("storm flow") from each separable segment of a watershed. It is a
specialized case of the storm hydrograph, the pulse response of
the watershed to the water input. This information was ascertained
by field observations of hundreds of watersheds within the United
States that resulted in the empirical equations that were used to
develop the principles for the unit hydrograph and its associated
equations relative to soil types and hydrologic soil conditions, land
use, and land cover. This methodology led in the direct
development by the Soil Conservation Service (SCS) of equations
to determine curve numbers for defined soil types, soil hydrologic
groups, land uses, and cover types within specific topography
ranges. Wisler and Brater continued this work and provided a
succinct statement of the principles of unit hydrograph theory:
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• A unit hydrograph is a hydrograph of surface runoff resulting
from a relatively short intense rain, called a unit storm
• A unit storm is defined as a rain of such duration that the
period of surface runoff is not appreciable less for any rain of
shorter duration. Its duration is equal to or less than the
period of rise of a unit hydrograph, that is, the time of the
beginning of surface runoff to the peak. For all unit storms,
regardless of their intensity, the period of surface runoff is
approximately the same.
• A distribution graph is a graph having the same time scale
as a unit hydrograph and ordinates, which are the percent of
the total surface runoff that occurred during successive,
arbitrarily close, uniform time increments. Alternative and
interchangeable units for the ordinates are cubic feet per
second per square mile per inch of surface runoff. The most
important concept involved in the unit hydrograph theory is
that all unit storms, regardless of their magnitudes, produce
nearly identical distribution graphs.
The basic assumptions underlying the unit hydrograph theory are:
• The contribution of each watershed segment does not
interfere with the runoff from other segments
• That the runoff contributions from all the units are additive
(Singh 1976). The unit hydrograph is a valuable analytical
and educational tool. Its analytical value is particularly
useful in determining storm-designed facilities such as
culverts, reservoirs, and flood control works and analysis of
small to medium watershed surface runoff response time
(Dunne and Leopold 1978).
Linsley, Kohler, and Paulhus (1949) point out that consideration of the
unit hydrograph "leads naturally to the hypotheses that identical storms
with the same antecedent moisture conditions produce identical
hydrographs." Proportionality exists between various measurable
parameters of the hydrograph (e.g., height, length and rainfall duration)
and, since the recession or falling limb is asymptotic to zero, and its
rate of fall and duration are functions of its initial value (related or equal
to the peak flow), the integration of the area under the hydrograph,
which is volume of flow (cubic feet per second times time in seconds)
will also be proportional to the storm's parameters.
Current watershed studies have shown that the ratio of storm
hydrograph height to length is a constant, that peak flow is a function
of rainfall excess, that the recession or falling limb has a characteristic
and constant shape, and that the unit hydrograph may be used for
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separating storm flow from base flow in order to achieve the foregoing
measurements. In the event of accretion to groundwater during the
storm, previous knowledge concerning the isolated runoff causing
event's unit hydrograph may be useful in separating storm flow and
base flow during these more complex periods as well. However, many
times, it is necessary on ungaged watersheds for the hydrologist to
calculate and determine the base flow using watershed modeling
software. This watershed modeling methodology is comparative to the
procedure that FATT used to analyze the ungaged study watersheds.
The unit hydrograph method works best for a relatively compact
watershed with no major channel or groundwater storage, and hence
may be used for watersheds under about 2000 square miles of area. It
is best if the rainfall duration modeled for the watershed is
approximately one-fourth the watershed basin lag (the time between
the centroid of precipitation and the occurrence of the peak discharge)
(Linsley, Kohler, and Paulhus 1949). On occasion, application of the
unit hydrograph theory has been extended to larger and more complex
watersheds and even to groundwater hydrographs. However, FATT
chose watersheds that were less than 2000 square miles and did not
have complex inter-basin water exchanges or complex groundwater
situations contained within the watershed boundaries.
Smoothed, the plot of discharge (or head) over time is an
oversimplified representation of a single storm event in a stream's
history. In fact, a stream gage provides data to plot such a curve.
Such plots of discharge versus time demonstrate the following:
• The curve assumes a characteristic shape for a given
watershed, (i.e., delta shaped, linear, etc.)
• Further understanding of the runoff processes on that
watershed becomes possible
• Runoff response is affected when land use, cover type,
topography, stream alterations, or other runoff-affecting
factors are altered
The hydrograph is a complex integration of runoff from each sub-basin
or portion of the watershed that contributes to the peak flow, as well as
an integrator of all the factors that affect it (American Society of Civil
Engineers 1949). Violation of the assumptions underlying the
hydrograph method provide the range of limitations of its use, the most
common violations are:
• The storm does not uniformly, instantaneously, and
completely cover a sub-basin and/or watershed analyzed
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• The storm moves in an orientation to the watershed that will
result in a considerable impact of the shape of the resultant
storm hydrograph (i.e., moving at an angle greater to angle
of 45 degrees to the main stream reaches of the sub-basins
and/or watersheds, or up or down the main axis of the sub-
basins and/or watersheds)
• The most commonly occurring natural violation is that the
outflow from one watershed unit does not interfere with the
outflow from another watershed unit nor does the pooling
effect of one watershed unit impact another watershed unit
The measurements associated with the sub-basin and watershed
hydrographs are empirical or incomplete approximations of the true
and full relationships between many influencing parameters. However,
there remains some very useful application of unit hydrograph theory in
the hydrologic modeling of sub-basins and small to medium
watersheds.
The DEP FATT used the unit hydrograph method in the hydrologic
analysis and modeling of sub-basins and watersheds in order to
predict peak flows of the historic storm event of July 8, 2001, and
synthetic storm events based on a 25-year/24 hour and a 10O-year/24
hour storm. FATT then compared the watershed hydrological
modeling results with actual field surveyed high water marks of the
July 8, 2001, flood in the watersheds studied.
F. Watershed Characteristics Used by FATT in Modeling of
Watersheds
On an impervious watershed surface with constant slope, area, soil
type and roughness (minute depression storage as well as resistances
to surficial laminar flow), the peak flow will be a function of precipitation
intensity and can be calculated. As with the situation with the unit
hydrograph, one must make assumptions concerning the areal extent
of the storm and the time-distribution of the precipitation. Normally, the
hydrologist makes the assumption that the watershed is instantly,
uniformly and completely covered by precipitation (rainfall) that has a
constant rate from start to finish for the storm event. This modeling
assumption makes the hydrologic model solution easier, and any
deviation from such assumed uniformity complicates the solution.
Time of concentration is defined as the time necessary for a
precipitation event to cause runoff in a given watershed. This is the
period that is necessary for saturation of the surface in the sub-basin
or watershed to occur.
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Additional complicating hydrologic modeling factors include:
• Presence of groundwater storage
• Varying subsurface runoff
• Length of time between storms
• Nonuniformity of watershed
• Temperature
• Aspect
• Slope
• Type of vegetation
• Season
• Stream alteration
• High turbidity or excess sediment transport
• Channel scouring and associated sediment transport
• Stream alteration do to land mass slips into the stream
• Debris or damming of restrictions of flow with the stream
reaches
• Climatic seasons
These factors influence evapotranspiration, stream reach discharge
rates, peak discharges and the hydrologic season and the response of
surface runoff to existing hydrologic conditions and their variables.
The potential for variability in sub-basins and watersheds during storm
events requires:
• The acceptance of unmeasureable influences
• The need for estimation by more than one technique, and/or
• The identification and elimination of the influence of minor or
insignificant variables relative to the modeling of the sub-
basins and/or watershed
Of primary importance is the presence or absence of groundwater
storage and its possible contribution to peak discharge of surface
runoff during storm events. This effect is important for hydrologic
modeling of small to medium size watersheds, such as the watersheds
chosen by FATT. For this reason, much of the early peak flow
determination work as performed by other researchers was done with
"small" sub-basins or watersheds; those that have, by definition
(Chow, 1964), a drainage area of less than 100 square miles.
1. Base Flow Recession in Watershed Model
If, during the runoff event, there is an accretion to groundwater, or
there are more than one-storm pulses, then a complex hydrograph
will result. However, FATT was able to select watersheds in which
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there was a single thunderstorm event that could be tracked over
the watersheds, which resulted in the flooding, and the accretion
was approximately equal to zero. Base flow recession analyses
was carried out on clearly separate storms, therefore a more
complete ability in the hydrologic analysis resulted in the protection
of the base flow recession and storm flow. This resulted in FATT
being able to clearly delineate the effects of base flow from the
runoff resulting from the storm event.
2. Stream Behavior
The parameters associated with a high intensity storm event or a
flash flooding event have been modeled by researchers, but have
yet to be refined and determined to be reliable. It is possible that
select sections of a sub-basin or small watershed can be modeled
that have limited impact from stream alteration, channeling,
scouring, high turbidity, excessive sediment transport, debris
blockage, damming of the stream reaches and other unknown
parameters. FATT recognized and addressed these limitations of
modeling of the sub-basins and watersheds chosen for the case
studies in the early development of historic data for said sub-basins
and watersheds. Subsequently, FATT determined and used only
those stream reaches that had minimum impact by these and other
factors that would influence the historic watermarks associated with
the flood event that occurred during the flood events of July 8,
2001, to calibrate and validate the hydrologic models.
3. Watershed Morphology
In southern West Virginia the watershed hydrology, in addition to
natural geomorphology, is altered by man-made structures in the
watersheds analyzed by FATT. Man-made structures that
influenced the morphology of the watershed included:
• Filling in of the natural flood plains and stream channels with
material
• Alterations of stream channel cross-sections
• Removal of dense, deep-rooted vegetation from natural
stream banks, making them easily erodible and subject to
stream alteration and channel scouring
• Removal of streambed gravel to use in construction
• Construction of structures in the normal floodplains of the
stream that were displaced by the flood waters and in many
cases resulted in debris blockage and resulting in flooding of
the streams
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• Undersized culverts and bridges whose cross-sectional area
did not allow for the adequate passing of the flood event
stream discharge and thus caused flooding at that point and
upstream of that point until said structures failed or were
overtopped by the flood waters
• Trash, debris, and unwanted items (i.e., car parts,
appliances, etc.), that were in the normal floodplain and
when flooding occurred they were lifted up by the flood
waters and were moved a point where they caused debris
blockage and/or damming until the flood waters forced the
blockage to break or the flood waters went over and/or
around said blockage
4. Sedimentation
In geomorphology, there are many theories, classification, and
details of the aggradation and erosion processes that sculpt the
sub-basin and watershed landscape. Major, broad-scale geologic
processes are those by which the land surface is lifted and
prepared for the processes that wear it down. Locally, aggradation
occurs when the stream velocity is diminished such that the water
can no longer carry large sized particles. This process is called
sedimentation. The process where sediment is suspended in water
is commonly referred to as sediment transport and is associated
with many variables such as lithology, water temperature, stream
velocity and other unknown factors. Due to these unknown
variables, FATT chose not to include the analyses of sediment
transport associated with the July 8, 2001, flood event.
5. Model Watershed Area or Size
Past research has made numerous attempts to define a "small
watershed", either by actual size (e.g., 100 square miles) or
function (e.g., response to precipitation inputs), or types of storage
(e.g., no groundwater storage). Some runoff calculation formulas
specify a watershed size limit.
The Runoff Committee of the American Geophysical Union stated
that:
From the hydrologic point of view, a distance
characteristic of the small watershed is that the effect of
overland flow rather than the effect of channel flow is a
dominating factor affecting peak runoff. Consequently, a
small watershed is very sensitive to high-intensity
rainfalls of short duration, and to land use. On larger
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watersheds, the effect of channel flow or the basin
storage effect becomes very pronounced so that such
sensitivities are greatly suppressed. Therefore, a small
watershed may be defined as one that is so small that its
sensitivities to high intensity rainfalls of short duration
and to land use are not suppressed by the channel
storage characteristics.
Chow's (1964) definition is based upon a combination of the
function and response concepts, specifically, the interaction of
rainfall intensity and channel storage. This definition is fine in
principle because it is a "floating" one rather than being specifically
tied to some arbitrary, finite area. However, the definition is
untenable in that it uses overland flow, which is runoff over the
surface of the soil before becoming channelized. Generally
overland flow is not a natural feature of non-urban hydrology.
Recognizing that there are broad groupings of factors that affect
runoff and storage extending from the large-scale atmospheric and
climatic factors, through weather, hydrographic, geomorphic/basin,
soils-vegetation/land use, and channel/groundwater storage
factors, FATT chose to define a small watershed as follows:
A small watershed is one where channel and
groundwater storage is not sufficient to attenuate or
contribute to a flood peak primarily influenced by weather
and land use.
6. Watershed Delineation
Watersheds are often not immediately discernible from a map or on
the ground. The first step in watershed analysis is to identify the
watershed outlet (lowest point or base level) on a map or computer
model. Once the watershed has been identified, a number of
parameters can be calculated that aid in describing and quantifying
the characteristics of the watershed. The determination of several
watershed parameters provides information that is useful in making
decisions about how to manage the watershed in addition to simply
describing it.
As implied in the definition of "watershed", the area of the drainage
basin level can be identified on a topographic map. Most common
of these maps are the quadrangle sheets and digital elevation
models (OEMs) issued by the U.S. Geological Survey. These
maps typically cover 7%, 15, or 30 minutes of arc (scale units 1 =
24,000, 62,500, and 125,000, respectively), and show streams,
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wetlands, forest vegetation, and several cultural features in addition
to the contours. Other sources of maps for modeling are those
generated by aerial photogrammetry, remote sensing imagery, and
Light Detection And Ranging techniques, known as LiDAR.
Cultural features, include useful surveying details, such as latitude
and longitude, map names, and, where appropriate, boundaries
that are marked on the ground, benchmark elevations, and
elevations of peaks and water bodies, mine boundaries, logging
boundaries, urbanization extent, etc., can be established by remote
sensing imagery, airborne scanning laser altimetry (LiDAR), aerial
photography, etc.
Unfortunately, the topographic boundary (divide) of the watershed
as determined may not be the true hydrologic boundary. The
watershed may be larger than indicated by the topographic divide
because waters are diverted into it by a phreatic divide outside the
watershed topographic boundary drawn on the map. The absence
of non-conforming topographic and phreatic divides were field
verified by FATT. Their determination resulted in FATT utilizing the
topographic divides as the boundary for the watersheds studied.
FATT used various sources for watershed boundary delineation.
LiDAR and USGS DEM sources with field verifications enabled
proper watershed boundary delineation.
G. Watershed Modeling Parameters Evaluated and Utilized by
FATT
Upon establishing the watershed boundary, several watershed parameters
were determined by FATT. Those included watershed size with the
associated feature aspects of elevation (maximum, minimum and mean
values). Other watershed parameters considered were distribution of
elevation, aspect, orientation, perimeter length, shape, and drainage
network patterns. The following physical parameters were used in
evaluating hydrologic characteristics.
1. Area or Size of Watersheds
Watershed area and size is important in order to estimate water resource
parameters such as total annual yield and flood potential, and to evaluate
land use measures that control water quality, quantity, or regime. Most
importantly, size is an essential consideration in the initial evaluation of a
watershed's hydrologic behavior. The hydrologic modeling analyses of
the watershed by FATT were performed on watersheds of similar size.
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The area of a watershed may be determined by any of several methods.
FATT used a computerized area measurement system. While it is
recognized that a good portion of the watershed is, in all likelihood, on a
slope, the area that is reported is the horizontal projection of the
watershed boundary.
FATT recognized the importance in differences in land use, land cover,
topography, watershed area, and groundwater storage reservoirs. These
parameters were tested for their sensitivities in the FATT models.
In terms of runoff per unit area, the peak flow is lower and later on larger
watersheds. Small watersheds are said to have "flashy" hydrologic
behavior, that is, they exhibit higher high flows and lower low flows.
Calculation of the ratio of maximum to minimum flows reveals higher ratios
on small watersheds, an interesting but unstandardized measure of
"flashiness."
2. Elevation and Slope of Watersheds
Elevations of specific points on a watershed may be read directly from a
topographic map and interpolated/extrapolated for other points, or
calculated by the modeling software. Slope is simply the gradient, or
vertical difference between two points whose elevations are known divided
by the horizontal distance between them. Elevation is important because
precipitation generally increases with increasing elevation due to an
orographic effect and slope is important because it is a prime factor in
infiltration capacity. Combined with elevation, slope can be an important
factor in orographic effects, and combined with aspect, slope is also
important in insolation considerations that play a role in
evapotranspiration. Generally, as slope increases, so does precipitation
flow velocities.
3. Aspect and Orientation of Watersheds
Aspect is the direction of exposure of a particular portion of a slope,
expressed in azimuth (0-369°, compass bearings (e.g., N 47°E) or the
principal compass point (N, NE, E, SE, etc.). Orientation is the general
direction of the main stem of the stream on the watershed. A watershed
with an east-west orientation is likely to have slopes that are
predominantly north and south in aspect.
Aspect is an especially important feature of the watershed in view of
insolation. A 45-degree south-facing watershed at 45°N presents a
surface that is parallel with a horizontal surface at the equator and
perpendicular to incoming radiation. In most situations, the rays of the sun
have a greater length of travel through the atmosphere which attenuates
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their intensity. For example, at the summer solstice, with the sun at its
maximum northerly declination of 23%°, the 45° south-facing slope at
45°N latitude and the horizontal surface at the equator receive nearly the
identical amount of radiation. At certain times, the south-facing slope is
certain to be a great deal dryer, have greater evapotranspiration, and
therefore support more xerophytic vegetation than other nearby slopes.
Conversely, north-facing aspects will tend to be cooler, have vegetation
typical of more northern locations, yield greater annual runoff, and exhibit
more flashy runoff behavior.
The overall effect of aspect is that highly insolated (exposed to sunrays)
facets are likely to have lower average annual runoff than other portions of
the watershed. Soils, if well developed, may increase water holding
capacity, resulting in more sustained low flows, and have ample storage
for attenuating flood peaks. Runoff will therefore tend to be less flashy as
well. The reverse is likely to be true for aspects with lower isolation.
4. Watershed Shape
The shape of the watershed can have a profound effect on the hydrograph
and stream behavior, particularly from small watersheds, and especially in
relation to the direction of the storm movement. Watershed shape has a
distinct influence upon the time of concentration. Consequently, time of
concentration can be used to aid in studying the effects of watershed
shape on the hydrograph and on stream behavior.
The combination of watershed shape and direction of storm movement is
important. For example, if the rainstorm moves down the watershed over
a 1-hour time period, the peak will be very high because the upper
reaches of the watershed will be contributing runoff to the peak at the
same time as the storm is over the outlet of the watershed. Conversely, if
the storm moves up the watershed, the peak will be greatly attenuated.
Watershed shape has no obvious effect on average annual water yield.
The primary effect of watershed shape appears to be its influence on the
peak flow during a rainstorm on a small watershed. If storage on the
watershed is limited, and there is considerable influence of shape on the
magnitude of the peak, then the minimum flow might be affected as well.
Such an effect is most likely in the extreme case, for example, where the
watershed is long and narrow and exhibits little or no groundwater
storage.
In extensive studies on models, watershed shape did not have as great an
effect on peak flows as other characteristics such as slope or soil depth,
and it may be dominated by direction of storm movement, antecedent
moisture conditions, precipitation inputs, or other factors (Black 1972).
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Time of concentration (in this case, time from start of precipitation until the
peak flow occurs) was not affected by direction of storm movement, but
the lag time (time from start of precipitation until stream starts to rise), and
storm peak magnitude was affected dramatically.
Consideration of watershed shape is likely to be important when
considering the effect on peak flows and regime from a portion of a
watershed dependent upon its location in the larger watershed of which it
is a part. Thus, for example, increased runoff from a small, logged
watershed may have a different effect on the peak from a larger
downstream watershed (within which the logged area is nested)
dependent upon where the logged area is within the larger watershed.
5. Drainage Network of Watersheds
The drainage network of a watershed is the system that collects the water
from the entire area and delivers it to the outlet. It includes the subsurface
and surface drainage. In most cases, the entire drainage network is not
revealed to the hydrologist, while the surficial stream drainage pattern is.
The pattern of streams is only the surface manifestation of that larger
system, and may carry a widely varying percentage of the total runoff.
Most of the research into drainage networks has actually been directed at
this surface portion; it is readily discernible on the map, can be measured
and characterized, and can be described both numerically and verbally.
Initial evaluation of drainage networks was on the basis of stream order
designated by 1, 2, 3, etc. A stream of order 1 has no tributaries; a stream
of order 2 has tributaries of order 1, and so on. In the European system, a
Class I stream is the main stem of the drainage, discharging directly to the
ocean or a large water body. Class II streams are major tributaries to
Class I, and Class II are minor tributaries discharging into Class II
streams. Wisler and Brater (1959) point out that the original method of
designation of using "I" for the smallest tributary, and working downstream
assigning the next higher number when two tributaries of the like number
join. The method is not conducive to comparative uses, or to calculations
as shown. A major difficulty with stream order is that streams of different
class may have different flow magnitudes because they have different
tributary systems. Conversely, streams of the same class can drain
watersheds that are considerably different in size dependent upon which
magnitude of stream is designated "Class 1," thus making it difficult to
compare or generally inventory the classes. Morton's system of stream
order designation commenced at the tributary level (Class I) and the
number increased as more and more tributaries were involved, thus, the
higher the number assigned to the main stem, the larger the watershed
and the greater the number and extend of its tributaries (Linsley, Kohler,
and Paulhus 1949). Strahler (1957) modified the system to apply to
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segments of streams between confluences. A great deal of research has
been done on stream development theory, network evolution, bifurcation
ratios, and relationships between drainage network and geology. While
stream order has been shown to be related to other basin characteristics,
no expression of stream order has been consistently or usefully related to
runoff behavior.
Verbal description of the surface drainage pattern has not been
formalized, but geomorphology tests typically refer to drainage patters in
terms that are derived from describing leaf venation, fruit- or tree-forms, or
other well-recognized formations. Thus the names: dendritic, palmate,
pinnate, wye, trellis, radial, and annular are among those most often used.
According to laboratory studies on watershed models, drainage pattern
appears more important than drainage density in influencing peak flows
and lag times (Black 1972).
Streams are classified in geologic texts as being influent, effluent, or
intermittent. The influent stream provides water to the groundwater
storage. The effluent stream conveys water from groundwater storage
year round: this is the so-called permanent, or perennial stream.
Ephemeral streams flow immediately following runoff-causing events,
especially in arid climates; the bed may dry up rapidly, even following
torrential runoff (Strahler and Strahler 1973). Intermittent streams, which
also may flow immediately following a runoff-causing event, provide water
to perched water table or to deep seepage. Standing on the bank of a
stream that is flowing one moment and disappears into its bed the next, it
is impossible to determine whether the stream is intermittent or ephemeral
by its appearance. A watershed may exhibit any of these classes in
different reaches of the stream.
Watershed characteristics have an effect on runoff behavior from small
watersheds. An understanding of the impact of those characteristics on
stream behavior is essential to successful hydrologic analyses and
modeling of watersheds. These aspects were evaluated when choosing
our study watersheds.
6. Watershed Geology
The most important geologic property in considering a watershed's
hydrology is its soil. The type of soil determines its infiltration rate and its
porosity; that is, how quickly the soil can absorb water and how much
water the soil can hold per foot of depth, respectively. Sand, gravel, loam,
and peat soils have high infiltration rate and high porosity, while rocky or
clay soils have low ones. Those soils with high infiltration capacity and
high porosity will contribute less to flooding, since they absorb and retain
more rainfall than other soils. It should be noted here that since the
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infiltration rate is usually a fraction of an inch per hour at most, neither
infiltration nor porosity are significant factors except when discussing
rainfalls of low intensity and long duration which are those that cause
worse flooding on large watersheds.
Also important for soils of any given type is the depth of soil. The depth of
soil determines the total capacity of storage available. This simply means
that, for a given type of soil, a watershed where the soil is deep can hold
much more moisture than one where the soil is shallow. The total
moisture-holding capacity of a soil is important because when this storage
volume has been filled with water, no further moisture falling on or running
over the surface will be absorbed. This indicates that the potential
decrease in floodwater volume is roughly proportional to the depth of the
soil for a given soil type.
7. Watershed Lithology
Associated with a watershed's geology is the lithology of the strata in the
watershed and its ability to resist erosion and thus decrease
sedimentation. Sedimentation denotes the processes of erosion,
transportation, and deposition. Erosion consists of detaching soil or rock
particles and moving them to a channel in which they may be transported.
Erosion may be caused by the impact of raindrops or by a combination of
drag and lift forces on soil particles resulting from the fluids motion.
The regulated surface mining and logging operations likely minimized
some sedimentation impacts in the watersheds by virtue of compliance
with the rules and regulations enforced by that specific regulatory agency.
The sediment and drainage control structures for mining and logging were
not modeled with any attenuation in the structures. Readily available
information relative to the storm volume attenuation in the structures was
unavailable. Consequently, broad assumptions would have been
necessary to model the effect of available storage volume upon the July 8,
2001, storm runoff. Therefore, FATT assumed that all sediment control
structures were full of water and no attenuation occurred within the
structures.
8. Watershed Sediment Transport
The topic of the influence of sediment transport was discussed in depth
with the NRCS, COE and OSM. FATT and these agencies agreed that
the sediment loading should be considered if the strata lithologic data,
sediment load, and other sediment transport parameters are available.
However, no reliable data of this nature was available for any of the
watersheds studied. In addition, the NRCS, COE and OSM stated that
time and budget constraints normally prevent detailed sediment transport
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studies to be included in their hydrologic analyses of flood events. As a
result, FATT decided to restrict its watershed hydrologic analyses to only
the relationship of non-sediment laden water and its impact on the flood
events of July 8, 2001.
H. Modeling Software Utilized by FATT
Once the watersheds were chosen by FATT for hydrologic analyses
modeling, the FATT personnel investigated the most accurate and
representative hydrologic modeling techniques and tools currently available.
After consultation with Federal and State agencies, FATT determined that
watershed hydrologic analysis is typically done using lumped parameter
models such as the U.S. Army Corps of Engineers (CEO) HEC-programs,
Natural Resource Conservation Service (NRCS) TR-20, and other models.
FATT chose to use the HEC-1 model within BOSS International's suite of
watershed modeling programs to model the hydrology of the watersheds.
BOSS Watershed Modeling System (WMS) is a comprehensive software
environment for hydrologic analysis and modeling. The Engineering
Computer Graphics Laboratory of Brigham Young University, in cooperation
with the U.S. Army Corps of Engineers Waterways Experiment Station,
developed it. The BOSS WMS software was used by FATT to model and
develop the hydrologic models in the study watersheds. The computer
results were used to determine the potential impact that mining and logging
operations may have had on the flooding on July 8, 2001, in the studied
watersheds.
Throughout this study, FATT periodically consulted BOSS International.
BOSS provided a computer technical representative to discuss the limitations
of the WMS program and the feasibility of our modeling approach. All
recommendations offered by BOSS were evaluated by FATT. Boss
International's involvement was solely at the discretion of FATT, but was
thought necessary to assure a defensible modeling approach.
The WMS program is a broad-based hydrologic modeling system. Of the
many available aspects of the program, FATT chose the most applicable
features, based upon our available data. The following items highlight some
of the program's features and source/input data requirements evaluated by
FATT.
1. Watershed Software Modeling Capabilities and Limitations
The distinguishing difference between WMS and other applications
designed for setting up hydrologic models is its unique ability to take
advantage of digital terrain data for hydrologic model development. WMS
uses three primary data sources for model development:
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• Geographic Information Systems (CIS) Data
• Digital Elevation Models (OEM's)
• Triangulated Irregular Networks (UN's)
CIS data includes points, lines, and polygons to represent basins,
streams, and key points such as outlets or culverts. In WMS, CIS data
are called Feature Objects. Feature objects data can be used by itself to
create a watershed models for hydrologic analysis or as a companion in
the development of watershed models with OEMs.
With WMS, properly structured hydrologic models can be created
automatically from points, lines, and polygons. This data was developed
and stored in a CIS by DEP's Technical Applications and Geographic
Information Systems (TAGIS) unit by importing from Arclnfo and ArcView,
or DXF files. In WMS, lines used to define a stream network have
direction. For each line (arc), there is a beginning and an ending node
and "flow" along the line is defined in this direction.
In WMS there are three primary feature object types:
• Point data representing the watershed outlet and any sub-basin outlet
or confluence points
• Arc (i.e., lines) data representing a stream network
• Polygons representing watershed boundaries, land use areas, and soil
type areas
2. FATT Watershed Modeling Procedures
The FATT used BOSS International's WMS for defining models of the
watersheds and developing hydrologic data, using digital elevation models
(OEMs). A DEM is simply a two-dimensional array of elevation points with
a constant x and y spacing. While a DEM results in data redundancy for
surface definition, their simple data structure and widespread availability
have made them a popular source for digital terrain modeling and
watershed characterization. The OEMs used for modeling the three
watersheds were based on USGS 30-meter (Seng Creek) and 10-meter
(Scrabble Creek) models, and 3-meter airborne scanning laser altimetry
(Light Detection And Ranging or LiDAR). LiDAR is increasingly gaining
favor for accurate dense topographic mapping as it can penetrate the
vegetation canopy and give actual ground elevations (Flood and Gutelius
1997). Topographic information developed with LiDAR can be generated
over large areas at a horizontal resolution of 1 - 3 meter and a vertical
accuracy of + 15 cm. To increase the accuracy and speed of the
development of the horizontal and vertical control for the watersheds
being studied by FATT, DEP's Technical Applications and Geographic
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Information Systems (TAGIS) unit met with FATT and strongly suggested
that airborne scanning laser altimetry, more specifically, LiDAR, should be
used to save both time and money in gaining the information needed to
accurately model these watersheds. TAGIS arranged for several
demonstrations of LiDAR's accuracy and project capabilities, and FATT
members unanimously agreed that LiDAR was the only methodology that
could be used for these specific watersheds for hydrologically modeling.
TAGIS's personnel continued their strong support of the FATT project
throughout its life and helped FATT by utilizing the state-of the art
technology for the most accurate modeling methods currently available to
the public. Without the assistance and direction of TAGIS's personnel, the
progress and accuracy of these watershed analyses could not have been
achieved to the degree of accuracy obtained and within the time frame
mandated.
The primary data sets, which were obtained to perform watershed
delineation with OEMs, were elevations, and flow directions. WMS can
read digital elevation in standard USGS grids, Environmental Systems
Research Institute (ESRI) Arclnfo grids, A(merican) S(tandard) C(ode for)
l(nformation) l(nterchange) or ASCII grids, and Geographic Resources
Analysis Support System (GRASS) grid formats. Flow direction data for
DEM points were computed using the version of TOPAZ especially
created for distribution with WMS. This version of TOPAZ, created for use
with WMS, only requires an elevation grid as input and produces a flow
direction grid as output. The TOpographic PArameteriZation program
(TOPAZ) was developed by the USDA-ARS, Nation Agricultural Water
Quality Laboratory. A modified version of the program is distributed with
WMS for the purpose of computing flow directions for use in basin
delineation with OEMs directions. TOPAZ is capable of DEM elevation
processing, including raster smoothing, flow accumulation computations,
basin and stream delineation and ordering, and development of other
watershed parameters. TOPAZ uses a form of the eight-point pour model
to determine the direction of flow. This model specifies that the flow will
be directed toward the neighboring (in a structured grid there are eight
neighbors for each point) DEM point with the lowest elevation. The
algorithms typically include functionality for eliminating pits and resolving
ambiguities with the lowest elevation is shared by more than one
neighboring point.
With the flow directions assigned for each DEM point, the flow
accumulation at each DEM point can be computed. The flow
accumulation for a given DEM point is defined as the number of DEM
points whose flow paths eventually pass through that point. With the aid
of the flow accumulations, the location of the watershed outlet was
determined and an outlet feature point created there. A minimum
threshold is then defined and all of the DEM points "upstream" from the
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defined outlet(s) are connected together to form a stream network of
feature arcs lines.
The watershed was subdivided into sub-basins, and then nodes along the
stream feature arcs were converted to "outlet" nodes. As these nodes are
converted, the hydrologic modeling tree is automatically updated. Using
the outlets on the stream network and the flow directions, the contributing
DEM points for each outlet are assigned the proper basin ID.
As with the stream vectors, the boundaries between DEM points with
different basin IDs were converted to feature polygons. Once the
boundaries of the sub-basins were determined, geometric properties
important to hydrologic modeling were computed from the DEM data.
WMS utilized OEMs to define watershed models. Developing watersheds
from OEMs involves the use of both feature objects and OEMs. An
elevation source is required for creating a model with WMS. The
watershed outlets and streams were defined manually in order to confirm
key drainage features, such as streams, to the watershed geometry. By
default there may only be a single outlet point for the watershed defined,
or perhaps only a portion of the stream network. WMS was used to add
additional outlet points (representing sub-basin, culverts, etc.) and stream
branches.
The watershed network and basin boundaries defined by FATT included
several important watershed geometric parameters that were computed by
WMS. These parameters (i.e., drainage area, slope, length, etc.)
automatically tie into the HEC-1 hydrologic model by WMS. Along with
the watershed definition on the DEM, an accompanying topologic model is
created. FATT interacted with the model of the watershed to complete
input for and begin the development of hydrologic analyses.
All gridded elevation data imported into WMS was in the ESRI ASCII grid
format. Grid files were used as OEMs in WMS. Flow directions and flow
accumulation grids were compiled by TOPAZ to define an elevation
source within the watershed limits. After importing the computed flow
direction and flow accumulation grids, all of the remaining watershed
parameters were developed by WMS. The USGS and LiDAR elevation
DEM or OEMs were used as the background elevation map when creating
the watershed models.
Shape files created by DEP and the DEP TAGIS unit provided the method
for FATT to import CIS data into WMS and create a watershed model
directly.
In order to import shape files into WMS, the following conditions were met:
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• A point coverage containing watershed and sub-basin outlet, with the
appropriate type (outlet point) attribute defined must exist
• An arc (or line), coverage containing streams in the watershed with the
appropriate type (i.e., stream) attribute defined must exist
• A polygon coverage containing watershed boundaries must exist
• There cannot be any overlapping arcs
• Stream arcs must be created from a downstream to upstream direction
for all arcs
3. Feature Objects Used in the Watershed Modeling by FATT
Feature objects in WMS have been patterned after Geographic
Information systems (CIS) objects and include points, nodes, arcs, and
polygons. Feature objects can be grouped together into coverages,
each coverage defining a particular set of information. The use of
feature objects is determined by the coverage, or attribute set, to which
they belong, but were separated into three categories:
i. Basin polygons and stream networks of pre-delineated
watersheds as a shape file where the basin delineation and
attribution has already taken place
ii. A conceptual model or layout of features in the watershed, such
as its rough boundaries and streams
iii. Soil types, land use, or other data that can be used to define
important hydrologic modeling parameters such as curve
number (CN)
4. Development and Utilization of Hydrologic Modeling Techniques for
Watersheds Used by FATT
With CIS and other digital data, delineated stream networks and basin
boundaries for a given watershed exist. FATT used WMS to build
hydrologic models from three different features of the WMS map
module: polygons representing basin boundaries, arcs representing
stream networks, and nodes representing watershed and sub-basin
outlet points.
Data imported from a shape file was used to set up the hydrologic
model in HEC-1. Attributes from the shape files were input and other
hydrologic data developed with CIS was used to define input
parameters of the given hydrologic model. A geo-referenced TIFF
image map was used to establish the boundaries of the watershed at
the proper scale so that lengths and areas determined from the feature
objects were correct. The feature objects included the mine
boundaries, timbering property, urbanized areas, etc.
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A DEM was used as a background elevation map for interpolating
elevation values to newly created vertices of the model.
5. NRCS Curve Numbers and Other FATT Model Analyses Input Parameters
Beside the creation of stream networks, and sub-basin boundaries,
feature objects were used in WMS by FATT to define polygonal zones
representing soil types, land use, etc. These polygons were then
overlaid with the basin boundaries to determine composite curve
numbers, pre-dominate soil type, and other parameters required by the
supported hydrologic models. This information for soil types, land use,
etc., was obtained from the NRCS publications and verified by
correspondence with the NRCS soil scientists for each county that the
watersheds were located. The NRCS land uses and their associated
curve numbers were field verified by the DEP and the DOF personnel
in each watershed subbasin by on-the-ground observation, aerial
observation and mapping, and remote imagery techniques. The field
information was categorized for each subbasin within each watershed.
Then, the field verified land use categories and soil types areas were
compared with the published NRSC (SCS) data. Utilizing published
NRCS land use definitions, cover and treatment descriptions, and soil
type data that matched the FATT field verified field data, allowed the
curve numbers to be assigned for each specific area. FATT then used
WMS and calculated a composite weighted runoff curve number for
each site-specific subbasin within the watershed. The composite curve
number that was calculated was then used in WMS in the development
of the hydrological modeling of the watersheds.
6. Model Coverages
Feature objects can be grouped together into coverages. Each
coverage represents a particular set of data. For example, one
coverage, can be used to define line use, and another coverage can
be used to define soil type. A common use for coverages is defining
NRCS soil type and land use for NRCS (SCS) Curve Number (CN)
computation from polygons. Separate coverages must be used for the
land use and soil type polygons, since polygons may not overlap within
a given coverage. (Table 5)
A common method for the determination of losses due to interception
and infiltration makes use of the SCS curve number. Curve numbers
were computed by FATT from a NRCS hydrologic soil group in
combination with a specified NRCS land use. A hydrologic soil group
was assigned to selected polygon(s) belonging to a soil type coverage.
The soil group was specified as either A, B, C, or D. Once hydrologic
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soil groups and land use definitions were assigned, composite curve
numbers for each sub-basin were computed for the watershed.
Because of availability of elevation data in gridded format, gridded
elevation data was used as a background elevation map when creating
OEMs. The United States Geological Survey (USGS) 30 meter and 10
meter OEMs, and 3-meter grids processed from LiDAR data were
imported from TAGIS and used as background elevation maps. OEMs
were contoured and used as a guide for the placement of boundary,
stream, and ridgelines. OEMs or grids were created from the feature
polygons and arcs with elevation extracted from the background DEM.
7. Drainage Analysis Performed by FATT in Modeling Watersheds
A DEM was used to provide background elevation sources for the
creation of feature objects and to perform drainage analyses using
information derived from the elevation points. Data, such as flow
directions, flow accumulations, and basin ID's were computed and
stored as "attributes" of the DEM at the given location. Connected
DEM points that comprised a stream branch were converted to arcs.
Groups of DEM points that make a sub-basin within the watershed
were converted to polygons for further hydrologic model definition.
Beside the elevation DEM, flow directions for each elevation point in
the OEMs were required in order to perform drainage analysis.
Elevation and flow direction are the essential data from which all of the
other drainage computations were made. Flow directions were
computed with TOPAZ
A flow direction grid consists of a flow direction value for each DEM
point. The flow direction identifies which neighboring point has the
lowest elevation. A flow accumulation grid consists of an integer value
for each DEM point that represents the number of "upstream" DEM
points whose flow path passes through it. High accumulation values
indicate points in the stream, whereas low values represent areas of
overland flow. Flow directions and accumulations were determined by
use of TOPAZ. Resulting grid files were imported into WMS.
If all DEM points had one and only one lower neighbor, the process of
determining flow directions would be simple and the requirement to
use other programs would not exist. However, there are many
problems dealing with depressions and flat areas that make the
algorithm for determining flow directions complex. Computations of
flow accumulations were fairly straightforward once the flow directions
were determined within the watershed. At this point, computations of
flow directions cannot be done directly by WMS. A version of the
TOPAZ program, modified specifically to work with WMS, creates as
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output the flow direction and flow accumulation grids. These grids
were then imported as DEM attributes and used for basin delineation.
FATT used TOPAZ for computing flow direction and flow accumulation
grids. Once flow directions had been imported into WMS, flow
accumulations were computed. Flow accumulations were computed
by counting, for each DEM point, the number of DEM points whose
flow paths pass through the DEM point. Streams were identified by
large accumulation values since the flow paths of many points pass
through the stream points.
The elevation and flow direction values for each DEM point are the
primary data required for performing basin delineation and watershed
characterization with OEMs. Once these data are imported and flow
accumulations computed, stream networks and basin boundaries are
defined with the aid of feature objects. Arcs representing streams and
feature points or nodes representing basin outlets must be present in
order to define basins. Once basins were defined, watershed and sub-
basin boundaries were converted to feature polygons. All of the ties to
the hydrologic models are made available through these feature
objects with geometric values such as area, slopes, lengths, etc. being
populated from the DEM data.
An arc vertex is created for each DEM point that has a flow
accumulation value greater than the threshold entered. Consecutive
stream DEM points are then joined together as arcs with nodes
created at junction points where the stream splits. By default, stream
arcs are created for all DEM points that have a flow accumulation
larger than the threshold. Outlet feature points/nodes are created at
DEM points, which pass the accumulation threshold and do not have a
neighboring point with a higher accumulation. The stream is "traced"
upstream by noting the neighboring DEM point with the next highest
accumulation. This process was repeated until no neighboring point
had an accumulation larger than the threshold. Outlet points were
created at specified DEM points. The outlet point or node has a high
enough flow accumulation to pass the threshold.
Each time a feature outlet point is created a sub-basin for each
upstream feature arc is created for the hydrologic modeling tree. This
means that the stream arcs themselves are associated with a basin.
The DEM points intersected by the stream arcs are assigned the basin
ID already given to the arcs. The procedure continue by tracing the
flow paths of the remaining DEM points until a point which had already
been assigned a basin ID was intersected. The result was that each
DEM point was assigned the ID of the sub-basin it belongs to within
the watershed.
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Once the desired sub-basin delineation from the DEM points had been
defined, the basin boundaries were converted to feature polygons.
This was done by tracing the boundaries between sub-basins to
generate arcs. After all of the boundaries had been defined the arcs
were converted to polygons and the polygons assigned the appropriate
basin ID. After defining basin boundaries, attributes such as basin
areas and slopes and stream lengths and slopes were computed.
These are all geometric parameters used in defining basins and
routing networks in HEC-1 made within WMS. If the basins are
changed in any way, the drainage data must be recomputed. When
computing basin data the model units and the parameter units must be
specified.
The primary objective of WMS is to delineate stream networks and
drainage basin boundaries using a DEM terrain model. Since the
terrain model is an accurate geometric description of the watershed,
parameters such as areas, slopes, and flow distances can
automatically be computed. This terrain model then serves as a map
to guide entry of all data necessary to run HEC-1.
The first process in performing drainage analysis is to edit the model
where necessary. Flat triangles, flat channel edges, and flat ridge
edges must all be eliminated before trying to delineate stream
networks and basin boundaries. Filtering and removal of flat objects
was used. Manual insertion of break lines, the addition of new points,
and edge swapping aid in removing anomalies that are introduced into
the model. With the model properly edited, stream networks and
drainage basins defined in preparation for defining a complete
hydrologic analysis are processed.
8. Lag Time and Time of Concentration Used by FATT in Watershed
Modeling
Lag time (TLAG) and time of concentration (Tc) are variables FATT used
when computing surface runoff using unit hydrograph methods
available in HEC-1. These variables indicate the response time at the
outlet of watershed for rainfall event, and are primarily a function of the
geometry of the watershed. Many different equations have been
developed for different watersheds, and most of these equations are a
function of the geometric parameters computed by WMS. WMS has
implemented many of these equations and allows you to choose from
the ones listed to automatically compute lag times / time of
concentrations in HEC-1. By default no equations are defined, but
once an equation is specified, the lag time and time of concentration
will be computed automatically each time that basin data are
computed, or when the curve number changes.
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Because the equations were developed for specific watersheds (i.e.,
size, land cover, etc.) FATT considered the assumptions made about a
given equation, and match identifies one that used watershed
conditions similar to the ones, studied. The following was the WMS
equation used by FATT to develop the hydrologic models for the
watersheds. FATT chose to use the SCS equations. SCS found that
from many field investigations and cases, the lag time of a specific
watershed or basin could be related to the concentration time of flow
by the following equation:
TLAG = 0.6*TC
This relationship is always used by WMS to determine lag time when a
method of computing time of concentration is chosen, or to compute
time of concentration when a method for lag time is chosen.
The Soil Conservation Service (SCS, 1975) suggested that
Tc = 1.67 TLAG
Where TLAG is defined with the peak discharge of direct runoff. When
the other definition of TLAG based on centroids is used, then
Tc =1.42 TLAG
These equations are only valid when the time of concentration is
reached.
The NRCS (SCS) (1972) developed an equation using the curve
number method to estimate watershed lag time, TLAG , (from the center
of mass of the effective rainfall to the time of the peak runoff) that can
be expressed as
TLAG = (La8 (SP + 1 )07) / (1900 * Sa7)
Where TLAG is in hours, L is the hydraulic length of the watershed in
feet, s is the average watershed landslope in percent, and SP is the
potential watershed storage in inches = 1000 / (CN -10),
CN=hydrologic soil - vegetative cover complex number.
In modeling watersheds, WMS creates HEC-1 files compatible with
any version of HEC-1. FATT computed the peak discharges and
hydrographs with the HEC-1 module within WMS. Once an HEC-1
simulation had been run, FATT reviewed the resulting hydrographs.
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After viewing the hydrographs, FATT repeated the previous steps in
order to calibrate the watershed model and to look at different
scenarios
In WMS an outlet point is used to represent locations where
hydrographs are both combined and then routed. Precipitation, base
flow, loss rates, and unit hydrograph methods for each hydrograph
were specified before a complete HEC-1 file was created. Data for
one or more basins was entered by selecting the basins, if no basins
are selected, the information entered is applied to all basins.
9. Precipitation Patterns Within Watersheds Modeled by FATT
Precipitation patterns for the July 8, 2001, storm event, a 25-year/24-
hour storm event, and a 100-year/24-hour storm event were assigned
to basins. If multiple basins were selected then the defined
parameters applied to all selected basins. If no basins are selected,
the parameters were applied to all basins. FATT assumed uniform
distribution of the precipitation for the time interval modeled.
10. Model Hydrology Loss Methods Considered by FATT
One of several different loss methods can be chosen when generating
synthetic hydrographs. A loss method is assigned to a basin by first
selecting the basin and then choosing the Loss Method.
FATT used the NRCS (SCS) (LS) Loss Method
The SCS curve number method uses the following parameters:
• Initial rainfall abstraction in inches for snow-free ground
• SCS curve number for rainfall/losses on snow-free ground. Note:
Composite Curve Numbers were computed automatically when this
method for computing losses was chosen.
• Percentage of drainage basin that is impervious
11. Unit Hydrograph Method Used by FATT in Watershed Modeling
One of several different unit hydrograph methods can be chosen when
generating synthetic hydrographs. A method is assigned to a basin by
first selecting the basin and then choosing the Unit Hydrograph Method
in WMS. FATT used the SCS Dimensionless Unit Hydrograph
Method. Parameters for generating a unit hydrograph using the SCS
dimensionless method include:
• TLAG = SCS lag time in hours
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12. Stream or Drainage Routing Data Used by FATT
Outlet points are used to define locations where hydrographs are
combined and then routed downstream. The appropriate combined
hydrograh stations are generated automatically when writing a HEC-1
file. Routing data was entered in order to simulate the movement of a
flood wave through the river reaches. The effects of storage and flow
resistance are accounted for in the shape and timing of the flood wave.
In addition to these changes, volume may be lost due to channel
infiltration. Routing methods available in HEC-1 are based on the
continuity equation and the relationship between flow and storage or
state.
13. Basin Outlet Names Used by FATT
Outlets are used for both types (combining and routing) of hydrograph
stations in the HEC-1.
14. No Routing at Basin Outlet Nodes Determinations by FATT
By default there is no routing at an outlet point. This allows for
hydrographs to be combined without considering routing effects.
15. Muskingum Routing Equation Method Used in the Watershed Modeling
by FATT
FATT chose the Muskingum routing method to be used in the HEC-1
module of WMS. The Muskingum method is dependent primarily upon
an input-weighting factor. The Muskingum method is one of the most
popular methods of channel-flow routing. The parameters along with a
short description of their meaning are as follows:
• The number of integer steps (equal to the number of subreaches
for the stream or drainage area) for the Muskingum routing
• Muskingum's k coefficient is the average reach travel time. Its
dimension is in time.
• Muskingum's x coefficient is a dimensionless coefficient used to
weigh the relative effects of inflow and outflow on reach storage, x
is known as a weighing factor. Theoretically, x can vary from 0 to 1
(Singh, 1992).
16. Storage Considerations Used by FATT
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Storage-discharge routing can be used to define either channel or
reservoir routing. The following parameters must be defined
regardless of the storage routing option specified.
• Number of steps to be used in the storage routing
• Storage in acre-feet
• Discharge in ft3/sec (cfs)
• Elevation in feet
• Storage, discharge, or elevation corresponding to the desired
starting condition at the beginning of the first time period
17. Channel Routing Used by FATT
Channel routing used by FATT was with normal depths and methods.
By using normal depth method, the following parameters must be
defined:
• Manning's coefficient (n) - Manning roughness coefficients for the
channel, and left and right overbanks
• Length - The length of the river reach
• Slope - The slope of the river reach
• Max Elevation - The maximum elevation for which storage and
outflow values are to be computed
In addition to these parameters an eight-point cross-section was
defined. The first two points define the left overbank, the third point
defines the left bank, the fourth and fifth points define the channel
itself, the sixth point defines the right bank, and the last two points
define the right overbank.
18. Gages (PG) used by FATT HEC-1 Analysis Within the BOSS WMS
Software
Gages can be used to establish the position and rainfall accumulation
for rainfall gages. For all watersheds analyzed a uniform precipitation
event over the watershed was assumed.
I. FATT's Utilization of HEC-1 Analyses with WMS Modeling
Before running an HEC-1 simulation, FATT ran the WMS model checker,
which helped identify serious and potential problems that were corrected
before a successful run of HEC-1 was made. Model Check in WMS reported
any possible errors/inconsistencies in the model so that corrections were
made prior to executing. Two types of information are provided as a result of
this command. The first type is simply informational and provides things such
as the starting time, time step, and total time of the simulation. The second
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types of information messages are errors and were corrected before an
accurate HEC-1 analysis was performed.
1. Computing NRCS (SCS) Curve Numbers and Runoff Coefficients
NRCS curve numbers are typically determined by using an NRCS table
relating land use to hydrologic soil type. The hydrologic soil type can be
either A, B, C, or D, as defined by the NRCS country reports. Where the
soils infiltration capacity decreases from A to D. The curve numbers for
each soil group for a given land use are by the NRCS publications. (Table
1). A composite curve number for a basin can be computed by taking an
area-weighted average of the different curve numbers for the different
regions (soil type and land use) within a basin. The same thing can be
done to compute a composite runoff coefficient, only in this case a table
relating soil ID to runoff coefficient is used rather than a table for curve
numbers.
WMS defined a hydrologic soil coverage or grid, and land use coverage or
grid that defined boundaries for the different soil types and land uses.
These data were then mapped to drainage coverage polygons or TIN
triangles and used in the computation of a composite curve number. The
following data was used for computing composite CNs:
• Basin boundaries were defined with feature objects (remember that
boundaries defined from a DEM are converted to feature objects)
• Land use IDs were supplied from land use coverage in the map
module or as DEM (a grid) attribute
• Soil type IDs were supplied from soil type coverage in the map
module or as DEM (a grid) attributes
Combinations of the different data required for computations were used
(i.e., drainage coverage, land use grid, soil type coverage, etc.).
2. BOSS'S WMS Modeling Computation Method
The computation method determines composite CN numbers or
composite runoff coefficients. This affects the type of mapping table and
also where results are stored. When computing CN's the values are
automatically stored with HEC-1.
3. NRCS Soil Types as Published and used by FATT
The soil type option within BOSS'S WMS determines whether NRCS
published soil type coverage or a soil type grid will be used. The soil data
obtained from published NRCS (SCS) soil type reports for counties of
West Virginia has a slightly different meaning depending on the use of CN
numbers. For CN numbers the critical attribute is the hydrologic soil type
(0-soil A, 1-soil B, 2-soil C, 3-soil D).
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4. NRCS Published Land use Types or Classifications used by FATT
The NRCS land uses as published determine the land use coverage that
was assigned by FATT to specific areas within subbasins of each
watershed studied. The critical attribute for land use is an ID that can be
related to a table of curve numbers, one value for each of the hydrologic
soil groups.
5. Channels and Channel Flows as Modeled by FATT
FATT analyzed the conveyance and other properties of channels using
Manning's equation. Channel calculation allowed for the definition of
rectangular, trapezoidal, triangular, and circular cross-sectional channels.
Once channel input geometry is specified, either depth or flow can be
computed after supplying a value for the other. When a hydrograph had
been computed using HEC-1, the peak flow for the hydrograph was used
as the default flow value.
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All calculations (except Froude Number) used Manning's Equation:
Q= 1.49AR2/3S1/2
Where:
Q = Flow in cfs
n = Manning's roughness
A = Cross-section area of stream flow
R = Hydraulic radius for stream
S = Slope of stream reach
The Froude number is computed from:
F= V
g*y
Where:
F - Froude Number (if F<1 then the flow is subcritical, and if F >
1, then flow is supercritical)
V - Velocity
g - acceleration due to gravity
y - equivalent depth of flow for a rectangular channel.
The equivalent depth of flow for a rectangular channel is computed by
dividing the cross-sectional area of flow by the top width of the water
surface.
6. Precipitation Events Modeled within the Watersheds by FATT
Two different options for defining precipitation are available from the WMS
interface. The first is uniform rainfall over the entire watershed and the
second allows gage data at specified locations to be defined. Since the
watersheds are ungaged watersheds, FATT chose to use a uniform
rainfall distribution over the watersheds as derived from NOAA's National
Weather Service doplar radar precipitation hourly data.
7. Uniform Rainfall concept used by FATT
The Uniform Rainfall option requires that a single rainfall intensity curve
for the entire watershed to be defined. Rainfall intensity values were
defined for the given intervals as derived from the National Weather
Services radar ranges for the entire storm event on July 8, 2001. For
other storm comparisons, FATT chose to use the 25-year/24 hour and
10O-year/24 hour storm events evenly distributed over the watershed.
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IV. WATERSHED MODEL CALIBRATION by BOSS RiverCAD
SOFTWARE
One of the most important steps in any hydrologic modeling problem is
calibration. During the calibration phase, an attempt is made to model a set
of conditions that have been known to exist at a watershed and for which
measured data (surface depth) was available. The geometry, resolution, and
input parameters of the model are adjusted until the output computed by the
model is reasonably close to the measured data. FATT used actual field
surveyed highwater elevations created by the July 8, 2001, flood event to
calibrate the HEC-1 model for each watershed.
A. Calibration of Watershed Models with RiverCAD by FATT
To calibrate the results of the hydrologic modeling of all watersheds, FATT
used BOSS International RiverCAD software. BOSS RiverCAD (RCAD)
incorporates all of the advanced technology available. There is no other river
modeling software package with this much capability. Boss RiverCAD is a
completely self-contained packaged, providing complete support for both the
U.S. Army Corps of Engineers HEC-2 and HEC-RAS numerical flow analysis
models. Boss RiverCAD computes water surface profiles for modeling
bridges, culverts, spillways, levees, bridge scour, floodway delineations,
floodplain reclamations, stream diversions, channel improvements and split
flows. FATT utilized the HEC-RAS modeling software to model the
watersheds due to the mixed flow variables in the watershed. The benefit of
using HEC-RAS over HEC-2 is that it can accommodate mixed flow
conditions, i.e., subcritical and supercritical, while HEC-2 cannot.
A BOSS RCAD HEC-RAS model was developed by defining cross-section
locations and the corresponding ground geometry using digital contour maps,
digital terrain models, XYZ field coordinate data, USGS DEM (Digital
Elevation Map) data, on-screen digitizing, manual data entry, and the XYZ
coordinate data obtain from LiDAR.
RiverCAD uses Manning's formula to compute the conveyance of each
roughness subarea for the current cross-section. It then sums together all
roughness subarea conveyances to determine the total conveyance for the
cross-section.
In computing the normal or critical flow depth for a specified discharge, an
iterative process is used to compute the flow depth to the specified accuracy.
In computing the average flow velocity, RiverCAD assumes a uniform velocity
distribution across the entire cross-section. This value is determined by
dividing the discharge by the total flow area. The velocity of each roughness
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subarea is also determined. However, only the maximum velocity is reported
to the user.
The program will automatically determine an energy gradient value to use
when the program uses the minimum elevation at the current and adjacent
upstream cross-sections and the channel flow length to compute an
approximate energy gradient. The computed energy gradient is then checked
to determine whether it is a reasonable value.
When computing normal depth or normal discharge, the reported critical slope
is the channel bed slope that would cause critical depth to occur for the
specified (or computed) discharge value.
RiverCAD considers the entire cross-section geometry as available for flow in
its computations. RiverCAD cannot address ineffective flow areas, channel
improvements, floodplain encroachments, split flow reaches, or overbank
areas in which divided flow has been restricted.
If either the starting or ending cross-section stations is below the computed
(or specified) water surface elevation, the program automatically extends
wetted vertical walls to contain the computed flow. However, no attempt was
made to adjust the wetted perimeter to account for the addition of these
vertical walls.
A known water surface elevation corresponds to a known water surface
elevation (i.e., high water mark) at the cross-section. This value is used to
back-calculate a standard and a length-weighted Manning's roughness
coefficient using the average friction slope equation. This entry must be
specified in Manning's roughness coefficients are to be computed at every
cross-section.
Note that an iterative method in determining roughness coefficients may be
required due to the uncertainty sometimes associated with high water marks.
The back-calculated roughness coefficients can be used with another friction
loss equation to compute new water surface elevations. The validity of the
computed roughness values can then be verified by comparing the computed
water surface elevations with the originally specified high water marks. FATT
utilized this technique to calibrate the hydrologic analyses of all watersheds.
B. HEC-RAS Methodology as Used in the Watershed Modeling by
FATT
BOSS RiverCAD (referred to hereafter as BOSS RCAD) is based upon a
highly optimized version of the U.S. Army Corps of Engineers Hydrologic
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Engineering Center (HEC) water surface profile computation model
HEC-RAS.
C. Hydrological Assumptions and Conditions Assumed by FATT in
Watershed Modeling in RiverCAD Software
The current version of HEC-RAS only supports one-dimensional, steady flow,
water surface profile calculations. This section specifically documents the
hydrologic capabilities of the steady flow portion of the HEC-RAS. HEC-RAS
is designed to perform one-dimensional hydraulic calculations for natural and
constructed channels. The following is a description of the major capabilities
of HEC-RAS as used or considered by FATT in the watershed analyses:
1. Steady Flow Water Surface Profiles
This component of HEC-RAS is intended for calculating water surface
profiles for steady gradually varied flow. The steady flow component is
capable of modeling subcritical, supercritical, and mixed flow regime water
surface profiles.
The basic computational procedure is based on the solution of the one-
dimensional energy equation. Energy losses are evaluated by friction (i.e.,
Manning's equation) and contraction/expansion (i.e., coefficient multiplied
by the change in velocity head). The momentum equation is utilized in
situations where the water surface profile is rapidly varied. These
situations include mixed flow regime calculations (i.e., hydraulic jumps),
hydraulics of bridges, and evaluating profiles at river confluences (i.e.,
stream junctions).
The effects of various obstructions such as bridges, culverts, weirs, and
structures in the flood plain may be considered in the computations.
However, whenever FATT did not have sufficient accurate data
concerning the stream flow through the structure, then FATT did not
model the structure as being in place during the flood. The steady flow
system is designed for application in flood plain management and flood
insurance studies to evaluate floodplain encroachments. Also, additional
special features include multiple profile computations, multiple bridge
and/or culvert opening analysis, and modeling of levees.
This component of HEC-RAS is capable of simulating one-dimensional
unsteady flow through a full network of open channels. This unsteady flow
component was developed primarily for subcritical flow regime
calculations.
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Note that this component of the HEC-RAS modeling system is currently
being developed by the Army Corps of Engineers Hydrologic Engineering
Center and is not yet available.
2. Sediment Transport and Movable Boundary Computations
This component of HEC-RAS is intended for the simulation of one-
dimensional sediment transport/movable boundary calculations resulting
from scour and deposition over moderate time periods (i.e., typically
years, although applications to single flood events are possible).
Note that this component of the HEC-RAS modeling system is currently
being developed by the Army Corps of Engineers Hydrologic Engineering
Center and is not yet available.
3. Steady Flow Water Surface Profiles
Calculations for steady gradually varied flow in natural or constructed
channels. Subcritical, supercritical, and mixed flow regime water surface
profiles can be calculated.
4. Cross-Section Subdivision for Conveyance Calculations
The determination of total conveyance and the velocity coefficient for a
cross-section requires that flow be subdivided into units for which the
velocity is uniformly distributed. The approach used in HEC-RAS is to
subdivide flow in the overbank areas using the input cross-section value
break points (locations where values change) as the basis for subdivision.
Conveyance is calculated within each subdivision.
The program sums up all the incremental conveyances in the overbanks
to obtain a conveyance for the left overbank and the right overbank. The
main channel conveyance is normally computed as a single conveyance
element. The total conveyance for the cross-section is obtained by
summing the three subdivision conveyances (left, channel, and right).
Field surveyed cross sections were acquired by FATT in order to more
accurately represent the stream channel reaches and characteristics.
5. Basic Data Requirements Used by FATT to Model the Watersheds with
RiverCAD
The following sections describe the basic data requirements for
performing the one-dimensional flow calculations within HEC-RAS. The
basic data are defined and discussions of applicable ranges for
parameters are provided.
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The main objective of the HEC-RAS program is quite simple—compute
water surface elevations at all locations of interest for given flow values.
The data needed to perform these computations are divided into the
following categories:
• Geometric data
• Steady flow data
• Unsteady flow data (unknown - not readily attainable)
• Sediment data (unknown - not readily attainable)
Geometric data are required for any of the analyses performed within
HEC-RAS. The other data types are only required if you are going to do
that specific type of analysis (i.e., steady flow data are required to perform
a steady flow water surface profile computation). The current version of
HEC-RAS is limited to steady flow computations, therefore, geometric
data and steady flow data are the only available data categories.
The basic geometric data consist of cross-section data, reach lengths, and
energy loss coefficients (i.e., friction losses, contraction and expansion
losses). Hydraulic structure data (i.e., bridges, culverts, etc.), that are also
considered geometric data, will be described in later sections.
Boundary geometry for the analysis of flow in natural streams is specified
in terms of ground surface profiles (cross-sections) and the measured
distances between them (reach lengths). Cross-sections are located at
intervals along a stream to characterize the flow carrying capability of the
stream and its adjacent floodplain. They should extend across the entire
floodplain and should be perpendicular to the anticipated flow lines
(approximately perpendicular to the ground contour lines). Occasionally it
is necessary to lay out cross-sections in a curved or dog-legged alignment
to meet this requirement. Every effort should be made to obtain cross-
sections that accurately represent the stream and floodplain geometry.
However, ineffective flow areas of the floodplain, such as stream inlets,
small ponds or indents in the valley floor, should generally not be included
in the cross-section geometry.
Cross-sections are required at representative locations throughout a
stream reach and at locations where changes occur in discharge, slope,
shape, or roughness, at locations where levees begin or end and at
bridges or control structures such as weirs. Where abrupt changes occur,
several cross-sections should be used to describe the change regardless
of the distance. Cross-section spacing is also a function of stream size,
slope, and the uniformity of cross-section shape. In general, large uniform
rivers of flat slope normally require the fewest number of cross-sections
per mile. The purpose of the study also affects spacing of cross-sections.
For instance, navigation studies on large relatively flat streams may
require closely spaced (e.g., 500 feet) cross-sections to analyze the effect
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of local conditions on low flow depths, whereas cross-sections for
sedimentation studies, to determine deposition in reservoirs, may be
spaced at intervals on the order of miles.
The choice of friction loss equation may also influence the spacing of
cross-sections. For instance, cross-section spacing may be maximized
when calculating an M1 profile (backwater profile) with the average friction
slope equation or when the harmonic mean friction slope equation is used
to compute M2 profiles (draw down profile). The HEC-RAS provides the
option to let the program select the averaging equation.
A stream station label identifies each cross-section in a HEC-RAS data
set. The cross-section is described by entering the station and elevation
(X-Y data) from left to right, with respect to looking in the downstream
direction. The stream station identifier may correspond to stationing along
the channel, mile points, or any fictitious numbering system. The
numbering system must be consistent, in that the program assumes that
higher numbers are upstream and lower numbers are downstream within
a reach.
Each data point in the cross-section is given a station number
corresponding to the horizontal distance from a starting point on the left.
Up to 500 data points may be used to describe each cross-section. Cross-
section data are traditionally defined looking in the downstream direction.
The program considers the left side of the stream to have the lowest
station numbers and the right side to have the highest. Cross-section data
are allowed to have negative stationing values. Stationing must be entered
from left to right in increasing order. However, more than one point can
have the same stationing value. The left and right stations separating the
main channel from the overbank areas must be specified. End points of a
cross-section that are too low (below the computed water surface
elevation) will automatically be extended vertically and a note indicating
that the cross-section had to be extended will show up in the output for
that cross- section. The program adds additional wetted perimeter for any
water that comes into contact with the extended walls.
Other data that are required for each cross-section consist of downstream
reach lengths, roughness coefficients, and contraction and expansion
coefficients. This data will be discussed in detail later in this chapter.
6. Stream Reach Lengths
The distance between successive cross-sections is referred to as the flow
length or reach length. There are two methods of defining flow length
between cross-sections. The first method is to simply allow the program to
use the difference in cross-section grid identifiers. The program will then
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use this difference distance for the left overbank, right overbank, and main
channel flow lengths.
A second method requires that individual flow lengths between successive
cross-sections for the left overbank, right overbank, and main channel be
specified. This method permits the user to use cross-section grid
identifiers that do not necessarily reflect actual flow distances.
Channel flow lengths are typically measured along the channel centerline
(sometimes called the thalweg). Overbank flow lengths should be
measured along the anticipated path of the center of mass of the overbank
flow. Often the channel and overbank flow lengths will be equal. There
are, however, conditions in which they will differ, such as at river bends, or
where the channel meanders considerably and the overbanks are straight.
Where the channel and overbank flow lengths are different, the program
based upon the discharges in the main channel and left and right
overbanks determines a discharge weighted flow length. This discharge
weighted flow length is then multiplied by the average conveyance in the
energy loss computations for the reach being analyzed.
In a meandering stream, the channel's effect on flow direction and its
contribution to total conveyance may lessen as flow depth increases.
Once the channel is submerged and water is flowing in the floodplain, the
majority of flow may travel along a shorter path. The amount of flow that
becomes overbank flow depends upon many factors, including the
channel size relative to the overbank area as well as the channel
roughness relative to the overbank roughness.
7. Energy Loss Coefficients Used in the Modeling
Four types of loss coefficients are utilized by the program to evaluate
energy (head) losses:
• Manning's roughness coefficients for friction loss
• Contraction and expansion coefficients to evaluate flow transition
losses
• Bridge loss coefficients to evaluate losses related to weir shape,
pier configuration, and pressure flow conditions
• Culvert entrance loss coefficients to evaluate losses due to flow
entering a culvert
8. Manning's Roughness Coefficients
When three Manning roughness values, n, are sufficient to describe the
channel and overbank roughness, the Manning roughness data entries
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were used. These values were changed at any other cross-section, when
required, to reflect changes in roughness.
Often, three Manning roughness coefficients are insufficient to adequately
describe the lateral roughness variation in a cross-section. The horizontal
roughness data entries in can be used to describe roughness encountered
by flow through defined cross-section subareas. These roughness
coefficients remain in effect until changed at a subsequent cross-section.
They should be redefined for each cross-section that has different ground
geometry stationing specified.
Selection of an appropriate value for Manning's n is very significant to the
accuracy of the computed water surface profiles. The value of Manning's n
is highly variable and depends on a number of factors including:
• Surface roughness
• Vegetation
• Channel irregularities
• Channel alignment
• Scour and deposition
• Obstructions
• Size and shape of the channel
• Stage and discharge
• Seasonal change
• Temperature
• Suspended material and stream bed load
In general, Manning's n values should be calibrated whenever observed
water surface profile information (gaged data, as well as high water
marks) is available. When gaged data are not available, such as were all
three studied watersheds, then values of n computed for similar stream
conditions or values obtained from experimental data should be used as
guides in selecting n values. Each stream cross section that was
surveyed was documented with a digital photograph. These stream cross
section photographs were compared by FATT with known Manning values
for similar photographed streams by the USGS, and other agencies.
There are several references FATT modelers accessed that show
Manning's n values for typical channels. An extensive compilation of n
values for streams and floodplains can be found in Chow's book, Open
Channel Hydraulics (Chow, 1959) or Singh's book, Elementary Hydrology
(Singh; 1992).
Although there are many factors that affect the selection of the n value for
the channel, some of the most important factors are the type and size of
materials that compose the bed and banks of a channel, and the shape of
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the channel. Cowan (1956) developed a procedure for estimating the
effects of these factors to determine the value of Manning's n of a channel.
A detailed description of Barnes' method can be found in Guide for
Selecting Manning's Roughness Coefficients for Natural Channels and
Flood Plains (FHWA, 1984). This report was developed by the U.S.
Geological Survey (Arcement, 1989) for the Federal Highway
Administration. The report also presents a method similar to Barnes' for
developing Manning's n values for flood plains, as well as some additional
methods for densely vegetated flood plains.
Limerinos (1970) related n values to hydraulic radius and bed particle size
based on samples from 11 stream channels having bed materials ranging
from small gravel to medium size boulders.
Limerinos selected reaches that had a minimum amount of roughness,
other than that caused by the bed material. The Limerinos equation
provides a good estimate of the base n value. The base n value should
then be increased to account for other factors, as shown above in
Cowan's method.
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V. AGENCY ROLE AND OBSERVATIONS
Information gained from first-hand observation and professional assessments
of the impacts on and behavioral factors of watersheds during the July 8,
2001, event provided important input that enhanced the technically gathered
data. Additionally, it is necessary to understand the fundamental regulatory
framework that governs the activities of the coal and timber industry and the
agencies that administer these laws. The combination of these factors
provides a framework from which to draw conclusions about the event and
recommendations to mitigate damage from future flooding.
A. Mine Drainage System Regulation Overview
The State of West Virginia has regulated the West Virginia coal industry
since the 1930's. In 1977, the Federal Surface Mining Control and
Reclamation Act, as amended (SMCRA), was passed by Congress and
made law. This led all states, including West Virginia, to increase the
regulation and enforcement of surface mining laws, as necessary, to be at
least equal to the SMCRA laws and regulations. The West Virginia
Legislature noted that the diverse terrain, climate, biological, chemical,
and other physical conditions required laws and regulations that were
specific to this State. Accordingly, the West Virginia Legislature
developed and put into effect the West Virginia Surface Coal Mining and
Reclamation Act (Act).
Surface coal mining, including the surface effects of underground mines,
has many dynamic aspects that have the potential for causing adverse
impact on the safety and well being of the public and the environment.
The West Virginia DEP through its Division of Mining and Reclamation
(DMR) is responsible for the administering the mandates of the Act, and
the rules and regulations promulgated thereunder (Regulations).
One aspect of surface coal mining that may result in significant damage to
the safety and well being of the public, and the environment is the
unregulated discharge of water. The unregulated discharge of water can
cause or contribute to the following:
• Channel scouring
• Stream alteration
• Erosion of soil
• Mass transfer of suspended solids
• Alteration of the chemical and physical characteristics of the
receiving stream
• Flooding
• Change of water quantity and quality in watersheds impacted by
mining
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• Adverse impact to environmentally sensitive areas
• Adverse impact to private and public property, and the health and
safety of the public
All applicants for mining permits are required to manage water discharge
from the permit area through drainage control structures or systems. All
systems or structures used in association with the mining operation shall
be designed, constructed, located, maintained, and used in accordance
with the Act and the Regulations, and in such manner as to minimize
adverse hydrologic impacts in the permit and adjacent areas, to prevent
material damage outside the permit area, and to ensure safety to the
public. All water discharged from the permitted area is to comply with
State and Federal water quality standards and meet effluent limitations as
specified in a National Pollutant Discharge Elimination System (NPDES)
permit.
The primary sediment and water control structures or systems currently
used by the regulated surface coal mining industry in West Virginia are:
• Constructed impoundment structures (permanent & temporary)
• Sediment ditches (permanent & temporary)
• In-pit storage
• Diversion ditches, (permanent & temporary)
(Note - Temporary impoundment structures or water control
structures are structures/systems that are replaced by permanent
structures and/or systems, or structures or systems that will be
removed when the disturbed permitted area is reclaimed and the
reclamation bond has been released by the DMR).
Current regulated surface coal mine water control and sediment control
structures, or systems used in association with the regulated surface mine
shall:
• Be constructed in accordance with the plans, design criteria, and
specifications set forth in the approved and issued DMR permit
• Be located as near as possible to the disturbed mining area
• Comply with applicable State and Federal water quality standards
• Meet effluent limitations as set forth in an NPDES permit for all
discharges
• Be designed to have a settling basin capacity designed to store
0.125 acre/ft, of sediment for each acre of disturbed area in the
controlled watershed
• Be equipped with a non-clogging dewatering device
• Be designed, constructed and maintained to prevent short-circuiting
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• Be cleaned out when the sediment accumulation reaches sixty
percent (60%)
• All embankment type structures be designed to safely pass a
twenty-five (25) year, twenty-four (24) hour precipitation event peak
discharge. The combination of both the principal spillway and/or
emergency spillway shall be designed to pass this same peak
discharge event.
• Provide adequate freeboard to resist overtopping by waves or
sudden increases in volume and adequate slope protection against
surface erosion and sudden draw down
• Provide that an impoundment meeting the size or other criteria of
30 CFR 7.216(a) or W. Va. Code § 22-14 et seq., or located where
failure would be expected to cause loss of life or serious property
damage shall have a minimum safety factor of 1.5 for a normal
pool, and a seismic factor of at least 1.2. Impoundments not
meeting the size or other criteria of the aforementioned laws and
regulations, except for a regulated coalmine waste impounding
structure, and located where failure would not be expected to cause
loss of life or serious property damage shall have a minimum static
safety factor of 1.3 for a normal pool.
• Control water discharges by the use of energy dissipaters, riprap
channels or other devices
• All embankment type water control or sediment control structures
shall be designed, constructed and maintained according to the
applicable State and Federal safety standards for such structure
Diversion and sediment ditches shall have the capacity to pass safely the
peak discharge from a twenty-five (25) year, twenty-four (24) hour
precipitation event. However, permanent diversion ditches associated
with valley fill, side hill fills, and durable rock fills used in the disposal of
excess spoil shall be designed and constructed to safely pass the peak
runoff from a one hundred (100) year, twenty-four (24) hour precipitation
event.
Another notable fact derived from the study was that the July 8, 2001,
storm event approached, but did not exceed the 25 year / 24 hour design
standard for sediment pond discharges commonly used in the mining
industry. FATT observed that the emergency spillways of all the surface
coal mine related sediment structures in both Seng and Scrabble Creeks
accommodated the July 8, 2001, flows without overtopping. From this
fact, FATT concluded that the 25 year/24 hour design standard was not
exceeded. The primary purpose of sediment control structures is to treat
sediment discharges from permitted areas. The design intent does not
encompass flood control.
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DMR reviews the Surface Mine Application (SMA) and determines if the
SMA is accurate and complete and whether it complies with the Act and
Regulations. The agency will also determine if the applicant has
demonstrated in the SMA that reclamation as required by the Act and
Regulations can be accomplished. The applicant will demonstrate this in
the probable hydrologic consequences (PHC) analysis, the hydrologic
reclamation plan, the drainage section, and other sections of the permit
application.
The PHC is the applicant's statement describing the probable hydrologic
consequences of the proposed mining operation with respect to the
hydrologic balance, on both the permit area and the adjacent area. The
PHC is based on baseline information developed from sampling and
analysis of surface and groundwater at monitoring sites established both
on the permit area and adjacent areas. The PHC will include findings on:
• Whether adverse impacts may occur in the hydrologic balance
• Whether acid-forming or toxic-forming materials are present that
could result in the contamination of surface or groundwater, and
whether the proposed operation may proximately result in the
contamination, diminution or interruption of an underground or
surface water source of water within the proposed permit or
adjacent areas which is used for domestic, agricultural, industrial,
or other legitimate purpose, and what impact the operation will have
on:
• Sediment yield from the disturbed area
• Acidity, suspended and total solids, and other important water
quality parameters
• Flooding or stream flow alterations
• Groundwater and surface water availability
• Other characteristics as required by the Director of DMR
The applicant for a permit shall submit with the application, all available
data and analysis described in the Act and Regulations for use in
preparing the cumulative hydrologic impact assessment (CHIA). The
DMR shall perform a separate CHIA for the cumulative impact area for
each application. This CHIA shall be sufficient to determine whether the
proposed operation has been designed to prevent material damage to the
hydrologic balance outside the permit area.
DMR then completes the facts and findings which shall include a CHIA of
the hydrologic regime associated with the proposed coal mining permit.
The Agency also determines if the applicant has demonstrated that
reclamation as required by the Act and Regulations can be accomplished.
Based upon those facts and findings concerning the proposed mining
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operations, the permitting staff will recommend to the Director of the DMR
that the application be approved or denied. After consideration of the
facts and findings, public input, and recommendation of the DMR
professional staff, the Director will make a determination to approve or
deny the permit.
The permit contains all designs, construction details and specifications for
the release or discharge of any water from the mine site. Using this data
and making field measurements of water quality and discharge
characteristics, the DMR inspector can monitor the permitted coal mine
operation water discharges to ensure that they are in compliance with
applicable laws, rules, and regulations.
B. Overview And On-Site Summary Of Inspection And
Enforcement Program
DMR employs approximately 80 inspectors, inspector specialists and
inspector supervisors that are responsible for enforcing the West Virginia
Mining and Reclamation laws and rules at coal mining and non-coal
mining operations throughout the State. During calendar year 2001, they
conducted nearly 20,000 inspections on coal mine facilities and
approximately 1,000 inspections on non-coal mining facilities.
DMR inspection staff necessarily become intimately familiar with not only
the permitted areas they regularly inspect, but also with the watersheds
and terrain in the vicinity of these permitted operations. In times of natural
disaster such as the flood of July 8, 2001, they are called upon to
immediately respond to their areas of responsibility. They evaluate the
situation relative to the permitted facilities, render assistance as necessary
and initiate remedial and enforcement actions as the conditions warrant.
DMR's activities during and immediately after the July 8, 2001, flood
resulted in 24 notices of violation issued for conditions the agency found
were caused by or contributed to by mining operations. Firsthand
observation from inspection personnel is an important element in
analyzing the contribution of mining practices to flood damage.
The FATT conducted interviews of inspection personnel assigned to
operations in the impacted regions. Questions asked during these
interviews focused on observations made by these individuals both on and
off permitted operations, as well as general observations involving the
remainder of the watershed. They were asked to describe impacts from
other non-mining related operations or facilities in the vicinity as well.
They were also asked to provide recommendations relative to the conduct
of existing and future mining operations that may minimize or prevent
future problems related to precipitation events.
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This information is noteworthy in that it reflects the observation and
comments from trained personnel intimately familiar with the operations
and watersheds in their assigned territories. Information was collected
from nine individuals, including supervisory personnel. These individuals
include those employees that had operational responsibilities in the most
impacted regions of the State.
A general summation of information obtained during this process indicated
that:
• Most damage that occurred regarding permitted mining facilities
was confined within the permit boundaries and consisted of erosion
on the faces of valley fills/unvegetated regraded areas and
sediment clogging and filling sediment control structures
• Damage or problems observed off of the permitted area consisted
of sediment deposition resulting from breached sediment ditches
and sediment being pushed through ponds that were already full
from the precipitation event
• Damage related to non-mining related facilities centered on debris
clogging road culverts and bridge underpasses, material washing
from logging operations and skid roads acting as a focal point for
runoff
• Additional questions involved stream obstructions and the
constituent make-up of flooding debris. Much of the material
observed backed up against culverts and low bridges and consisted
of assorted trash and debris, including woody material.
The remaining questions addressed recommendations that could
minimize damage in future heavy precipitation events. These
recommendations are contained in Section IX-A.
C. Overview of Division of Forestry Regulatory Program
West Virginia has been active in developing and applying practices
designed to protect water quality on forestlands. A booklet titled "West
Virginia Forest Practice Standards" was published in 1972 prior to
implementation of the Federal Water Pollution Control Act. Guidelines to
protect soil and water resources during harvesting operations were
provided in this booklet. Since then, the West Virginia DOF has been
publishing a manual titled "Best Management Practices For Controlling
Soil Erosion and Sedimentation From Logging Operations in West
Virginia" (see Appendices of Part III). Forest management practices
designed to minimize or prevent non-point source water pollution are
called Best Management Practices (BMP). Many of the practices outlined
in the manual were developed by researchers working at the Fernow
Experimental Forest located near Parsons, West Virginia. Best
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Management Practices include topics related to streamside management
zones, logging debris, road/log landing construction and maintenance,
seeding, and pipe installation. The BMP are reviewed every three years
by a committee convened by the DOF Director under West Virginia Code
Section 19-1B-7(h). The Director of the DOF may then adjust BMP based
upon suggestions of the committee.
In 1992, West Virginia moved from a voluntary program to a regulatory
program with passage of the 1992 Logging Sediment Control Act (LSCA).
The DOF was designated by the Legislature as the agency responsible for
carrying out the mandates and provisions of the Logging Sediment
Control Act.
The West Virginia Code Section 19-1B-4 requires that anyone, with
certain exceptions, conducting a logging operation, buying timber or
buying logs for resale is required to be licensed by the Division of
Forestry. Acceptance of the license implies that the operator will protect
environmental quality through the judicious use of silvicultural BMP.
According to West Virginia Code Section 19-1B-7(g), all timbering
operations shall be guided by the silvicultural BMP in selecting practices
appropriate and adequate for reducing sediment movement. Failure to
use a particular best management practice which causes or contributes,
or has the potential to cause or contribute, to soil erosion or water
pollution constitutes a violation. West Virginia Code Section 19-1B-5(b)
and (c) empowers the Division of Forestry to issue compliance orders to
correct problems and, when necessary, to suspend a logging operation
until specified corrections are made to bring the operator or operation into
compliance with the law. Instances that may result in suspension include
when human life is endangered, uncorrectable soil erosion or water
pollution, an operation is not licensed, or when a certified logger is not
supervising the operation. Licenses may be suspended if the person is
found to be in violation twice in any two-year period, and they may be
revoked if the logger is found in violation for a third time in any two-year
period.
VI. Summary of Citizens Concerns and Observations
During November 2001, a series of public meetings were conducted in five
counties with representation from both the Advisory Committee and FATT.
A. Public Meeting 1 - No vember 5, 2001, Whitesville Junior High
School, Boone /Raleigh counties, WV.
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The November 5, 2001, Boone/Raleigh combined public meeting was the
first of a four-county tour. The meeting was held in Whitesville at the
Whitesville Junior High School.
Those in attendance were asked to share with members of FATT and the
members of the Advisory Committee what they saw and what they
experienced during the flooding of July 8, 2001.
There were approximately eighty citizens at the Boone/Raleigh meeting
and many shared their accounting of that July day. Many of the speakers
spoke of a tidal wave-type wall of water with debris carried on top. Various
residents spoke of living in their respective communities for twenty to
thirty-plus years and never experiencing anything close to this magnitude
of flooding. Additionally, numerous residents mentioned a diesel or
gasoline odor and others just a strong stench to the waters. There was
mention of the water being yellow then turning gray.
One resident of Whitesville commented, "there's enough coal in my yard to
heat the hollow for four years. I mean coal, lumps of coal, sludge and stuff
in my yard." The same resident spoke of logging trucks running in and out
of the hollow, all day and all night, without resting at all. This went on for
three years. She states: "To me, that's what's happened. They have
logged and logged, and it's not just them." Many commenters spoke of
seeing logs and boulders the size of cars washing off the hillsides.
Several residents from Round Bottom, in Sylvester, spoke about the
"bridge" jamming up with rock and debris. The debris backed up from the
dam causing an overflow onto residents' property. The water could not get
through and under the bridge nor through the dam but overflowed onto the
banks of the river and onto residents' property.
One resident of White Oak in the Clear Fork area spoke about logging and
mining activity in June, 1997. He stated that there was an increase in
water runoff after logging activity began on the right-hand fork of Clear
Fork and mining activity began in the left-hand fork of Clear Fork. He also
said that two of his neighbors had lost their lives. The resident said that of
the three floods that took place in 2001, July 8th was the worst, with water
coming out of the hollow just "black as black gets, and it was swift. It was
capping up, real rough water." The creek had been cleaned out three
times this summer (2001), each time "they went in the creek and started
digging them a little deeper." "Then after July the 8th they took our creek
bed down six foot, and everybody in the left-hand fork immediately we lost
all of our water. We're still using water out of tanks filled by the fire
department."
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B. Public Meeting 2 - November 8, 2001, Falls View Grade
School, Fayette County, WV.
The second public meeting was held November 8, 2001, in Fayette
County at the Falls View Grade School with approximately eighty citizens
in attendance.
Much like the residents of Boone and Raleigh counties, the committee
heard more personal experiences from the Fayette county residents
regarding the July 8, 2001, flooding. The majority of residents spoke of
seeing a yellow thick mud. The yellowing is believed to be, by some
residents, a result of mining. Many addressed logging activity and
associated red water since logging began in their communities.
One speaker commented that oil and gas and utility companies were also
responsible for the flooding as they have cut roads up and down the
hillsides and across the roads.
Another speaker stated that the railroad was also responsible for the
flooding. "Well, a lot of that problem was caused by the railroad not
having adequate drains and the water came under the railroad, through
the banks and washed out on the other side and washed into people's
property, and if it had the right drains in there, a lot of that water wouldn't
have done that." "There was drains that had been clogged up since I was
a kid, and they finally come in there and halfway cleaned them out, the
railroad did, after this flood."
One resident of the Charlton Heights area complained that the
Department of Highways has inadequate drainage lines in that area. He
said that he has been dealing off and on with the DOH since about 1986.
C. Public Meeting 3 - November 19, 2001, Mt. View High School,
McDowell County, WV.
The third of four meetings was held November 19, 2001, in McDowell
County at Mt. View High School with approximately 45 people in
attendance.
Residents reported much the same damages and experiences as did
other residents in the previous county meetings. Reports of the diesel
smell and rainbow film in and on the waters, oil spots that had washed off
the hill, tidal waves, black mud after the water subsided, heavy coal dust,
trees washing down and clogging up drains and bridges and several
references to a slate dump in Carswell Hollow and inadequate drain pipes
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from the mine site nearby. There were many references to the flooding of
1986 but, according to the residents, this flood was much worse.
One resident of Welch commented that Welch got the rains and flooding
later, mid to late afternoon, and that it took longer to rise, but within two to
three hours, it was gone. "I had fifty-eight inches of water in my
basement. Our flooding was caused by debris that floated down the river
and lodged itself against the bridge that goes over to the city park, and
that had that not occurred, most of our homes on Lake Drive would never
have even been affected." "My observation was that most of that debris
was natural debris. I didn't see any cars floating down there. It was tree
limbs, you know, tree trunks and that sort of thing that lodged in the bridge
and the water backed up from that."
D. Public Meeting 4 - November 26, 2001, Wyoming East High
School, Wyoming County, WV.
The fourth and final meeting of the five county tours was held
November 26, 2001, in Wyoming County at Wyoming East High School
with approximately eighty people in attendance.
A resident of Mullens stated, "I'm a lifelong resident of Mullens. I've lived
there for sixty years. I've been through floods there. I've got brothers and
sisters there. We've never been flooded like we have this time. I've
never seen water come so quick, come so high. I do know that all the
mountains around Mullens have been logged out and I went back in those
mountains and it looked like a bomb went off back in there."
Another resident said that, "there were no warnings of an anticipated
flood. We had four very hard rains in a six hour period but no harder than
we had many times in the past." "I heard something and looked, and it
looked like a tidal wave coming. That thing was thirty feet high and
looked like a surfer could be underneath it, an ocean wave."
This resident spoke of a chemical smell in the air and a sheen that could
be seen on the water. The resident commented that she smelled this
same chemical odor when they de-gassed the holes on her property and
that it burned her throat and caused her difficulty with breathing.
The resident also stated that a "mine blowout right below the Hilton Strip
caused a big tidal wave which never touched the ground until it hit the
creek in Indian Creek. There it met one just like it coming down Indian
Creek and it was just unreal, and it will happen again."
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One individual stated that he has surveyed almost all of the watersheds
affected. "We're surveying these watersheds where there are
disturbances such as mountaintop removal, valley fills, steep slope
logging, old gob piles, old strip mines and possibly mine blow-outs maybe
filled by water being gathered up by old strip mines. The old strip mines,
particularly in this county, are everywhere."
"Where you are closer to these disturbances the flooding is much, much,
more severe, and that I think is just about unquestioned. I was at the 4-H
camp on Glen Fork below some of the worst steep slope logging I can
imagine. There is no question as to how and why logs ended up in the
swimming pool of the 4-H camp, and ironically the cabin furthest up the
hill, it was pointed out to me, had the worst damage because it was below
logging and it came down a little hollow and bashed up the cabin."
"On the other side of Clear Fork, the entire watershed of Sycamore has
been totally clear-cut. Above Mullens, there is tremendous timbering in
the Rhodell area, and that caused water to roar down the Guyandotte
River."
"I'd also like to comment about the watersheds that have been chosen for
this study. There is more in common between the Scrabble Creek
watershed and the Seng Creek watershed than there is the control. Seng
Creek and Scrabble Creek are both long, rather somewhat short, narrow
watersheds with steep headwater. Anyhow, those two watersheds are
very similar." The control watershed at Sycamore at Colcord is a large
watershed and is shaped like a funnel. It does have steep headwaters,
but it is a very large basin of water that converges to a very small point
which is where the community unfortunately was located. I don't know
where, it's so hard to find undeteriorated watersheds in southern West
Virginia, I don't really know where you look for a control, but you're
comparing two apples to one orange."
Many of the residents at this county meeting spoke directly to
timbering/logging issues associated with the flooding.
Residents at all the public meetings spoke of the devastation and loss of
lives had this flooding occurred during the nighttime hours versus the
daytime hours. Neighbors were able to warn and help each other and, in
most cases, could see the flooding coming.
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VII. FLOOD ANALYSIS TECHNICAL TEAM RESULTS
The results contained in this report can be applied throughout southern West
Virginia's steep slope topography. While this report concentrated mainly on
runoff analyses during the storm event, other issues of concern such as
stream hydraulic jumps or energy transitions, stream constrictions, random
stream blockages, stream bed loading and transport, sediment deposition,
and sediment transport were considered based mainly on observation and/or
comments. These issues are reflected in the recommendations to further
protect these watersheds and others in the future.
The results reached in this report are based on proven scientific, engineering,
and hydrological modeling techniques.
Through modeling calibration and validation of the physical and hydrologic
characteristics in each studied watershed (i.e., Seng Creek, Scrabble Creek,
and Sycamore Creek) FATT's watershed methodologies have proven to be
accurate in establishing hydrologic modeling similitude. The accuracy
standards are accepted in both scientific and engineering disciplines for
model validation. Application of these validation techniques indicates that the
characteristics of the watershed, as modeled, are sufficiently accurate to
produce meaningful results.
Using this methodology, FATT determined the degree of impact from mining
and logging activities under different scenarios for each watershed. FATT
decided that only two watersheds would be analyzed to assess impacts
associated with mining and logging, as present on July 8, 2001. For this
modeling, Seng Creek and Scrabble Creek were chosen.
FATT determined that no current mining and/or logging industry activities had
occurred in Sycamore Creek. Moreover, significant, observable, and
measurable flooding had occurred in this watershed. Therefore, Sycamore
Creek was chosen to be the control watershed. This watershed would be
representative of a limited industry impacted area, and would serve as a
comparative watershed for perspective purposes only.
Five scenarios were developed for the analyzed watersheds (Seng and
Scrabble Creeks). These scenarios would include modeling specific types of
mining and logging activities, as they existed in the watersheds on July 8,
2001. Due to the lack of relevant data, such as stream gage information,
precipitation measurements and current industry data, certain conditions
relative to the watersheds and the industry activities were assumed in the
FATT models. These include:
59
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• Existing urbanized areas would remain constant in cover type and
area throughout each scenario for each watershed model.
• No industry impoundment and/or drainage structure were allowed
to attenuate water flows. All water would flow through as though
the structures were at their maximum storage volume.
• No forest areas were assumed to be "burned" or associated with
any major forest fires within the last 10 years.
• No other industries (oil, gas, highway, power line, utility lines, etc.)
activities were addressed as having any impact of the physical
and/or hydrologic characteristic of each watershed.
• Bridges, low water crossings, stream crossing culverts that were
known to allow the flood waters to pass through were included in
the FATT hydrologic model. For those structures where it was not
known how long, how much, or if all stream flow was blocked, it
was assumed that the structure did not cause a constriction that
would create a pooling effect and was not included in the model for
the specific watershed.
• Back pooling from major tributaries that the modeled watersheds
flowed into were not considered unless validated stream gages
located on the main stream at the confluence were available. It was
determined that no valid gaging stations were available at the
confluence of any of the modeled watersheds and the next tier
tributary into which it discharged. Therefore, the backwater effect of
the next tier tributary was not considered as being of significance
unless the model watershed validation nodes were influenced by
this backwater or pooling. FATT determined that none of the
validation nodes were impacted or influenced by such conditions.
• Based upon information obtained from the NWS and the NRCS,
antecedent soil moisture condition II was used for all watersheds
analyzed.
• Based on information obtained from NOAA's NWS and NRCS,
storm distribution Type II was used for all precipitation models.
The scope of this analysis is the determination of runoff volume differences of
the mining and logging impacts versus those of a non-disturbed watershed
condition. Although this study modeled stream flow differences to determine
whether impacts occurred, the evaluation of water surface elevations relative
to such impacts was not studied. To do so, would require extensive data
collection and further study, including an investigation of every reach of
stream in the impacted watersheds, the damaged residences and every
natural and manmade stream constriction that could influence water level.
FATT established modeling scenarios for Seng Creek and Scrabble Creek to
determine the potential impact of mining and logging industries that occurred
on July 8, 2001. The scenarios are:
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SENG CREEK WATERSHED MODELING SCENARIOS
• Scenario 1: All mining and all logging activities as existed on July 8,
2001, were modeled in the watershed. NRSC (SCS) soil groups
and types, CNs, land types, land descriptions were identified and
validated by FATT. This data is inserted into the base hydrologic
modeling methodology to model the watershed. LiDAR 3 meter x 3-
meter horizontal grid data was used to create the ground
topography for this model. FATT surveyed stream cross-sections
at approximately every 500 feet are used to increase the accuracy
of the stream cross-sections and stream profiles within the
watershed.
• Scenario 2: All mining activities but no logging activities were
modeled in the watershed. NRSC (SCS) soil groups and types,
CNs, land types, land descriptions were identified by FATT. This
data was inserted into the base hydrologic model. LiDAR - 3 meter
x 3-meter horizontal grid data was used to create the ground
topography for this model. FATT surveyed stream cross-sections
at approximately every 500 feet were used to increase the accuracy
of the stream cross-sections and stream profiles within the
watershed.
• Scenario 3: All mining with all areas assumed to be reclaimed and
bond released, the vegetation has matured for 40 years and is
equal to that of the surrounding area. NRSC (SCS) soil groups and
types, CNs, land types, land descriptions were identified by FATT.
This data is inserted into the base hydrologic model. LiDAR
3 meter x 3-meter horizontal grid data was used to create the
ground topography for this model. FATT surveyed stream cross-
sections at approximately every 500 feet were used to increase the
accuracy of the stream cross-sections and stream profiles within
the watershed.
• Scenario 4: No mining and no logging were shown modeled in the
watershed. All forest areas were assumed to be mature. However,
the mine topography as created by the mining activities as of 2001,
and mapped by the LiDAR data was maintained in this model.
NRSC (SCS) soil groups and types, CNs, land types, land
descriptions were identified by FATT. This data is inserted into the
base hydrologic model. LiDAR 3-meter x 3-meter grid data was
used to create the ground topography for this model. FATT
surveyed stream cross-sections at approximately every 500 feet
were used to increase the accuracy of the stream cross-sections
and stream profiles within the watershed.
61
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• Scenario 5: No mining and no logging activities were shown in the
watershed. All forest areas were assumed to be mature. NRSC
(SCS) soil groups and types, CNs, land types, land descriptions
were identified by FATT. This data is inserted into the base create
the ground topography for this model. FATT surveyed stream
cross-sections at approximately every 500 feet were used to
increase the accuracy of the stream cross-sections and stream
profiles within the watershed.
SCRABBLE CREEK WATERSHED MODELING SCENARIOS
• Scenario 1: All mining and logging activities as existed on July 8,
2001, were modeled in the watershed. NRSC (SCS) soil groups
and types, CNs, land types, land descriptions were identified and
validated by FATT. This data is inserted into the base hydrologic
modeling methodology to model the watershed. LiDAR 3 meter
x 3-meter horizontal grid data was used to create the ground
topography for this model. FATT surveyed stream cross-sections
at approximately every 500 feet were used to increase the accuracy
of the stream cross-sections and stream profiles within the
watershed.
• Scenario 2: All mining but no logging activities as existed on July 8,
2001, were modeled in the watershed. NRSC (SCS) soil groups
and types, CNs, land types, land descriptions were identified by
FATT, This data is inserted into the base hydrologic model LiDAR 3
meter x 3 meter horizontal grid data was used to create the ground
topography for this model. FATT surveyed stream cross-sections
at approximately every 500 feet were used to increase the accuracy
of the stream cross-sections and stream profiles within the
watershed.
• Scenario 3: All mining with all areas assumed to be reclaimed and
bond released, the vegetation has matured for 40 years and is
equal to that of the surrounding area. No logging activities were
shown in the watershed. NRSC (SCS) soil groups and types, CNs,
land types, land descriptions were identified by FATT. This data is
inserted into the base hydrologic model. LiDAR 3 meter x 3-meter
horizontal grid data was used to create the ground topography for
this model. FATT surveyed stream cross-sections at approximately
every 500 feet were used to increase the accuracy of the stream
cross-sections and stream profiles within the watershed.
• Scenario 4: No mining and no logging were shown modeled in the
watershed. All forest areas were assumed to be mature. However,
the mine topography as created by the mining activities as of 2001,
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and mapped by the LiDAR data was maintained in this model.
NRSC (SCS) soil groups and types, CNs, land types, land
descriptions were identified by FATT. This data is inserted into the
base hydrologic model. LiDAR 3 meter x 3-meter grid data was
used to create the ground topography for this model. FATT
surveyed stream cross-sections at approximately every 500 feet
were used to increase the accuracy of the stream cross-sections
and stream profiles within the watershed.
• Scenario 5: No mining and no logging activities were shown in the
watershed. All forest areas were assumed to be mature. NRSC
(SCS) soil groups and types, CNs, land types, land descriptions
were identified by FATT. This data is inserted into the base
hydrologic model. USGS 10 x 10-meter grid data was used to
create the ground topography for this model. FATT surveyed
stream cross-sections at approximately every 500 feet were used to
increase the accuracy of the stream cross-sections and stream
profiles within the watershed.
SYCAMORE CREEK WATERSHED MODELING SCENARIO (CONTROL
WATERSHED)
Scenario 1: No mining and no logging were shown modeled in the watershed.
All forest areas were assumed to be mature. NRSC (SCS) soil groups and
types, CNs, land types, land descriptions were identified by FATT. This data
was inserted into the base hydrologic model. LiDAR 3 meter x 3-meter grid
data was used to create the ground topography for this model. FATT
surveyed stream cross-sections at specific locations in the stream necessary
to calibrate and validate the model.
Because Sycamore Creek was designated the control watershed with no
logging or mining influences, FATT modeled only one scenario, based upon
the July 8, 2001, storm event. The model results concerning watershed
performance was certified and then validated by FATT as being accurate and
precise in its representation of the hydrologic and physical characteristics of
the watershed during the storm event on July 8, 2001.
Certain physical conditions associated with mining and logging influences on
runoff were input into the modeling analysis to ensure accurate depiction of
these activities. Some of these conditions were:
• Type of terrain and slope of natural undisturbed ground
• Type of mining activity - Approximate Original Contour (AOC) versus
Regrade Variance
• Extent of mining
• Degree of reclamation
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• Type of logging activity - Select-cut or clear-cut methods
• Extent of logging activity
• Extent of post-timbering regrowth
• Location of industry activity within the watershed
Upon assembly of all pertinent research, data, and factors of influence
concerning the subject watersheds, the modeling analysis was completed.
After calibration and validation of model accuracy, the following results were
obtained. For a more detailed comparison of watershed effects, refer to Parts
II and III of this report.
The scenario comparisons yielded the following results. The results
represent the percentage increases or decreases in flow volumes (ft3/sec) at
various locations within each study watershed.
Seng Creek
SENG CREEK WATERSHED - (July 8, 2001 event)
PEAK DISCHARGE STREAM FLOW VALUES AND PERCENTAGE DIFFERENCES IN
WATERSHEDS COMPARED WITH UNDISTURBED WATERSHED
NODE
LOCATION
Node 1C at
mouth of
watershed
Node 2C
Node 3C
Node 4C
Node 5C near
toe of Valley
fill
Scenarios 1 :2
Total Logging
Influence
144cfs
126cfs
112 cfs
76cfs
27 cfs
5.9%
5.8%
5.9%
5.6%
3.9%
Scenarios 2:4
Total Mining
Influence
-6 cfs
-19 cfs
55 cfs
-10 cfs
-19 cfs
-0.2%
-0.9%
3.0%
-0.7%
-2.8%
Scenarios 4:1
Total Logging
& Total Mining
Influence
138cfs
107 cfs
167 cfs
66 cfs
8 cfs
5.6%
4.9%
9.1%
4.8%
1.1%
Scenarios 4:3
Mining with
Reclaimed
Topography
Influence & No
Logging
-78 cfs
-93 cfs
-18 cfs
-81 cfs
-87 cfs
-3.3%
-4.4%
-1.0%
-6.3%
-14.1%
In the Seng Creek watershed at the 1C node (near mouth of the receiving
stream), FATT determined that logging had a 5.9% flow increase and mining
had a 0.2% flow decrease.
Logging in Seng Creek occurred fairly recently (within 1 - 5 years) and had
minimal regrowth opportunity. Mining operations were ongoing and the actual
regrade designs allowed a regrade variance from AOC. Specifically, the
mined areas were regraded to a configuration having flatter slopes than the
original pre-mining topography. This alteration of the topography by the
surface mine to lesser slopes had a beneficial effect and produced less of an
overall impact or influence outcome relating to surface runoff volumes and
stream peak discharges.
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65
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Scrabble Creek
SCRABBLE CREEK WATERSHED - (July 8, 2001 event)
PEAK DISCHARGE STREAM FLOW VALUES AND PERCENTAGE DIFFERENCES IN
WATERSHEDS COMPARED WITH UNDISTURBED WATERSHED
NODE
LOCATION
Node 1C at
bottom of
Scrabble
Creek
Node 2C
Node 3C
Node 4C
Downstream
of Valley Fill
Node 5C
Downstream
of Valley Fill
Node 6C
Downstream
of Valley Fill
Node 7C
Scenarios 1:2
Total Logging
Influence
75cfs
65cfs
10cfs
0 cfs
Ocfs
0 cfs
23 cfs
3.8%
3.7%
1.1%
0%
0%
0%
4.0%
Scenarios 2:4
Total Mining
Influence
168 cfs
205 cfs
110 cfs
30 cfs
59 cfs
22 cfs
68 cfs
9.3%
13.4%
13.4%
17.3%
21.1%
19.6%
13.5%
Scenarios 4:1
Total Logging
& Total Mining
Influence
243 cfs
270 cfs
120 cfs
30 cfs
59 cfs
22 cfs
91 cfs
13.5%
17.6%
14.7%
17.3%
21.1%
19.6%
18.1%
Scenarios 4:3
Mining with
Reclaimed
Topography Influence
& No Logging
-139 cfs
-107 cfs
-51 cfs
-2 cfs
-1 cfs
1 cfs
-33 cfs
-8.4%
-7.5%
-6.6%
-1.2%
-0.4%
0.9%
-7.0%
In the Scrabble Creek watershed at the 1C node (near mouth of the receiving
stream), FATT determined that logging had a 3.8% flow increase and mining
had a 9.3% flow increase.
In this study watershed, both current and recent logging occurred, but
affected a lesser fraction of the watershed area than in Seng Creek. Much of
the mining area was in some form of reclamation, but the average regrade
slopes closely approximated those of the pre-mining topography when
compared to Seng Creek. The mine reclaimed steeper slopes created faster
surface runoff and retarded less flows than that of the surface mine in Seng
Creek that had less reclaimed topographic slopes.
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67
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Sycamore Creek
Sycamore Creek was observed to have extensive surface water runoff
impacts with negligible logging and mining disturbances. No current logging
or mining operations were identified in this watershed. Surface mining had
been conducted many years ago (estimated 20 or more years) along a small
contour operation near the head of the watershed. Over the years, natural
revegetation of this mining disturbance had occurred. For modeling
purposes, this watershed was assumed to be undisturbed.
The assimilated design storm in Sycamore Creek, representing the July 8,
2001, event consisted of 2.6 inches of rainfall over an approximate 5-hour
period. This amount of rain was less than the 3.9 inches and 4.1 inches
observed in Seng and Scrabble Creeks, respectively. Nevertheless, the
impacts to the Sycamore Creek watershed by the "out-of-bank" flows were
severe, especially when considering the damages caused to the community
of Colcord, located near the mouth of Sycamore Creek. Because of these
runoff impacts in the watershed, Sycamore Creek was chosen by FATT to
provide a perspective analysis focusing upon the July 8, 2001, precipitation
event and its associated surface water runoff effects in the watershed.
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VIM. FLOOD ANALYSIS TECHNICAL TEAM CONCLUSIONS
The Flood Analysis Technical Team in conjunction with the Flood
Investigative Advisory Committee both enacted by Governor's Executive
Order No. 16-10 undertook an extensive investigation into the scientific and
hydrologic cause of the July 8, 2001 floods. The investigation focused on any
impacts that current and past practices of the timbering and mining may have
had or contributed to the aforementioned flooding events. The investigation
made extensive use of information obtained from numerous Federal
agencies, other West Virginia State agencies, and West Virginia University.
Additional information was gained through agency consultations, individual
interviews and public meetings.
The study concentrated on runoff analysis. The results reached in this report
provide an indication of the impacts of mining and forestry practices and the
consequent behavior of the watersheds throughout the July 8th storm event.
This report may form the basis for more analyses in the future. Although time
did not allow for additional watersheds to be studied, the results contained in
this report are applicable to most steep slope topographic regions associated
with most of southern West Virginia. While this study was based upon runoff
analysis comparative methods, other issues of concern such as sediment
deposition were considered based mainly on observation and/or comments.
References to these types of issues are presented in the recommendations to
provide further downstream protection.
In general, the percentage contributions of mining and timbering were
relatively small when compared to the total stream flow volumes and the
associated cross-sectional areas at the mouths of the selected watersheds,
i.e., Seng Creek and Scrabble Creek. However, at evaluation points further
upstream and closer to the industry disturbances, the calculated runoff
volumes often increased and the associated effects became more
pronounced. These effects intensified primarily because the topography is
more restrictive and provides less cross-sectional area to accommodate flows
and the closer proximity to industrial activities provides less runoff
attenuation.
In the modeled watersheds, flows were "out-of-bank" for all scenarios,
including the undisturbed scenario assuming no industry influences. Even
without the exacerbating effects from the industry operations, significant "out-
of-bank" flows would have resulted.
Any increase in runoff contributions must be considered potentially significant.
However, it would be presumptuous of FATT to draw conclusions regarding
significance without further long-term investigation and analyses, including
(as previously mentioned) an investigation of every reach of stream in the
impacted watersheds, the damaged residences and every natural and
70
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manmade stream constriction in those watersheds that could influence water
level. What can be concluded, however, is that mining and timbering impacts
did influence the study watersheds by increasing surface water runoff and the
resulting stream flows at various evaluation points.
IX. FLOOD ANALYSIS TECHNICAL TEAM RECOMMENDATIONS
These recommendations are meant to foster enhanced runoff control for
logging and mining operations. Most of the recommendations contained
herein will have to be implemented through rulemaking or, in the case of
forestry, formal changes to the Best Management Practices, while others
pertaining to forestry can be implemented through policy or programmatic
development, as indicated.
As noted below, a number of these recommendations are the result of the
technical analysis conducted for the development of this report. Others came
as a result of field observations made by agency professionals and
information developed from the public meetings that were conducted as part
of this effort.
A. FATT RECOMMENDATIONS FOR MINING AND RECLAMATION
OPERATIONS
1. Recommendations Resulting from the Technical Analysis
a. Revise regulations to enhance Hydrologic Reclamation Plans
for all existing, pending and future permits to prohibit any
increase in surface water discharge over pre-mining conditions.
b. Revise regulations so that the post-mining drainage design of all
existing and future mining permits corresponds with the
permitted post-mining land configuration.
c. Revise regulations to enhance contemporaneous reclamation
requirements to further reduce surface water runoff.
2. Recommendations Resulting Primarily from Observations
a. Revise regulations to require that each application for a permit
contain a sediment retention plan to emphasize runoff control
and minimize downstream sediment deposition during
precipitation events.
b. Revise regulations to require durable rock fills be limited to
"bottom up or incremental lift construction" methods for
enhanced runoff and sediment control.
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c. Revise regulations to require the condition of the total
watershed be reviewed prior to any approved placement of
excess spoil material. Conditions that should be considered
include the proximity of residents, structures, etc., to excess
spoil disposal structures.
d. Revise regulations to require that valley fill designs minimize
erosion within the watershed during precipitation. The permittee
shall consider the total disturbance of the disposal area.
e. Revise regulations to prohibit "wing dumping" of spoil in excess
spoil disposal structures.
f. Revise regulations to prohibit placement of windrowed material
in areas that encroach upon natural drainageways.
g. Revise regulations to limit areas allowed for clearing/grubbing of
operations in excess spoil disposal areas.
h. Revise regulations to maximize reforestation opportunities for all
types of post mining land uses.
i. Revise regulations to require rain gages be located on all mine
sites and that monitoring and reporting schedules be developed.
B. FATT RECOMMENDATIONS FOR FORESTRY OPERATIONS
Agency observations and comments by the public indicated substantial
movement of logging debris and sediment from logging operations into
streams during the flood event. Transport of this material was caused in part
by concentration of flow by logging and skid roads. In addition, disposal of
slash near streambeds also contributed material that may have increased
flood damage. Erosion of material from roadways was evident from aerial
overflights after the July 8 storm.
FATT recommends that the forestry oversight committee, established under
the Logging Sediment Control Act, W.Va. Code 19-1B-7, include the
foregoing recommendations as revisions to the West Virginia Best
Management Practices to enhance sediment and runoff control. We further
recommend increased staffing to aid in: forest fire prevention and
suppression, forest hydrology, and field inspection and verification of the use
of existing and proposed BMPs. While research shows the value of using
BMPs, close field verification and vigorous enforcement are necessary to
provide the benefits associated with proper timbering methods.
1. Recommendations
a. Revise BMPs to limit logging activities within the total area of a
watershed based upon acreage, basal area removed,
silvicultural methods or any combination so as to minimize
runoff velocities and channelization of flows due to total
watershed disturbance.
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b. Revise BMPs to prohibit the use of lopped slash as a substitute
for seeding on skid roads, require out-sloping and seeding of all
roads prior to a post-operational site inspection or within sixty
days of the end-date in the timber harvesting notification.
c. Revise BMPs to require a slash disposal plan be included in all
timber harvesting notifications to provide for the removal of
slash from roadways and landing areas. The BMPs should be
revised to prohibit placement of large woody vegetation in
intermittent and perennial stream channels.
d. Revise BMPs to require that the past history of uncontrolled
burning in the watershed be taken into account in designing
timbering operation plans to reduce runoff from these areas.
The committee should investigate increased staffing for forest
fire prevention and suppression with the long-term goal of
eliminating forest fires as a contributor to increased runoff.
e. The Division of Forestry should conduct pre-operational site
inspections to review proposed timbering operation plans,
sediment control practices, and BMPs to be used by operators.
f. The Division of Forestry should implement a routine inspection
regime to monitor and enforce BMPs and timbering notification
requirements during active operations.
g. The Division of Forestry should conduct a post-operational site
inspection at the end-date of the timbering operation to insure
that all BMPs and sediment control practices have been met
prior to removal of equipment from the site.
h. The Division of Forestry should provide increased technical
assistance to timber operators in training and field verification,
specifically with regard to road construction, stream-crossing
construction, log landing location, and sediment control
measures.
C. ADDITIONAL AREAS OF CONCERN EXPRESSED BY THE
GENERAL PUBLIC AND RECOGNIZED BY FATT
FATT recognizes the following areas as appropriate for study to prevent or
minimize storm-related flood damage. While assessments of these issues
were beyond the scope of the instant analysis, FATT understands that most,
if not all, of these matters are being addressed by the statewide flood
protection task force.
1. Undersized road culverts in streams.
2. Inadequate flow areas under bridges and failure to maintain the bridge
stream flow area.
3. Stream encroachment from land development.
4. Littering and placement of debris into streams and their flood plains.
5. Oil, gas, and other large scale earth disturbance projects.
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D. FATT RECOMMENDATIONS FOR FURTHER STUDIES
1. Follow-up studies on any implemented recommendations resulting
from this report to analyze effectiveness.
2. Additional studies to determine effectiveness of current logging BMPs
and possible enhancements.
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Table 1
Nation Weather Service precipitation measurements on July 8, 2001
Location
NWS Charleston station
Clay
Madison
Tornado
South of Beckley
Beckley
Dry creek
Babcock
Hawks Nest
Oak Hill
Page
Amount of Precipitation
1.87" of precipitation
2.33" of precipitation
0.65" of precipitation
0.80" of precipitation
6.77" of precipitation
4.56" of precipitation
3.91 of precipitation
3.26" of precipitation
5.12" of precipitation
4.78"of precipitation
5.00" of precipitation
National Weather Service Rainfall Data
LOCATION
Mullens, WV
Oceana, WV
Pineville, WV
Kopperston, WV
Wolf Pen, WV
Clear Fork, WV
Hawks Nest SP, WV
Page, WV
Oak Hill, WV
Gauley Mountain, WV
Mann Lookout Tower
Beckley VA, WV
Crab Orchard, WV
Dry Creek, WV
Grandview, WV
Beckley AP, WV
London Lock, WV
Marmet Lock, WV
Latuna, WV
Charleston AP, WV
Charleston RLX, WV
Elkhorn, WV
War, WV
Welch, WV
Elk Run, WV
Williams Hill, WV
Madison, WV
COUNTY NAME
Wyoming
Fayette
Raleigh
Kanawha
McDowell
Boone
NORMAL JULY
RAINFALL
4.80 inches
4.80 inches
5.50 inches
4.80 inches
4.60 inches
4.60 inches
RAINFALL ON
JULYS™
5.32 inches
5.19 inches
4.79 inches
3.49 inches
2.56 inches
1.53 inches
5.02 inches
5.00 inches
4.78 inches
3.78 inches
2.38 inches
4.56 inches
4.05 inches
3.91 inches
3.42 inches
2.64 inches
4.02 inches
2.49 inches
2.15 inches
2.05 inches
1.87 inches
4.05 inches
3.07 inches
1.20 inches
1.88 inches
1.79 inches
0.65 inches
75
-------
Table 2
U.S. ARMY CORPS OF ENGINEERS RAINFALL COMPARISON 2001
Gaqe
Beckley, WV
Pineville, WV
Oceana, WV
Mullens, WV
Oak Hill, WV
Hawks Nest, WV
Wolf Pen, WV
Kopperston, WV
July 8tn Storm
(4 hour event)
4.56 inches
4.75 inches
5.19 inches
5.37 inches
4.78 inches
5.72 inches
2.56 inches
3.49 inches
July 27tn
(24 hour event)
5.31 inches
1.30 inches
1.15 inches
2.36 inches
2.81 inches
2.38 inches
1.51 inches
1.74 inches
U.S. Army Corps of Engineers - Huntington District
Precipitation Comparison - 2001
Gaqe
LOCATION
Bartlick, VA
Beckley, WV
Beech Fork Lake, WV
Bluestone Lake, WV
Clintwood, VA
Craigsville, WV
Dewey Lake, WV
East Lynn Lake, WV
Frametown, WV
Georges Fork, VA
Grayson Lake
Hawks Nest, WV
Haysi, VA
John Flannagan Lake
Kopperston, WV
Madison, WV
Mt. Lookout, WV
Mt. Nebo, WV
Mullens, WV
Oak Hill, WV
Oceana, WV
Pikeville, KY
Pineville, WV
Queen Shoals, WV
R. D. Bailey Lake, WV
Richlands, VA
Summersville Lake, WV
Sutton Lake, WV
Wayne, WV
May
16-18**
NA
NA
3.10"
3.55"
NA
NA
1 .44"
4.05"
NA
NA
2.05"
NA
NA
2.23"
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
2.18"
NA
3.30"
2.26"
NA
July 8*
0.41"
4.56"
0.14"
1 .55"
NA
1 .49"
0.58"
0.32"
2.38"
0.65"
0.40"
5.72"
0.42"
0.44"
3.49"
NA
1 .82"
NA
5.37"
4.78"
5.19"
NA
4.75"
2.47"
0.62"
NA
1 .09"
0.44"
NA
July 26
2.45"
5.31"
1 .43"
3.48"
2.86"
3.74"
2.82"
2.15"
0.42"
3.00"
0.39"
2.38"
3.13"
4.00"
1 .74"
3.80"
3.22"
2.75"
NA
2.81"
NA
2.26"
1 .30"
0.69"
1 .77"
3.25"
4.18"
1 .06"
2.22"
July 29
0.25"
1 .28"
0.81"
1 .52"
NA
3.20"
2.12"
0.94"
0.63"
0.41"
1.19"
2.00"
0.27"
0.30"
0.88"
NA
2.07"
2.08"
0.92"
1.10"
1 .27"
0.47"
0.63"
1 .04"
0.74"
NA
2.83"
0.77"
0.88"
July 30
1 .53"
0.96"
0.84"
1 .29"
NA
2.03"
0.95"
1 .39"
1 .04"
0.54"
1 .49"
NA
1 .67"
1 .90"
0.92"
NA
2.34"
NA
1.51"
NA
NA
0.81"
NA
0.70"
1 .47"
NA
2.96"
2.01"
1 .66"
Total all
Storms
4.64"
12.11"
6.32"
1 1 .39"
2.86"
10.46"
7.91"
8.85"
4.47"
4.60"
5.52"
10.10"
5.49"
8.87"
7.03"
3.80"
9.45"
4.83"
7.80"
8.69"
6.46"
3.54"
6.68"
4.90"
6.78"
3.25"
14.36"
6.54"
4.76"
"July 8, 2001 - an estimated 4-hour storm event
** May storms - all observed values from COE projects.
76
-------
Table 3
USGS Provisional recurrence interval of July 2001 flo
High Water Marks compared to Flood Insurance Stud'
Location
Tug Fork at mile 153.1 (Downtown Anawalt)
Tug Fork at mile 151.8 (West side of Anawalt)
Tug Fork at mile 150.2
Tug Fork at mile 145.2
Tug Fork at mile 141.4 (Downtown Gary)
Tug Fork at mile 136.3 (East side of Welch)
Elkhorn Creek at mile 13.7 (East of Keystone)
Elkhorn Creek at mile 8.25 (East of Kimball)
Elkhorn Creek at mile 7.0
Elkhorn Creek at mile 0.5
Browns Creek at mile (North side of Welch)
Guyandotte River at mile 167.2
Guyandotte River at mile 159.7 (Mullens)
Slab Creek at mile 0.3 (Mullens)
Guyandotte River at mile 157.5
Guyandotte River at mile 149.1
Guyandotte River at mile 147.6
Guyandotte River at mile 143.8 (approximate)
Pineville Upstream of Park Street
Pineville Downstream of Park Street
Guyandotte River at mile 142.6 (In loop of river)
Guyandotte River at mile 138.5
Guyandotte River at mile 131.7
Clear Fork at Oceana (2.8 miles above State Route 10)
Clear Fort at mile 12.3
Paint Creek 14,200 ft. above confluence of town of Pax
od in West Virginia from
/
Elevation
1686.9
1653.7
1603.6
1471.7
1404.9
1317.4
1664.4
1491.0
1465.6
1307.5
1448.0
1567.2
1427.8
1423.3
1408.3
1338.9
1330.1
1288.3
1286.3
1272.0
1224.2
1171.25
1257.6
1238.1
1629.8
Recurrence
Interval
50
>500
100
100
10
10-50
10
10
10-50
50
>500
>500
100
>500
100-500
100
>100
>500
500
>500
50
100
100
77
-------
Table 4
Provisional discharge of the July 2001 flood in West Virginia and estimated recurrence interval from USGS gaging stations
[Drainage area in square miles, peak stage in feet, peak discharge in cubic feet per second, and recurrence interval years.]
USGS station number and name
031 771 00 Payne Branch near Oakvale
031 78000 Bluestone River near Spanishburg
031 78500 Camp Creek near Camp Creek
031 79000 Bluestone River near Pipestem
031 85000 Piney Creek at Raleigh
031 901 00 Anglins Creek near Nallen
031 90500 Meadow Creek near Summersville
031 91 400 Laurel Creek near Summersville
031 98350 Clear Fork at Whitesville
091 99300 Rock Creek near Danville
03200500 Coal River at Tornado
03202245 March Fork at Maben
03202400 Guyandotte River at Baileysville
03202480 Briar Creek at Fanrock
03202490 Indian Creek at Fanrock
03202750 Clear Fork at Clear Fork
0321 2750 Tug Fork at Welch
0321 2980 Dry Fork at Beartown
0321 3000 Tug Fork at Litwar
0321 3620 Tug Fork at Vulcan
0321 3700 Tug Fork at Williamson
County
Mercer
Mercer
Mercer
Summers
Raleigh
Nicholas
Nicholas
Nicholas
Raleigh
Boone
Kanawha
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
McDowell
McDowell
McDowell
Mingo
Pike (Ohio)
Drainage
Area
8.64
199.00
32.00
395.00
52.20
23.50
4.22
4.28
62.80
12.20
862.00
4.85
306.00
7.34
40.70
126.00
174.00
209.00
505.00
778.00
936.00
Peak Stage
2.86
18.30
7.15
11.44
9.40
NoHWM
NoHWM
NoHWM
28.47
6.45
18.83
15.38
31.25
NoHWM
17.11
15.60
19.77
10.13
13.17
17.00
20.01
Peak
Discharge
-
6,000
4,800
9,110
-
-
-
-
-
380
15,400
Indirect Q
Indirect Q
-
4,940
Indirect Q
Indirect Q
7,180
19,000
19,500
13,000
Recurrence
interval
-
2
25-50
2-5
~
<2
<2
<2
~
<2
<2
~
~
<2
50
~
~
5-10
5
~
<2
78
-------
Table 5
NRCS Runoff Curve Numbers (ref. TR-55 Appendix) for Cultivated Agricultural Lands1
Cover type
Fallow
Row crops
Small grain
Close-
seeded
or broadcast
legumes or
rotation
meadow
2
Treatment
Bare soil
Crop residue cover (CR)
Straight row
Straight row + CR
Contoured (C)
Contoured + (CR)
Contoured & terraced (C&T)
Contoured & terraced + CR
Straight row
Straight row + CR
Contoured
Contoured + CR
Contoured & terraced
Contoured & terraced + CR
Straight row
Contoured
Contoured & terraced
Hydrologic
3
Condition
-
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Poor
Good
Curve numbers for
A
77
76
74
72
67
71
64
70
65
69
64
68
62
65
61
65
63
64
60
63
61
62
60
61
59
60
58
66
58
64
55
63
51
B
86
85
83
81
78
80
75
79
75
78
74
74
71
73
70
76
75
75
72
74
73
73
72
72
70
71
69
77
72
75
69
73
67
C
91
90
88
88
85
87
82
84
82
83
81
80
78
79
77
84
83
83
80
82
81
81
80
79
78
78
77
85
81
83
78
80
76
D
94
93
90
91
89
90
85
88
86
87
85
82
81
81
80
88
87
88
84
85
84
84
83
82
81
81
80
89
85
85
83
83
80
Average runoff condition.
Crop residue cover (CR) applies only if residue is on at least 5% of surface throughout the year.
Hydrologic condition is based on combination of factors that affect infiltration and runoff, including:
(a) density and canopy of vegetative areas
79
-------
(b) amount of year-round cover
(c) amount of grass or close-seeded legumes in rotation
(d) percent of residue cover on the land surface (good > 20%), and
(e) degree of surface roughness.
Poor: Factors impair infiltration and ten to increase runoff.
Good: Factors encourage average and better than average infiltration and tend to decrease runoff.
Table 5, con't - NRCS Runoff Curve Numbers for other Agricultural Land1
Cover Description
Cover type
Pacti irp nra^^lanrl nr rannp pnntini mi i^
2
forage for grazing.
Meadow - continuous grass, protected from
grazing and generally mowed for hay.
Rn iQh hn iQh-\A/^^H-nraQQ mivti ir^ \A/ith hn iQh
the major element
Woods-grass combination (orchard or tree
farm).
6
Woods
Farmsteads - building, lanes, driveways and
surrounding lots.
Hydrologic
3
Condition
Poor
Fair
Good
-
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
-
Curve numbers for
hydrologic soil group
A
68
49
39
30
48
35
304
57
43
32
45
36
304
59
B
79
69
61
58
67
56
48
73
65
58
66
60
55
74
C
86
79
74
71
77
70
65
82
76
72
77
73
70
82
D
89
84
80
78
83
77
73
88
82
79
83
79
77
86
Average runoff conditions.
Poor: < 50% ground cover or heavily grazed with no mulch.
Fair: 50% to 75% ground cover and not heavily grazed.
Good: > 75% ground cover and lightly or only occasionally grazed.
Poor: < 50% ground cover.
Fair: 50% to 75% ground cover.
Good: > 75% ground cover.
Actual curve number is less than 30; use CN = 30 for runoff computations.
CNs shown were computed for areas with 50% woods and 50% grass (pasture) cover.
Other combinations of conditions may be computed from the CNs for woods and pasture.
Poor: Forest, litter, small trees, and brush have been destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
80
-------
Table 5, con't. - NRCS Runoff Curve Numbers for Arid and Semi-Arid
Rangeland1
Cover Description
Cover type
Herbaceous - mixture of grass, weeds, and
low growing brush, with brush the minor
element.
Oak-aspen - mountain brush mixture or oak
brush, Aspen, mountain mahogany, bitter
brush, maple, and other brush.
r ii lyui i-jur iijjci pit lyui i jui iijjci , ui UUIM, yidoo
understory.
Sagebrush with grass understory.
Desert shrub - major plants include saltbrush,
greasewood, creosotebruse, blackbrush,
bursage, palo verde, mesquite, and cactus.
Hydrologic
Condition
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
Curve numbers for
hydrologic soil group
A
63
55
49
B
80
71
62
66
48
30
75
58
41
67
51
35
77
72
88
C
87
81
74
74
57
41
85
72
61
80
63
47
85
81
79
D
93
89
85
79
63
48
89
80
71
85
70
55
88
86
84
Average runoff conditions. For rangelands in humid regions, use table 2-3b.
Poor: < 30% ground cover (litter, grass, and brush overstory).
Fair: 30% to 70% ground cover.
Good: > 70% ground cover.
Curve numbers for group A have been developed only for desert shrub.
81
-------
Table 5, con't. - NRCS Runoff Curve Numbers for other Urban Areas1
Cover Description
Cover type and hydrologic condition
Fully developed urban areas (vegetation
established)
Open space (lawns, parks, golf courses, etc.) ;
Poor condition (grass cover < 50%)
Fair condition (grass cover 50% to 75%)
Good condition (grass cover > 75%)
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right of way).
Streets and roads;
Paved; curbs and storm sewers (excluding-
right-of-Way)
Paved; open ditches (including right-of-way)
Gravel (including right-of-way)
Dirt (including right-of-way)
Western desert urban areas:
Natural desert landscaping (pervious areas
only)
Artificial desert landscaping (impervious weed
barrier, dessert shrub with 1 - 2 inch sand or
gravel mulch and basin borders.)
Urban districts:
Commercial and business
Industrial
Residential districts by average lot size:
1/8 acre or less (town houses)
% acre
1 /3 acre
% acre
1 acre
2 acres
Developing urban areas
Newly graded areas (pervious areas only, no
Vegetation)
Average
percent
Impervious
2
area
85
72
65
38
30
25
20
12
Curve numbers for
Hydrologic soil group
A
68
49
39
95
98
83
76
72
63
96
89
81
77
61
57
54
51
46
77
B
79
69
61
98
98
89
85
82
77
96
92
88
85
75
72
70
68
65
86
C
86
79
74
98
98
92
89
87
85
96
94
91
90
83
81
80
79
77
91
D
89
84
80
98
98
93
91
89
88
96
95
93
92
87
86
85
84
82
94
Idle lands
(CNs are determined using cover similar to those in table 2-2a)
82
-------
Average runoff condition
2
The average percent impervious area shown was used to develop the composite CNs. Other
assumptions are as follows: impervious areas are directly connected to the drainage system,
impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in
good hydrologic condition.
CNs shown are equivalent to those of pasture. Composite CNs may be computed for other
combinations of open space cover type.
4
Composite CNs for natural desert landscaping should be computed based on the impervious area
(CN = 98) and the previous area CN. The pervious area CNs are assumed equivalent to desert
shrub in poor hydrologic condition.
Composite CNs to use for the design of temporary measures during grading and construction should
be computed using the degree of development (impervious area percentage) and the CNs for the
newly graded pervious area.
Table 5, con't. - NRCS Runoff Curve Numbers for Porous Pavement & Surface Mined
Areas1
Cover Description
Cover type and hydrologic condition
Porous pavement
Properly maintained
Properly maintained
Properly maintained
Properly maintained
Properly maintained
Properly maintained
Properly maintained
Properly maintained
Properly maintained
Not properly maintained
Disturbed surface mined areas
Raw spoils (gob piles)
Graded spoils
Top-dressed spoils
Vegetated spoils
Gravel
Subbase
Thickness
10 inches
12 inches
14 inches
16 inches
18 inches
20 inches
24 inches
30 inches
36 inches
1 0-36 inches
Curve numbers for
hydrologic soil grou
A
57
56
55
54
53
52
52
49
47
98
88
84
82
75
B
66
64
63
62
61
60
58
55
52
98
88
84
82
75
C
69
68
67
65
64
63
61
57
55
98
88
84
82
75
p
D
75
74
72
70
69
68
66
61
58
98
88
84
82
75
Average runoff conditions, la = 0.2S.
83
-------
REFERENCES CITED
American Iron and Steel Institute (1995). "Modern Sewer Design", 3rd ed. American
Iron and Steel Institute, Washington, D.C.
American Society of Civil Engineers, (1949). "Hydrology Handbook", New York, NY.
Anderson, Malcolm G. and Bates, Paul D., ed. (2001). "Model Validation:
Perspective in Hydrological Science", John Wiles & Sons, Ltd., England.
Atkinson, Peter M. and Tate, Nicholas J., eds. (1999). "Advances in remote sensing
and CIS Analysis", John Wiley & Sons, England.
Barnes, Harry H., Jr. (1967). Roughness Characteristics of Natural Channels,
Geological Survey Water Supply Paper 1849.
Barren, Johnny (2002). Stormwater, "Stream Sampling 101", Vol. 3, No. 1.
Benson, M. S., and Dalrymple, T. (1967). General Field and Office Procedures for
Indirect Discharge Measurements. U.S. Geological Survey Techniques of
Water-Resources Investigations, Book 3, Chapter Al, 30 pp.
Betson, R. P. (1964). "What is Watershed Runoff?" Journal of Geophysical
Research 69.
Betson, R. P. and J. B. Marius (1964). "Source Areas of Storm Runoff", Water
Resources Research 5.
Black, Peter E. (1972). "Hydrograph Responses to Geomorphic Model Watershed
Characteristics and Precipitation Variables", Journal of Hydrology 17.
Black, Peter E. (1991). "Watershed Hydrology." Prentice Hall, New Jersey.
BOSS International, Inc. (2001) "HEC-1 Rainfall-Runoff and Hydrologic Modeling-
User's Manual".
BOSS International, Inc. (2001) "WMS- -Watershed Modeling System- User's
Manual".
BOSS International, Inc. (2001) "WMS- -Watershed Modeling System-Training
Manual".
BOSS International, Inc. (2001) "WMS- -Watershed Modeling System-Tutorial
Manual".
84
-------
BOSS International, Inc. (2001) "RiverCAD-River Modeling System- User's Manual".
BOSS International, Inc. (2001). "RiverCAD-River Modeling System-Tutorial
Manual".
Cabezas, L. Moris (1996). "Hydrologic methods and Stormwater Management
Approaches Applicable to Undeveloped Drainage Areas",
http://www.epa.gov/OWOW/watershed/Proceed/cabezas/html.
Bowers, Robert (2001). Stormwater, "The Greenbrier Valley: Agricultural Runoff and
Water Quality", Vol. 2, No. 7.
Breed, Charles (1962). "Higher Surveying", 3rd ed., John Wiley & Sons, Inc.,
London.
Brewster, Carlyle C. (2002). Geospatial Solutions, "Spatial Tools for Pest
Management", Vol. 12. No. 6.
Bunch, Bryan W. (2002). Professional Surveyor, "Developing and Adopting a
Single Zone SPCS for Kentucky, Part 2", Vol. 22, No. 5.
Cave, Kelly (2001). Stormwater, "Stormwater Control - Using a Watershed
Management Plan", Vol. 2, No. 7.
Cayuganet (2001). "Introduction to Stream Geomorphology",
http://www.cayuganet.org/owla/riparian/fluvial15.html.
Chow, Ven Te, Maidment, David R., and Mays, Larry W. (1988). "Applied
Hydrology." McGraw-Hill, New York.
Chow, Ven Te (1973). "Advances in Hydroscience", Vol. 9 - 1973. Academic Press,
New York and London.
Chow, VenTe, Ph.D., (1964). "Handbook of Applied Hydrology." McGraw-Hill, New
York.
Commonwealth of Kentucky, Department of Natural Resources and Environmental
Protection, Bureau of natural Resources, Division of Water Resources (1977). "The
Floods of April", Kentucky
Commonwealth of Kentucky, Kentucky Geological Survey (1999) "Hydrogeology,
Hydrogeochemistry, and Spoil Sediment at a large mine-spoil area in Eastern
Kentucky: Star Fire Tract", Lexington, Kentucky
Danehy, Robert (2001) "Stream Habitat Quantification by Use of the Froude
Number", http://www.stream.fs.fed.us/streamnt/jan96/jan96a3t.htm.
85
-------
Davis, Raymond E. (1966). "Surveying - Theory and Practice,). McGraw-Hill, New
York.
DeMartino, Steve (2001). CE News, "Feature/00 CIS Data Model".
DeMartino, Steve (2001). CE News, "Object-oriented CIS 101".
Denny, Milton (2002). Point of Beginning, "Surveying Little Egypt,: Vol. 27, No 8.
Doyle, William S. (1976). "Strip Mining of Coal: Environmental Solutions", Pollution
Technology review No 27. Noyes Data Corporation, Park Ridge, New Jersey.
Dunne T., and L. B. Leopold (1978). Water in Environmental Planning. W. H.
Freeman and Company, San Francisco, CA.
Epstein, Claude (2001). "An Introduction to Geomorphic Stream Delineations",
http://loki.stockton.edu/~epsteinc/rosgen~1.htm
Faulkner, Lawrence (2002). Geospatial Solutions, "3D Elevation Models - Bring
Data to Life", Vol. 12, No. 6.
Federal Emergency Management Agency, (FEMA), (2002) "Flood Hazard Mapping-
Hydraulic Models Accepted by FEMA for NFIP usage".
http://www.fema.gov/mit/tsd/en_hydra.htm.
Federal Emergency Management Agency, (FEMA), (2002) "Flood hazard Mapping-
Hydrologic Models Accepted by FEMA for NFIP usage".
http://www.fema.gov/mit/tsd/en_hydro.htm.
Fetter, C. W. (1988). "Applied Hydrogeology", 2nd ed., Macmillan Publishing
Company, New York.
Flood Advisory Technical Taskforce, National Oceanic and Atmospheric
Administration, National Weather Service, Charleston, West Virginia (2001).
"Personal communication with hydrologist, John Sikroa, concerning the Draft Data
Review of the July 8, 2001 Record Flood in West Virginia.
Flood Advisory Technical Taskforce, National Oceanic and Atmospheric
Administration, National Weather Service, Charleston, West Virginia (2001).
"Personal communication with meteorologist, Ken Batty, concerning preliminary rain
totals for July 8, 2001.
Flood Advisory Technical Taskforce, National Oceanic and Atmospheric
Administration, National Weather Service, Charleston, West Virginia (2001, 2002).
"Personal communication with meteorologists, Ken Batty and Jeff Hovis, concerning
precipitation and Dopier Radar.
86
-------
Flood Advisory Technical Taskforce, USDA, National Resource Conservation
Services (2001). " Personal communication concerning established runoff curve
numbers for surface-mined areas in West Virginia."
Flood Advisory Technical Taskforce, U.S. Department of the Interior, U.S.
Geological Survey, Water Resources Division (2001). "Personal communication
concerning magnitude and frequency of peak discharges for unregulated streams in
Southern West Virginia."
Florence, Frank (2002). Geospatial Solutions, "Sun, Water, and Manure-
Conservation District Wading, in CIS", Vol. 12, No. 5.
Garbrect, J., and Martz, L. (1995). "TOPAZ: An Automated Digital Landscape
Analysis Tool for Topographic Evaluation, Drainage Identification, Watershed
Segmentation, and Subcatchment Parameterization: Overview." U.S. Department of
Agriculture, Agricultural Research Service, ARS Publication No. NAWQL 95-1 m 17
pp.
Gorman, John L. and Espy, Lester E. (1975). "Soil Survey of Fayette and Raleigh
Counties, West Virginia." United States Department of Agriculture, Soil
Conservation Service, West Virginia.
Hager, Mary Catherine (2001). Stormwater, "Evaluating First Flush", Vol. 2, No. 6.
Hawkins, Richard (1998) School of Renewable Natural Resources, University of
Arizona, "Secondary Influences in Curve Number Rainfall-Runoff", e second
summ.dft, Tucson, AZ.
Hewlett, J. D., and A. R. Hibbert (1967). "Factors Affecting the Response of Small
Watersheds to Precipitation in Humid Areas", In Proceedings of International
Symposium on Forest Hydrology, Sopperand Lull, editors.
Hoggan, Daniel H. (1997). "Computer-Assisted Floodplain Hydrology and
Hydraulics", 2nd Ed. McGraw-Hill, New York
Hursh, C. R. (2002) Unasylva-Vol. 5, "Equipment News-Research in Forest-Stream
Flow Relations", http:/www.fao.org/docrep/x5358e/x5358e02.htm.
James, Howard (2002). Point of Beginning, "Steering by Satellite", Vol. 27, No. 4.
Jiorle, Neil P. (2002). Point of Beginning, "Contamination Breakdown", Vol. 27, No.
4.
Kazmann, Raphael G. (1965). "Modern Hydrology." Harper & Row, New York.
87
-------
Kloske, John (2002). Geospatial Solutions, "SOS From the Monitor", Vol. 12, No. 5.
Kochenderfer, James N., Pamela J. Edwards, and Frederica Wood. USDA Forest
Service, Timber & Watershed Lab, Parsons, WV. "Hydrologic Impacts of Logging an
Appalachian Watershed Using West Virginia's Best Management Practices".
National Journal of Applied Forestry, Vol. 14, No. 4, December 1997.
Landry, Shawn (2002). Stormwater, "Rapid completion of a GPS-Based
Infrastructure Inventory for NPDES, GASB 34, and FEMA", Vol. 3, No. 1.
Leopold, Luna B., Miller, John P., and Wolman, M. Gordon (1995). "Fluvial
Processes in Geomorphology." Dover Publications, Inc., New York.
Linsley, Ray K. and Franzine, Joseph B. (1964). "Water-Resources Engineering."
McGraw-Hill, New York
Linsley, Ray K. Jr., Kohler, Max A., and Paulhus, Joseph L. H. (1982). "Hydrology
for Engineers", 3rd Ed. McGraw-Hill, New York
Linsley, Ray K. Kohler, M. A., and Paulhus, J. L. H., (1949). "Applied Hydrology",
McGraw-Hill, New York, NY.
Lyman, Thomas G. (2001). CE News, "A Guide to GPS-Learn to obtain better
accuracy".
Maidment, David R., (1993). "Handbook of Hydrology." McGraw-Hill, New York
Maidment, David, Dr. and Djokic, Dean, Dr., Eds. (2000). "Hydrologic and Hydraulic
Modeling Support with Geographic Information Systems." Environmental Systems
Research Institute, Inc., Redlands, California.
Martin, Daniel (2002). Professional Surveyor, "Static GPS: Baseline Reduction &
Analysis", Vol. 22, No. 5.
Martin, James L. and McCutcheon, Steven C. (1999). "Hydrodynamics and
Transport for Water Quality Modeling." Lewis Publishers, Boca Raton, Florida.
McCuen, Richard H. (1998). "Hydrologic Analysis and Design." Prentice-Hall, New
Jersey.
Mericas, Dean (2001). Stormwater, "State-of-the-Art Automatic Flow Monitoring and
Sampling/Sensing Technology", Vol. 2. # 7.
Mills, Chad (2002). Point of Beginning, "Free Flowing Solutions", Vol. 27, No. 4.
Mitchell, Martha S. (2001). Erosion Control, "Scales of Change", Vol. 8, No. 6.
88
-------
Morris, Henry M. (1963). "Applied Hydraulics in Engineering." The Ronald Press
Company, New York.
National Oceanic and Atmospheric Administration, NOAA, National Weather
Service, (2001) "National Radar Reflectivity Mosaic",
http://weather.noaa.gov/radar/radinfo/about.html.
National Oceanic and Atmospheric Administration, NOAA, National Weather Service
Forecast Office, (2001) "Precipitation information for Southern West Virginia",
Charleston, West Virginia, http://www.erh.noaa.gov/er/rlx/.
National Oceanic and Atmospheric Administration, NOAA, National Data Centers,
National Climatic Data Center "Radar Imagery of Hourly Accumulated Precipitation,
July 8, 2001 - Southern West Virginia, Charleston National Weather Service
Station".
National Oceanic and Atmospheric Administration, NOAA, National Regional
Climate Center Cornell University (2002) "Climatic Data", Ithaca, New York,
http:/met-www. cit.cornell.edu/
National Oceanic and Atmospheric Administration, NOAA, National Severe Storms
Laboratory, (2002) "Thunderstorm Data, Norman, Oklahoma,
http://www.nssl.noaa.gov/.
Pagan, Al, CE News (2001) "Are Changes Needed in SCS TR-55
Pickels, George W., C.E. (1941). "Drainage and Flood-Control Engineering", 2nd Ed.
McGraw-Hill Book Company, Inc., New York and London.
Point of Beginning (2002). "Mapping Community Aids Areas in Wake of Terrorism",
Vol. 27, No. 4.
Plummer, Arlis, Natural Resources Conservation Services, "The Origin and
Derivation of Is/S in the Runoff Curve Number System" Lincoln, NE
Rao, A. Ramachandra and Hamed, Khaled H. (2000). "Flood Frequency Analysis."
CRC Press, New York.
Selly, Richard D. (2000). "Applied Sedimentology", 2nd ed. Academic Press,
California
Sherman, L .K. (1932) "The Relationship of Hydrographs of Runoff to Size and
Character of Drainage Basins", Transactions of the American Geophysical Union 19.
89
-------
Simas, M. J. (1996). University of Arizona, "Lag time characteristics for small
watersheds in the U.S.", Tucson, AZ
Simonovic, Slobodan (2002). Geospatial Solutions, "The Decision Is Clear-with
Clark Labs' Idrisi32 Release 2", Vol. 12, No. 5.
Singh, Vijay P. (1992). "Elementary Hydrology." Prentice Hall, Englewood Cliffs,
New Jersey.
Singh, V. P., ed. (1982). "Rainfall-Runoff Relationship." Water Resources
Publications, BookCrafters, Inc., Chelsea, Michigan.
Soil Conservation Service (SCS) (1972). "Hydrology, National Engineering
Handbook." U. S. Department of Agricultural, Section 4.
Stahl, Julie E. (2001). Stormwater, "Managing Stormwater in Charlotte, North
Carolina: An Innovative Approach", Vol. 2, No. 6.
Strock, Pascal (1996) "Application of a CIS-Based Distributed Hydrology Model for
Prediction of Forest Harvest Effects on Peak Stream Flow in the Pacific Northwest",
http://www/ce/washington.edu/~pxs/gis.html.
Strahler, A. N. (1957). "Quantitative Analysis of Watershed Geomorphology",
Transactions of the American Geophysical Union 38.
Strahler, A. N. and A. H. Strahler (1973). "Environmental Geoscience". Hamilton
Publishing Co., Santa Barbara, CA.
Suryanarayana, Seshadri (2001). Stormwater, "A Practical Approach to Designing
Small Stormwater Pumping Stations", Vol. 2, No. 6.
Taylor, Marshall (2001). Stormwater, "Stormwater- Best Management Practices:
Preparing for the Next Decade", Vol. 2, No. 7.
Thornbury, William D. (1966). "Principles of Geomorphology." John Wiley & Sons,
Inc., New York.
U.S. Army Corps of Engineers (1994) EM 1110-2-1417 "Study Formulation and
Reporting" Chapter 3.
U.S. Army Corps of Engineers - Pittsburgh District, and U.S. Department of Interior,
Office of Mining, Reclamation and Enforcement - Appalachian Regional
Coordinating Center (1999) "OSM Valley Fill Study, Samples Mine Valley Fill #1".
90
-------
U.S. Army Corps of Engineers - Pittsburgh District, and U.S. Department of Interior,
Office of Mining, Reclamation and Enforcement - Appalachian Regional
Coordinating Center (1999) "OSM Valley Fill Study, Samples Mine Valley Fill #2".
U.S. Army Corps of Engineers - Pittsburgh District, and U.S. Department of Interior,
Office of Mining, Reclamation and Enforcement, Appalachian Regional Coordinating
Center (1999) "OSM Valley Fill Study, Samples Mine Valley Fills #1 and #2
Combined".
U.S. Army Corps of Engineers - Hydrologic Engineering Center (2000) "Hydrologic
Modeling System (HEC-HMS)-Technical Reference Manual", Davis, California.
U.S. Army Corps of Engineers - Hydrologic Engineering Center (1998). "HEC-1
Flood Hydrograph Package", User's Manual, Davis, California.
U.S. Army Corps of Engineers - Hydrologic Engineering Center (2001) "HEC
Publications", http://www.hec.usace.army.mil/publications/pubs_distrib/index.html.
U.S. Army Corps of Engineers - Hydrologic Engineering Center (1998), "HEC-RAS
(River Analysis System) - Hydraulic Reference Manual, Version 2.2" Davis,
California.
U.S. Army Corps of Engineers - Hydrologic Engineering Center (1998), "HEC-2
(Water Surface Profiles- Users Manual) - Hydraulic Reference Manual, Version 2.2"
Davis, California.
United States Department of Agriculture, Forest Service, Rocky Mountain Research
Station (1994) General Technical Report RM-245, "Stream Channel Reference
Sties: An Illustrated Guide to Field Technique", Fort Collins, Colorado
United States Department of Agriculture, Forest Service, Rocky Mountain Research
Station (2000) General Technical Report RMRS-GTR-71WWW, "Watershed
management contributions to land stewardship: A literature review", Fort Collins,
Colorado
United States Department of Agriculture, Forest Service, Timber and Watershed Lab
(2002) "The Fernow Experimental Forest", Parsons, West Virginia,
http://www.fs.fed.us/ne/parsons/fefhome.htm.
United States Department of Agriculture, Natural Resources Conservation Service
(1998), National Water and Climate Center Technical Note 99-1 "Stream Visual
Assessment Protocol".
United States Department of Agriculture, Natural Resources Conservation Service
(1993), Storm Rainfall Depth "National Engineering Handbook - Part 630,
Hydrology",
91
-------
Chapter 4.
United States Department of Agriculture, Natural Resources Conservation Service
(1986), 210-VI-Technical Release-55 Appendix B "Synthetic Rainfall Distributions
and Rainfall Data Sources" 2nd ed.
http://www.wcc.nrcs.usda.gov/water/quality/common/tr55/tr55.html
United States Department of Agriculture, Natural Resources Conservation Service
(1986), Technical Release-55 "Urban Hydrology for Small Watersheds" 2nd ed.
http://www.wcc.nrcs.usda.gov/water/quality/common/tr55/tr55.html
United States Department of Agriculture, Natural Resources Conservation Service,
NRCS, - National Weather and Climate Center (2001), "National Engineering
Handbook - Part 630, Hydrology",
http://www.wcc.nrcs.usda.gov/water/quality/common/neh630/4content.html
United States Department of Agriculture, Soil Conservation Service, "Engineering
Handbook, Section 5, Hydraulics".
United States Department of Commerce National Oceanic and Atmospheric
Administration (NOAA) National Climatic Data Center (2002),
http://lwf. ncdc. noaa.gov/oa/ncdc. htm I
United States Department of the Interior, U.S. Geological Survey, Techniques of
Water-Resources Investigations (1967). "General Field and Office Procedures for
Indirect Discharge Measurements", Chapter A1, Book 3, Applications of Hydraulics,
Washington, D.C.
United States Department of the Interior, U.S. Geological Survey, Interagency
Advisory Committee on Water Data (1982), Bulletin #17-B of the Hydrology
Subcommittee "Guidelines for Determining Flood Flow Frequency" Reston, Virginia.
United States Department of the Interior, U.S. Geological Survey, (1968),
Techniques of Water-Resources Investigations of the U.S. Geological Survey,
"General Field and Office Procedures for Indirect Discharge Measurements, Book 3,
Application of Hydraulics, Washington, D.C.
United States Department of the Interior, U.S. Geological Survey, (1991), The
Effects of Coal Mining on the hydrologic Environment of Selected Stream Basins in
Southern West Virginia" Charleston, West Virginia.
United States Department of the Interior, U.S. Geological Survey, (1989), Water
Resources Investigations Report 88-4072 "Low Flow Characteristics of Streams in
West Virginia" Charleston, West Virginia
92
-------
United States Department of the Interior, U.S. Geological Survey (1994) Water
Resources Investigations Report 94-4002 "Nationwide Summary of U.S. Geological
Survey Regional Regression Equations for Estimating Magnitude and Frequency of
Flooding for Ungaged Sites, 1993" Reston, Virginia
United States Department of the Interior, U.S. Geological Survey, (1989), Water
Resources Investigations Report 99-4032 "Peak-Flow Frequency Relations and
Evaluation of the Peak-Flow Gaging Network in Nebraska" Lincoln, Nebraska
United States Department of the Interior, U.S. Geological Survey, (2000), Water
Resources Investigations Report 00-4080 "Estimating Magnitude and Frequency of
Peak Discharges for Rural, Unregulated, Streams in West Virginia" Charleston, West
Virginia
United States Department of the Interior, U.S. Geological Survey, (2000), Water
Resources Investigations Report 00-4020 "Environmental Setting and Its Relations
to Water Quality in the Kanawha River Basin" Charleston, West Virginia
United States Department of the Interior, U.S. Geological Survey, (2001), Water
Resources Investigations Report 00-4270 "Ground-Water Quality and Geohydrology
of the Blue Ridge Physiographic Province, New River Basin, Virginia and North
Carolina" Charleston, West Virginia
United States Department of the Interior, U.S. Geological Survey, (2000), Water
Resources Investigations Report 00-4080 "Estimating Magnitude and Frequency of
Peak Discharges for Rural, Unregulated, Streams in West Virginia" Charleston, West
Virginia
United States Department of the Interior, U.S. Geological Survey, (2001), Water
Resources Investigations Report 01-4021 "Benthic Invertebrate Communities and
Their Responses to Selected Environmental Factors in the Kanawha River Basin,
West Virginia, Virginia, and North Carolina" Charleston, West Virginia
United States Department of the Interior, U.S. Geological Survey, (2001), Water
Resources Investigations Report 01-4092 "Reconnaissance of Stream
Geomorphology, Low Streamflow, and Stream Temperature in the Mountaintop
Coal-Mining Region, Southern West Virginia, 1999-2000" Charleston, West Virginia.
United States Department of the Interior, U.S. Geological Survey (2001) Water-Data
Report WV-00-01 "Water Resources Data - West Virginia Water Year 2000".
U.S. Environmental Protection Agency (1976) EPA-600/2-76-117 Environmental
Protection Technology Series "Effectiveness of Surface Mine Sedimentation Ponds".
Cincinnati, Ohio.
93
-------
U.S. Environmental Protection Agency (1976) EPA-625/3-76-006 EPA Technology
Transfer Seminar Publication "Erosion and Sediment Control Surface Mining in the
Eastern U.S. - Planning Vol. 1 Cincinnati, Ohio.
U.S. Environmental Protection Agency (1976). EPA-625/3-76-006 EPA Technology
Transfer Seminar Publication "Erosion and Sediment Control Surface Mining in the
Eastern U.S.-Design" Vol. 2 Cincinnati, Ohio.
United States Weather Bureau (1961) "Rainfall Frequency Atlas of the United
States, 30-minute to 24-hour Duration, 1 to 100 Year Return Periods", Technical
Paper No. 40, Government Printing Office, Washington, D.C.
University of Georgia, Research Reporter (1998) "Down in the Dirt",
http:/www.ovpr.uga.edu/rcd/reearchreporter/fall98/dirt/html.
Warner, John, Brunner, Gary W., Wolfe, Brent C., and Piper, Steven S. (2001).
"River Analysis System." U.S. Army Corps of Engineers, Davis, California.
Wels, Christoph, Journal of Hydrology 122 (1991) "hydrograph Separation: A
Comparison of Geochemical and Isotopic Tracers", Elsevier Science Publishers
B.V., Amsterdam.
West Virginia Division of Forestry, (2001). "Best Management Practices for
Controlling Soil Erosion and Sedimentation from Logging Operations in West
Virginia". Charleston, West Virginia.
West Virginia Department of Environmental Protection, Division of Mining &
Reclamation (September 2001). "Draft Surface Water Runoff Analysis (SWROA)
Guidelines".
West Virginia Department of Environmental Protection, Division of Mining &
Reclamation (September 2001). "Draft Flood Routing Analysis (FRA)."
West Virginia Department of Environmental Protection, Office of Mining &
Reclamation, (1993). Technical Handbook, "Standards and Specifications for
Erosion and Sediment control Excess Spoil Disposal Haulageways" Charleston,
West Virginia.
West Virginia Department of Environmental Protection, (2000). Water Quality Status
Assessment 305(b) Report, "West Virginia Water Quality Status Assessment", for
the period 1997-1999, Charleston, West Virginia.
West Virginia Department of Environmental Protection, (2001). "West Virginia
Surface Coal Mining Reclamation Act". Charleston, West Virginia.
94
-------
West Virginia Department of Environmental Protection, (2001). "West Virginia
Surface Mining Reclamation and Regulations". Charleston, West Virginia.
West Virginia University Extension Services, "Woodlot Management -An
Introduction to Water in the Forest", Morgantown, WV
Wiley, Jeffrey B., Evaldi, Ronald D., Eychaner, James H., Chambers, Douglas F.
(2001). "Reconnaissance of Stream Geomorphology, Low Streamflow, and Stream
Temperature in Mountaintop Coal-Mining Region, Southern West Virginia, 1999-
2000." U.S. Department of the Interior, U.S. Geological Survey, Water-Resources
Investigations Report 01-4092, Charleston, West Virginia.
Wisler, C. 0., and E. F. Brater (1949). "Hydrology", John Wiley & Sons, Inc., New
York, NY.
Wisler, C. 0., and E. F. Brater (1959). "Hydrology", Second Edition. John Wiley &
Sons, Inc., New York, NY.
Wolf, Barrie L. (1994). "Soil Survey of Boone County, West Virginia." Soil
Conservation, United States Depart of Agriculture, West Virginia.
95
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Peer Review Addendum
As provided by the executive order, the Flood Advisory Committee recommended
that this study be evaluated by impartial experts. Consequently, the committee
chose Dr. Rhett Jackson and Dr. Wayne Swank to perform independent peer
reviews of the FATT study. Their comments/recommendations and corresponding
FATT responses are as follows:
Comments from Dr. Rhett Jackson
MEMORANDUM
To: Jim Pierce, John Ailes, and the West Virginia Flood Analysis Technical Team (FATT)
From: Rhett Jackson, P.E., Ph.D., Assistant Professor of Hydrology, Warnell School of
Forest Resources, University of Georgia
Date: May 29, 2002
RE: Review of Draft Flood Analysis Technical Team Report
Introduction:
This memorandum provides a summary of my comments, observations, and
suggestions regarding the draft flood analysis technical team report. Due to
perceptions that mining and timber management activities may have contributed to
the magnitude of the summer 2001 floods experienced in southern West Virginia,
the Governor of West Virginia commissioned the Flood Analysis Technical Team
(FATT) to assess the floods and the contribution of mining and timber management
to these floods. The FATT has produced a draft report and has contracted for
external review of the report before it is released to the public. This memorandum
documents the findings of the review I have performed. The draft report is a
substantial and important contribution to the understanding of the summer 2001
floods, and my comments are meant to help improve the document as a resource for
the public and for State agencies.
Recommendations for Direct Analysis of Flood Related Data:
It is my opinion that the report in its current form relies too much on the
hydrologic/hydraulic modeling to characterize the floods and their causes. Although
the observational data is probably insufficient to support rigorous statistical analysis
of the floods and their causes, the observational data can be better used to
understand and explain the floods of summer 2001. It is my experience that the
public and agency personnel will be more receptive to conclusions or inferences
drawn from raw data than to conclusions drawn from modeling. It is best when data
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analysis and modeling are complementary. I have a number of suggestions for
direct analysis of flood related data.
Land use in the study area, and the relationship of land use to flood
magnitude, need to be explored in maps and tables. I suggest creating a map, or
possibly a series of maps, illustrating the hydrography and land use in the study area
as well as the spatial distribution of available data. An ideal map would show:
• stream network,
• land use roughly categorized as forest, recent harvest, active mine, closed
mine, agricultural, and residential/commercial,
• locations of flood damage,
• rain gages and precipitation amounts on the day in question,
• USGS flow gages and recurrence interval of flow on the day in question, and
• locations and recurrence intervals of flows estimated from high water marks.
I suggest supporting this map with a land use table for each basin where flow has
been measured or estimated. The table should include the following information:
• location,
• basin area,
• percent of basin in forest cover,
• percent of basin recently logged,
• percent of basin mined,
• percent of basin developed,
• precipitation depth during the storm, and
• recurrence interval of resulting flow.
From the map and the table, readers can infer whether mining and timber
mangement appear to be correlated to flood magnitude, or whether flood magnitude
seems to be independent of these land uses. The map and the table would also
allow technical reviewers to understand what data are available and what data
analysis is possible. For instance, one question that occurred to me while reviewing
the report was why there were so few large flows reported at the existing USGS
gages? Where are these gages located with respect to the high precipitation
amounts experienced in the summer of 2001?
If there are enough locations in the study area where flood flows were
measured or estimated from water levels, I suggest running a multiple regression of
flow recurrence (or the ratio of the peak flow to the basin's mean annual flow)
against basin area, precipitation depth, percent of basin recently logged, and percent
of basin mined. The regression would discover whether there are significant
relationships between the logged and mined areas and the magnitude of the
resulting floods. If there are insufficient data for a multiple regression, I suggest
grouping basins by basin size, and conducting a graphical analysis of mining and
timber harvest. Specifically, create graphs of relative flood magnitude versus
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percent of area mined, percent of area recently harvested, and the summation of the
area mined and recently harvested. The problems with such an analysis are that
each basin received a different amount of precipitation, the amount of precipitation
received often must be estimated based on spatial extrapolation, and the antecedent
moisture conditions for each basin were different. That is why a regression analysis
would be better. If there is a strong relationship to precipitation depth, it might be
possible to conduct a simple graphical analysis of the residuals from the precipitation
relationship versus mined and logged areas.
Another possible avenue for addressing the effects of logging and mining is
analysis of long-term peak flow time series from the USGS gages. If there are
gages on streams with little or no influence of mining and logging, these stations can
serve as controls. Then, the ratios of peak flows in logged and mined basins to the
peak flows in the control basins can be analyzed over time, and the pattern can be
compared to the time series of logging and mining activities. There are established
procedures for this type of analysis.
A literature review on the hydrologic effects of timber management and
mining would also help support this analysis. There is a lot of scientific literature on
the effects of timber harvest and management on stream flows. I would be happy to
provide a short review of the literature on timber harvest and hydrology, and I could
also provide a bibliography of such literature. I am not familiar with hydrologic
literature concerning coal mining, but if any such studies exist, they should be
described in the report as well.
I also suggest analyzing the types of damages that occurred during the flood.
How were people killed? Were flooded structures within the mapped 100-year
floodplain? Were they new structures built in areas where flooding was previously
experienced? The types and mechanisms of flood impacts might guide policy
changes to help minimize the damages incurred in future floods.
Comments on the flood modeling:
There is nothing inherently wrong with the analysis that was conducted, but
the presentation suggests that the modeling effort was something more than it was.
In essence, the SCS Curve number model has been run under various logging and
mining scenarios to estimate the relative impact of these activities on the floods
experienced in the summer of 2001 based on the principles of the SCS model. This
exercise allows the comparison of predicted storm runoff for a hypothetical fully
forested condition and the actual land use composition of 2001, as well as other
scenarios that allow the predicted effects of logging and mining to be separated. If
the proportion of land in these activities is relatively small, or if the post-mining
topography temporarily captures stormflow, then the SCS method will not predict a
major change in downstream flows. If the proportion of land in these activities is
large, the SCS method will predict major changes in downstream flows. This is
basically a way of filtering a land use analysis through a hydrologic model. The
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argument would be much stronger, however, if a graphical and tabular land use
analysis accompanied the effort (see comments above).
Throughout the report there are comments that the BOSS modeling system
provides accurate and precise results. Actually, the SCS method that is the basis for
HEC-1 and BOSS modeling is inherently inaccurate. There is a very good reason
that the textbooks and guidance documents for the SCS method do not show the
original scatter plots from which the curve numbers were derived - such plots would
erode the user's confidence in the results of the model. While the curve number for
a mature forest on a certain type of soil may be 70, the actual runoff behavior of
such a land/cover combination is actually quite variable due to differences in soil
depth, bedrock conditions, topography, landscape position, and landscape history.
For these reasons, uncalibrated hydrologic models, including the SCS model and
others, are notoriously inaccurate. They may do a good job of predicting average
relative differences between land uses, but describing them as accurate is not a fair
statement, and if they are not accurate, their precision is basically meaningless.
The models should simply be described as representing standard practice in the
engineering and hydrologic communities, and that experience has shown these
models represent the relative effects of land use change reasonably accurately.
There are other reasons that the BOSS modeling system cannot be described
as accurate without more verification data. The input data itself is not highly
accurate. The soil maps have precise lines showing where one soil ends and
another begins, but these maps are developed from spot checks and aerial
photographs, and while they are generally accurate, the errors in these maps may
exceed the scale of the effect being modeled. Furthermore, the SCS method is not
well suited for describing the hydrologic behavior of the highly modified landscape of
a mine or a closed mine. Finally, the precipitation data put into these models is not
very accurate. The high spatial variability of convective rainfall makes it very difficult
to accurately assess how much rainfall fell on a basin during a single storm.
These qualifications about the accuracy of the model do not mean that the
modeling effort is not worthwhile, but they should affect how the modeling is
presented and how it is supported by other direct analysis of available data (see
comments above).
Another caveat about the modeling is that the calibration that was conducted
was not a true calibration as hydrologists use the term. The available data are not
extensive enough to support a true calibration. A calibration data set must include a
large number of different types of storms so that model parameters can be
developed to provide robust simulation over a broad range of hydrologic and flow
conditions. Matching a single peak from a single storm does not constitute a
calibration.
Comments on the Organization and Content of the Report:
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I am not sure what audience is being targeted with this report, but I think the
report needs to be reorganized and shortened in order to reach a larger and more
relevant audience. Much of the information on the details of the SCS, HEC1, and
BOSS modeling belong in an appendix. This information is not informative to
engineers and hydrologists familiar with the workings of these models, and it is not
interesting to non-engineering audiences. The details need to be included in an
appendix, so the analysis could be reproduced by others, but the details do not
belong in the report.
I suggest restating the objectives (Section II) as follows:
1. Conduct a general hydrologic and hydraulic analysis of the floods of May and
July 2001.
2. Determine the extent to which timber management and mining contributed to the
magnitudes of these floods.
3. If the effects of timber management and mining on these floods is found to be
unacceptable, explore how such effects could be reduced or managed in the future.
4. Make hydrologic policy recommendations to the Secretary of the DEP.
These objectives are more specific and better guide the analysis.
I would give section III a title such as, Public and Agency Perceptions of
the 2001 Floods, and I would move much of the current section V into the new
section III. This section would describe how the public viewed the floods and how
the agencies have responded to the floods. This would help motivate the analysis.
I would create a new section IV, Current Hydrologic and Water Quality
Regulation of Mining and Timbering. This section would describe current
mitigations required or suggested of these activities. I would pull the appropriate
material from the current section V into this section.
I would create a new section V, Hydrologic and Hydraulic Review of the
2001 Floods. In this section I would present the map discussed in my comments,
the land use assessments, and any direct data analysis of flood flows or
precipitation.
Section VI would be Analysis of Flood Scenarios Using Hydrologic and
Hydraulic Modeling. This section would describe what models were use, why
these models were run, and what the models indicated. This section would have a
brief summary of how the models were set up. The vast majority of the supporting
information in the current section III would be moved into an Appendix.
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The PDF file for the supporting information needs to be split into two smaller
files for easier access. Once I acquired the file, I had no trouble using it, but
accessing a file of this size via email or via the web is problematic. Since many
computers have 128 Megs of RAM or less, and since the operating software and
Adobe must use a part of the RAM, a 98 Meg file is too large to be accessible to
many potential users.
I hope these comments are helpful and useful to the FATT. Please contact
me if you have questions, comments, or concerns regarding this review.
Rhett Jackson, Assistant Professor of Hydrology
Warnell School of Forest Resources
University of Georgia
Athens, GA 60602-2152
(706)542-1772
(707) 542-8356 FAX
rjackson@smokey.forestry.uga.edu
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FATT's Responses to Dr. Jackson's Comments
Dr. Jackson stated, "It is my opinion that the report in its current form relies
too much on the hydrologic/hydraulic modeling to characterize the floods and
their causes."
FATT from the onset recognized the weaknesses associated with hydrologic
modeling of natural, open systems (watersheds) and worked diligently to identify any
and all key parameters that could not be accurately modeled for the storm event.
These unknown parameters were documented and are available if additional in-
depth flood routing analyses are required for these watersheds.
The FATT model input parameters were developed by FATT by field collecting data,
recording site specific soil, land uses, cover types, geology, geomorphology,
vegetation type and density, reviewing various types of remote images, personal
interviews with flood victims, and many other pertinent data for each watershed
evaluated in the FATT study. This information was complemented with many hours
of telephone and personal conversations with hydrologists, hydrologic engineers,
civil engineers, mining engineers, soil scientists, research scientists, and other
professionals concerning the methodology of modeling and the importance of
gathering actual field observation data and interviews of the flood victims. This
wealth of information specific to the watersheds assisted FATT in the choice of the
modeling technique and the importance of specific parameters critical to the
development of an acceptable method to model the July 8, 2001 flood event and
quantify its associated effects.
Because of these conversations, review of different modeling techniques, and
personal accounts of the flood event by victims of the flood, FATT's hydrology model
for each watershed relied on accurate site-specific empirical data to enter in the
watershed models. Later, the results were calibrated and validated for each
watershed model.
Jackson suggests that land use in the study area and the relationship of land
use to flood magnitude needs to be explored in maps and tables. He further
suggests creating a map, or possibly a series of maps, illustrating the
hydrography and land use in the study area...
The information Dr. Jackson is seeking is available in the contents of the detailed
FATT modeling input, output parameters, and is associated with maps and other
illustrations within the detailed FATT study. This information was specifically
developed by FATT based upon a sub-basin spatial distribution of all certified data
collected for analyses of the watershed and the events of July 8, 2001. This
information is found within and throughout the many sections of the FATT report.
Additional maps have been included in the narrative report showing the land use
patterns used by FATT in the analysis.
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Dr. Jackson states, "I suggest creating a map, or possibly a series of maps,
illustrating the hydrography and land use in the study area as well as the
spatial distribution of available data. An ideal map would show:
Stream network, land use roughly categorized as forest, recent harvest, active
mine, closed mine, agricultural, and residential/commercial, locations of flood
damage, rain gages and precipitation amounts on the day in question, USGS
flow gages and recurrence interval of flow on the day in question, and
locations and recurrence intervals of flows estimated from high water marks.
The FATT watershed report and study addresses all available information for the
determination of the input parameters for each watershed modeled. FATT
recognized from the beginning that these were ungaged watersheds with no site-
specific meteorological stations, stream gaging stations, etc., in existence within the
near proximity to the study watersheds. The concept of modeling the watersheds
with a modeling technique based upon spatial variable distribution of its input
parameters was not possible due to the lack of information.
Jackson suggests supporting this map with a land use table for each basin
where flow has been measured or estimated. He also suggests that the table
include the following information:
location,
basin area,
percent of basin in forest cover,
percent of basin recently logged,
percent of basin mined,
percent of basin developed,
precipitation depth during the storm, and
recurrence interval of resulting flow.
The information requested by Dr. Jackson is included within the FATT watershed
detailed study. The necessary information to develop any tables necessary for
presentation can be achieved with minimal efforts by the members of FATT, or other
parties, if so desired.
Dr. Jackson states, "...I suggest running a multiple regression of flow
recurrence....That is why a regression analysis would be better."
FATT does not totally agree with Dr. Jackson's suggestion of utilization of regression
analyses for these ungaged, rural watersheds to be "better". Several studies were
conducted by qualified professionals of similar ungaged, rural watersheds in West
Virginia utilizing several different regression techniques for the determinations for
peak discharges for the small watersheds. In almost every watershed evaluated with
or by the regression analyses the accuracy associated with the results were less
than acceptable. In one specific report, the range of "acceptable values" generated
by regression modeling resulted in values that the authors stated were at least plus
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or minus 150% of actual data when compared to actual measured field data. This
high degree of inaccuracy is totally unacceptable to FATT for their modeling results,
and as such, FATT could not support the utilization of algorithms, processes of
parameters, and modeling techniques which did not yield an acceptable degree of
accuracy for the watersheds studied. FATT's input parameters, modeling
algorithms, modeling processes, and model results were continually certified,
calibrated against actual documented and observed data, and the modeling results
were verified or validated by different techniques to maintain modeling accuracy.
Jackson suggests analyzing the types of damages that occurred during the
flood.
FATT fully appreciates the concern of Dr. Jackson as to the magnitude of the flood
events. However, this type of data collection was not necessary to certify and
calibrate the data and results of the FATT watershed models.
Jackson states, "...the SCS method that is the basis for HEC-1 and BOSS
modeling is inherently inaccurate".
To a limited degree we [FATT] agree with Dr. Jackson's comments concerning the
SCS modeling technique. The SCS technique when used by individuals not familiar
with its limitations or with its principles, can create results that are inaccurate and
misrepresentative of the watersheds modeled. However, SCS modeling methods,
as well as many other modeling techniques, when used by qualified professionals
knowledgeable of the particular models algorithms and limitations, strengths and
weaknesses, can provide very good results of watershed hydrology. Any modeling
technique is only as accurate as the input parameters, the model algorithms
applications to the characteristics of the watershed, and the validation methodology
of any results calculated by said modeling technique.
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Comments from Dr. Wayne Swank
Review of Draft, Flood Advisory Technical Taskforce (FATT)
Detailed Report (May 17, 2002)
Submitted By:
Dr. Wayne T. Swank
Scientist Emeritus, Coweeta Hydrologic Laboratory
Adjunct Professor, University of Georgia
Adjunct Professor, Clemson University
Introduction
The purpose of this document is to provide a summary review of the draft report
prepared by FATT as requested by staff of the Department of Environmental
Protection, Division of Mining and Reclamation. The draft report addresses the
scientific and hydrological causes of flooding events in southern West Virginia in
May and July 2001 with a specific focus on assessing the impact of coal mining and
timbering practices on flooding in the region. I was requested to focus my review on
the hydrologic modeling approach and techniques used in the assessment.
Background material was derived from 1) a site visit on May 22-23 to Seng Creek
and Scabble Creek, two of these watersheds used in the study, to obtain on-the-
ground familiarity with the topography, soils, vegetation, land use practices, and
streams; 2) discussions with Jim Pierce, John Vernon (visit hosts), and Mike Reese
of DEP and 3) a complete copy of the draft report comprised of three large volumes
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containing narrative, data output, photographs, and copies of some source materials
used in the assessment. Clearly, I was not able to digest and comprehend in detail
all of this information within the time frame available for the review.
Hydrologic Modeling Approach & Techniques
A variety of rainfall-runoff models have been developed over the past several
decades and a brief description of approaches is appropriate. In general, hydrologic
models can be classified as physics-based, conceptual and metric (Beck 1991).
Physics-based models utilize mathematical representation of real processes to
mimic hydrological behavior of a watershed. The Institute of Hydrology Distributed
Model (IHDM) (Beven et al. 1987) is a recent example of this class of model, which
is characterized by requiring massive amounts of site-specific data. Conceptual
models describe the component hydrological processes perceived to be of
importance as simplified conceptualizations. System stores are linked and are
recharged and depleted by appropriate hydrological processes. The Stanford
Watershed Model (Crawford and Linsley 1966) is an early example of this approach
and subsequently, numerous versions of conceptual models have been developed.
IHACRES (Jakeman and Hornberger 1993) is an example of a later lumped
conceptual model. Parametric uncertainty and over parameterization are risks
associated with conceptual of models.
Metric models are constructed with little consideration of hydrological processes and
characterize system response by extracting information from existing data. The unit
hydrograph theory (Sherman 1932) is the basis of metric rainfall-runoff models and
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assumes linearity between rainfall excess and streamflow. A major strength of
methods using the unit hydrograph is their minimal data requirements.
The FATT team selected the unit hydrograph method and NRCS runoff curves
numbers (CN) as defined by soil hydrologic groups, land uses, and cover types to
predict peak flow rates for the ungaged study watershed. Given the time and
resource constraints, this approach is probably the best available and most tractable
method for you to use for the task. Alternative approaches are too data intensive or
require extant discharge data which are not available for the study region.
There are important limitations associated with the application of the NRCS CN
method as given in Technical Release 55. One critical consideration is that NRCS
runoff procedures apply only to direct surface runoff and not conditions of large
sources of subsurface flow. Surface or overland flow seldom occurs on undisturbed
forested watersheds since infiltration capacity exceeds precipitation intensity. Thus,
in forests, subsurface flow is linked to the variable source area to generate channel
flow as you note on p.8 of the draft report. Apparently some consideration is given to
this condition by assigning lower CN's to forest areas and the user has the option to
adjust table CN's based on stream gage records (TR-55). The use of CN's for
mining conditions is perhaps more straightforward since surface runoff from
diversion ditches & ponds is a dominant process.
A critical question arises: is CN 70 an appropriate index for predicting peak
discharge for "pristine" forests? Probably the best approach in addressing this
question is to apply the NRCS procedure to experimental forested watersheds with
long-term discharge records and compare predicted values with observed values. I
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am not aware of any citeable reference where this is documented. However, Hewlett
et al. (1977) developed simple nonlinear equations (R-lndex Method) for predicting
stormflow and peakflow for small-forested basins based on data from 11 watersheds
from New Hampshire to South Carolina. Tested against the SCS runoff curve
method used at that time (SCS-TP-149) on four independent basins, the R-index
method was judged considerably more accurate. The runoff curve method gave
quite wild predictions and largely over predicted stormflow volumes and peakflow
discharge.
A very rough measure of overall basic model performance is a comparison of
simulated peakflows with long-term baseline data for gaged forested watersheds.
For the pristine scenario (no logging, no mining, i.e., undisturbed forest) simulated
unit area peakflows at the outlets of Seng, Scabble, and Sycamore Creeks were
455, 429, and 237 ft3/sec/mi2 (CSM) respectively. The nearest long-term record of
discharge for forested watersheds is the Fernow Experimental Forest in north central
West Virginia. The four largest storms during 50 years of research ranged between
4.4 and 5.8 inches of precipitation and average peak discharge from three control
(undisturbed) forested watersheds for these storms was 136 CSM with a range of
115-170 CSM (personal communication, James Kochenderfer). Thus, peak
discharges simulated for the FATT watersheds are 2-3 fold greater than documented
at Fernow. Discharge has been measured from 17-forested watersheds for 68 years
at the Coweeta Hydrologic Laboratory in the Nantahala mountains of western North
Carolina, including seven control watersheds. The maximum peak discharges
recorded for the largest storms (15-20 inches in 7 days) averaged 132 CSM for five
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of the control watersheds (3125-4056 ft. max. elevation), 450 CSM for two of the
control watersheds (4770-5250 ft. max. elevation) and 189 CSM for the two fourth-
order streams (average area of 2.9 mi.2) which drain a mix of disturbed and
undisturbed forest land (Swank et al. 1988). Peak discharge rates for two of the
FATT watersheds are very similar to values for the two high elevation Coweeta
watersheds with steep slopes (70% average) and thin soils. However, storm events
were more than 3-fold greater for Coweeta than for the study area.
Of course, in the above comparisons, there are many differences between sites in
watershed attributes which control peak discharge. From a perspective of the large
body of knowledge about peak discharges for forested watersheds in the central and
southern Appalachians, those simulated for the FATT study sites are among the
maximum recorded. If you have any field estimates of peak discharge for the study
watersheds (you mentioned a culvert site), it is important to show a comparison with
simulated values. Although the study site streams show evidence of high hydrologic
response, it is my feeling that CN 70 is somewhat high for the forested condition.
With regard to techniques and modeling software used in the hydrologic analyses,
FATT employed current, state-of-the-art methods used by other hydrologic modeling
groups. This appears to provide an excellent data base of watershed attributes and
techniques used in the modeling effort.
Streamflow Responses to Disturbance
Decades of research on experimental forested watersheds provide a large body of
knowledge on the effects of management on the quantity, timing and quality of
streamflow. In particular, a wealth of information is available for the Appalachian
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mountain range (see Appendix I for a brief historical background of forest
hydrology). Based on these carefully conducted long-term panel watershed
experiments, several common threads of information relevant to interpretations of
the FATT simulation results may be helpful. Some summary references are Hewlett
and Helvey (1970); Hewlett (1982); Kochenderfer et al. (1997); Hornbeck (1973);
Swank et al. (1988); Lull and Reinhart (1972); Swank et al. (2001).
• On a given watershed, at least 25% of the forest stand basal area must be cut
to measure significant changes in annual water yield and even larger harvests
are required to measure changes in parameters of the storm hydrograph.
• Hydrologic recovery from forest cutting occurs quickly (4-5 years) due to rapid
regrowth of natural regeneration.
• Overland flow seldom occurs in undisturbed forests. Roads, landings or other
compacted features are the primary source of surface runoff associated with
logging activities. As road density increases, the potential for altering storm
hydrograph parameters increases.
• The beneficial effects of forest cover on reducing peak discharge and
stormflow volume have been documented over a range of storm events.
During major flood-producing storm events the effects of a forest cover on
peak discharge are minimal.
Summary & Recommendations
I feel your modeling approach is appropriate in view of the time/resource constraints
and mixed land-use associated with the task. These models provide a first
approximation for the effects of land use on peak flows for the July 2001 storm. My
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primary concern is with the CN's used for the undisturbed and logged forest
scenarios. I recommend collaboration with Fernow scientists to validate the use of
these procedures in predicting peak discharge from forests. You already have
excellent techniques available and much of the required data input is available on
the Fernow. Of course, this cannot be done prior to the report deadline but I feel
your modeling effort is a work in progress. I highly recommend additional follow-up
analyses/studies and can suggest some additional approaches that would support
this effort. I feel the FATT group should be commended for your efforts on a complex
issue.
Appendix I
Historical Background
The roots of forest hydrologic investigations are embedded in basic questions of the
relationship between forests and runoff (Swank & Johnson 1994). Forest hydrologic
research extends over more than a century with the establishment of two
experimental watersheds in Czechoslovakia in 1867 with the purpose to examine the
role forests play in surface runoff. Research on the effects of deforestation on flood
flows in Switzerland began in 1902 using paired experimental watersheds. In the
United States, concern about soil erosion, flood control, sustained flow of streams,
and future timber supplies led to establishment of national forests from the public
domain lands in the West. The role of forests in regulating the flow of navigable
streams was the basis for enactment of the Weeks Act of 1911, which allowed the
Federal government to purchase private lands for national forests in the East.
Concurrent with these enactments there was considerable debate, but no scientific
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evidence, concerning the influence of forests upon streamflow regulation and
flooding. Thus, the first paired forested watershed experiment in the U.S. was
initiated in Colorado in 1909.
Subsequently, the need for scientific studies of factors controlling floods and erosion
was accelerated by the disastrous 1927 flood in the Mississippi River Basin. This led
to the formal establishment of watershed research by the USDA Forest Service.
Three forest hydrology laboratories were established in the east within the
Appalachian Highlands Physographic Division: Coweeta Hydrologic Laboratory
(1934) in the Nantahala Mountains of western North Carolina; Fernow Experimental
Forest (1948) in the Allegheny Plateau of north central West Virginia, and Hubbard
Brook Experimental Forest (1955) in the White Mountains of New Hampshire. The
research approach at these laboratories has encompassed the hydrologic cycle with
studies of basic hydrologic processes on individual experimental basins to determine
the principals underlying the relation of forests and their management, to the supply
and distribution of water. A large body of knowledge and understanding now exists
on the basic hydrologic functions of forested watersheds and responses to
management.
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Literature Cited
Beck, M.B. 1991. Forecasting environmental change. Journal of Forecasting. 10: 3-
19.
Beven, K.J.; Calver, A.; Morris, E.M. 1987. The Institute of Hydrology distributed
model, Institute of Hydrology, Wallingford, U.K.
Crawford, N.H.; Linsley, R.K. 1966. Digital simulation in hydrology: Stanford
Watershed Model IV. Stanford University Department of Civil Engineering, Technical
Report 39: 210 pp.
Hewlett, J.D. 1982. Forests and floods in the light of recent investigation.
Proceedings Canadian Hydrology Symposium; 1982 June 14-15; Fredericton, New
Brunswick: 543-559.
Hewlett, J.D.; Cunningham, G. B.; Troendle, C.A. 1977. Predicting stormflow and
peakflow from small basins in humid areas by the R-index method. Water Resources
Research. 13: 231-253.
Hewlett, John D.; Helvey, J.D. 1970. Effects of forest clear-felling on the storm
hydrograph. Water Resources Research. 6: 768-782.
Hornbeck, J.W. 1973. Storm flow from hardwood-forested and cleared watersheds in
New Hampshire. Water Resource Research. 9(2): 346-354.
Jakeman, A.J.; Hornberger, G.M. 1993. How much complexity is warranted in a
rainfall-runoff model? Water Resources Research. 29: 2637-2649.
Kochenderfer, J.H.; Edwards, P.J.; Wood, F. 1997. Hydrologic impacts of logging an
Appalachian watershed using West Virginia's best management practices. Northern
Journal of Applied Forestry. 14(4): 207-218.
Lull, H.W.; Reinhart, K.G. 1972. Forests and floods in the Eastern United States.
Resource Paper NE-226. Upper Darby, PA: USDA Forest Service, North East Forest
Experiment Station. 94 p.
Sherman, L.K. 1932. Streamflow from rainfall by the unit-hydrography method.
Engineering News Record. 108: 501-505.
Swank, W.T.; Crossley, D.A., Jr. 1988. Introduction and site description. In: Swank,
W.T.; Crossley, D.A., Jr., eds. Forest hydrology and ecology at Coweeta. Ecological
Studies, vol. 66. New York: Springer-Verlag: 3-16.
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Swank, W. T.; Swift, L.W., Jr.; Douglass, J. E. 1988. Streamflow changes associated
with forest cutting, species conversions, and natural disturbances. In: Swank, W.T.;
Crossley, D.A., eds. Forest hydrology and ecology at Coweeta. Ecological Studies,
vol. 66. New York: Springer-Verlag: 297-312.
Swank, W.T.; Vose, J.M.; Elliott, K.J. 2001. Long-term hydrologic and water quality
responses following commercial clearcutting of mixed hardwoods on a southern
Appalachian catchment. Forest Ecology and Management. 143: 163-178.
Swank, Wayne T.; Johnson, Chris E. 1994. Small catchment research in the
evaluation and development of forest management practices. In: Moldan, B.; Cerny,
J., eds. Biogeochemistry of small catchments: a tool for environmental research.
Scientific Committee on Problems of the Environment (SCOPE) 51. Chichester,
U.K.: John Wiley & Sons Ltd.: 383-408.
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FATT's Responses to Dr. Swank's Comments
Dr. Swank commented that the unit hydrograph theory, of which HEC-1 is an
example and used by FATT, is probably the best available and most tractable
method to use. However, he questions whether a runoff curve number (RCN)
of 70 is appropriate for "pristine" forest areas.
FATT considered the actual forest conditions in the studied watersheds. In reality,
much of the forested areas have been previously harvested. In southern West
Virginia, an NRCS runoff curve number of 70-77 best reflects the conditions
associated with the determination of surface runoff. Such range of curve numbers
represents standard engineering practice in this locality.
We feel that a RCN of 70 is appropriate for the "pristine" undisturbed forest areas
that we studied. This is primarily due to minimal forest litter, shallow depth of soil,
bedrock exposure, forest floor characteristics, and other land alterations caused by
previous logging activities or coal prospecting.
Also, it should be noted that the runoff curve numbers used in the FATT watershed
models were determined by field investigation of the previous logged and
undisturbed forest areas. Before making a final RCN choice, FATT used research
and communication with professional foresters to determine appropriate site-specific
runoff curve numbers for the study areas. Information relating to the runoff curve
number determinations and the delineations of the timbering and undisturbed forest
areas was provided by the personnel of the West Virginia Division of Forestry. FATT
members certified these runoff curve numbers in conjunction with the efforts and
with agreement by the professional foresters within the West Virginia Division of
Forestry.
Dr. Swank commented that from a perspective of the large body of knowledge
about peak discharges for forested watersheds in the central and southern
Appalachians, those simulated for the FATT study sites are among the
maximum recorded. He further recommended the use of any field estimates of
peak discharge for the study watersheds to compare with simulated values.
For the July 8th event, the peak discharges per area (CSM) are on the high range of
what Dr. Swank has experienced in other areas. However, the peak discharges in
the subject watersheds represent the actual peak discharges at the watershed
evaluation node as determined by indirect measurements from certified field
surveyed high water marks produced by the actual flood event. Our data sets are not
uncalibrated, unvalidated watershed model simulations, but are certified, calibrated,
validated results at specific nodes throughout the study watersheds. The FATT
model results agree with numerous field certified and verified observed high water
points and flood water boundaries within each specific watershed as documented for
the July 8, 2001, flood event in the specific geographic regions of West Virginia.
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It should be noted that the NOAA National Weather Service has identified various
meteorological regions throughout West Virginia. Also, the United States Geological
Survey (USGS) in performing their water research projects have divided West
Virginia into two climatic regions. Therefore, the meteorological events and climatic
characteristics in the regions studied by FATT are characteristically different than
those associated with the forest research centers referenced by Dr. Swank (Fernow
in West Virginia and Coweeta in North Carolina). As a result, any research
comparisons between those of the Forest Service Research centers and those
studied by FATT could only be generalized due to these and other differences. The
correct modeling solution would be to include the personnel of the Forest Research
Center in a long-term evaluation of the specific watersheds evaluated by FATT.
Subsequently, a true comparison of the Forest Research methodology could be
applied to the specific watersheds evaluated by FATT. The Forest Research Center
personnel then could accurately evaluate the modeling results of FATT for the
specific watersheds studied in southern West Virginia for the flood events on July 8,
2001.
Swank references, "The FATT team selected the unit hydrograph method and
NRCS runoff curves numbers (CN)...to predict peak flow rates for the ungaged
study watershed(s)."
FATT chose to use BOSS international's software to model the watersheds to
determine the impact of mining and timbering on the July 8, 2001, flood event.
BOSS International's software provides many variations of modeling techniques to
use. The software chosen by FATT was BOSS'S Watershed Modeling Software
(WMS) and RiverCAD. The reasoning that FATT members used for these choices
were that the available data required for modeling was limited, the watersheds were
ungaged, and the model results would have to be very accurate relative to the FATT
evaluation. BOSS'S software modules that were used by FATT to model the
watersheds were those developed with the U.S. Army Corps of Engineers (COE)
Hydrologic Engineering Center (HEC) HEC-1 and HEC-RAS hydrology and
hydraulic modeling software. These HEC programs are accepted internationally, and
have been proven to yield accurate results such as was required by FATT for their
watershed modeling.
FATT and other qualified professionals made extensive field investigations and
research of the specific watershed characteristics and meteorological events of July
8th. Only certified data that FATT or recognized qualified professionals contributed
were used to input in the BOSS WMS (hydrology modeling software) for the
watersheds. This information was certified by FATT and the associated qualified
professionals for these specific watersheds prior to any of the modeling computer
hydrology runs. Upon completion of the hydrology runs, FATT ran the hydrologic
results through the BOSS RiverCAD software utilizing the COE HEC-RAS software
and all certified observable field surveyed highwater marks of the July 8th flood event
to calibrate the hydrologic modeling results. This reiteration of the watershed's
hydrologic model results continued until the hydrology results for the watershed
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agreed with the historic field surveyed highwater marks throughout the watersheds.
This hydrology model calibration technique utilizing the more advanced hydraulic
engineering algorithms and accurate field data is an acceptable technique whenever
there are sufficient observed and field surveyed elevations and boundary limits of
the actual event to calibrate the hydrologic model.
There were many dynamic parameters associated with the flood event of July 8,
2001, that made the hydrology and hydraulic modeling of the watersheds complex
and could possible bias or cause inaccuracy in the results. Therefore, FATT insured
that all field surveyed calibration points and boundary limits of the flood event were
not unduly influenced by any of these parameters or any model input parameters
that could not be certified. After the certified data was input into the computer
program and the watersheds modeled, each watershed model was accurately
calibrated with numerous field-surveyed points and elevations of the certified
highwater marks utilizing certified parameter input into the hydraulic program. When
these models were completed, FATT verified the results with all known certified
observations. By this process, FATT validated the hydrology modeling of the July 8th
flood event in the study watersheds.
Dr. Swank states, "The runoff curve method gave quite wild predictions and
largely over predicted stormflow volumes and peakflow discharge."
FATT agrees with Dr. Swank's introduction of the possibility of "wild predictions and
largely over predicted stormflow volumes and peak flow discharges." It was for this
specific reason that FATT took great care in the certification of all parameters used
to determine the curve numbers, and chose modeling techniques to reduce the
influence of the possibility of erroneous curve numbers. FATT realized that many
research studies incorrectly used the curve numbers and caused erroneous results
in their studies. FATT chose to use the curve number method because there are
many other studies that have successful results in modeling the hydrologic events.
FATT achieved its accuracy in its watershed models by its modeling methodology,
parameter certification, model calibration, and model validation. FATT chose a
modeling methodology that subdivided the watershed into many sub-basins that
would not allow the influence of a singular curve number for an entire watershed to
be introduced in the watershed model program. The use of the FATT certified data
in the models, such as: soil types and characteristics, antecedent soil moisture,
stream roughness and characteristics, stream flow conditions, subsurface flows,
base flows, vegetation types and maturity, geologic character, geomorphology,
stream and flow networks, precipitation variability, extent of urbanization, extent and
type of industry disturbance, and many other measured and quantified observed
data for the watershed model, allowed FATT to accurately model the specific
watersheds utilizing the NRCS curve number method with the COE software within
the BOSS modeling programs. In addition, FATT utilized certified data in their
calibration process and FATT was therefore able to not only calibrate the watershed
hydrology models within acceptable limits of modeling accuracy, but were also able
to validate the subsequent hydrologic results for the watershed study.
117
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FATT Runoff Analyses
PART II
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Pristine Topography (USGS DEM Data)
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LONG-TERM STABILITY OF VALLEY FILLS
FINAL REPORT
March 2002
PREPARED BY
U.S. Department of Interior
Office of Surface Mining
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BLANK PAGE
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SYNOPSIS OF FINDINGS
During the outreach and scoping process for the programmatic environmental impact statement
(EIS) on mountaintop mining and valley fills, comments received suggest that valley fills might
pose a threat to downstream areas due to mass instability. The perception that looming fill
failure potential, with consequences similar to a dam or an impoundment failure, had not been
addressed by a comprehensive regional assessment of valley fills—although several past
oversight analyses of excess spoil disposal practices have occurred in each state. The sense
within the regulated community prior to this study was that occurrences of valley fill instability
(i.e., landslides or land slips on fills) were isolated and infrequent; and, that properly constructed
valley fills are well-engineered and stable structures. The EIS Steering Committee chartered a
study of fill stability to provide regional empirical information addressing this issue.
A review and analysis of the data indicates that significant slope movements on valley fills are
neither commonplace nor widespread. As of the completion of this study in November, 2000,
only 20 occurrences of valley fill instability are recorded out of more than 4,000 fills constructed
in the past 23 years. While these instances of fill instability might have been "major" as regards
the cost of re-engineering and corrective action to mitigate the mass movement, the
consequences were not loss of life or significant private property damage. Another important
finding of the study was that all of the fill movement occurred during the mining and reclamation
phase of the permits; thus correctable prior to bond release. Conversely, no records of instability
were discovered on valley fills after final bond release. The twenty slope movements reported
appear to result from improper construction or design practices or inadequately-investigated
foundation conditions.
The regulations under the Surface Mining Control and Reclamation Act require geotechnical
investigation of fill sites, foundation preparation, controlled placement of material, as well as
surface and subsurface drainage control. Slope movements and other events symptomatic of
potential fill instability were identified in the study, but all of them reflect site-specific problems
that can be corrected, or could have been avoided, under the current regulatory framework. This
investigation has found no systemic failings in the regulations ensuring valley fill stability.
While the study found only a very small percentage of excess spoil fills that experienced
instability over the past 23 years, there are areas of fill design, construction, and documentation
that could be improved to better ensure long-term stability. Some of the following
recommendations have already been implemented by state regulatory authorities: (1) more
discriminating methods for determining rock durability; (2) consideration of alternative fill
construction techniques to assure optimal foundation and drainage control; (3) better guidance on
requirements for foundation investigations and stability analyses; (4) better documentation and
record keeping for critical construction phase certifications; (5) prohibition of, or limitations to,
"wing dumping" for excessive distances beyond the fill face; (6) additional assurances for fill
foundations on steep slopes; (7) consideration of limits on fill construction temporary cessation
periods before requiring face completion; (8) additional studies of completed fills; and, (9)
diligence in assuring a prohibition of impoundment construction on fills.
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BLANK PAGE
11
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TABLE OF CONTENTS
Page
SYNOPSIS OF FINDINGS i
I. Introduction 1.
II. Background 1.
III. Investigative Approach 9.
Scope of Investigation 9.
IV. Findings
A. Durable rock fills
1. Background 12.
2. Interviews 15.
3. Data analysis 16.
4. Discussion 19.
B. Effectiveness of I & E programs 19.
C. Valley fill design
1. Foundation investigations 20.
2. Design parameters 22.
Permit data collection 23.
Permit data analysis 24.
Parameter sensitivity analysis 25.
Slurry impoundments on valley fills 29.
D. Valley fill construction
1. Critical-phase certifications 29.
2. As-built versus as-designed volume/
confi guration/po sition 31.
3. The construction process 32.
in
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E. Valley fill performance (completed fills)
1. Previous work 35.
2. Helicopter-survey and ground-level observations 36.
3. Identification and analysis of fill instability 37.
V. Conclusions and Recommendations 40.
References 44.
Acronym List 46.
APPENDICES
Appendix A: Workplan Approach for Fill Stability
Appendix B: Permit and Field Data from Valley Fill Samples
Kentucky KY-1 to KY-198
Tennessee TN-1 to TN-34
Virginia VA-1 to VA-110
West Virginia WV-1 to WV-294
Appendix C: Sensitivity-Analysis Box and Whisker Plots
IV
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I. Introduction
A typical mountaintop mining/valley fill operation in the Appalachian coalfields removes
overburden and interburden material to facilitate the extraction of coal seams. Inadequate
storage within the mine site requires placement of excess spoil into adjacent valleys. The valley
fills that result vary greatly in size. Fills evaluated in this study range in volume from 0.2 to more
than 200 million cubic yards (mcy); and in length from 300 to nearly 10,000 feet. Concerns have
been expressed that instability of a fill could endanger life, property, and the environment
downstream.
The purpose of this investigation under the Mountaintop Mining/Valley Fill Environmental
Impact Statement (EIS), and as an OSM oversight special study, is to assess the effectiveness of
current regulatory and policy-driven safeguards against future fill instability that may negatively
affect public safety. The scope of the study includes the identification and analysis of past and
existing cases of valley fill instability in steep-slope Appalachia. It also includes the collection
and analysis of indicator data relating to fill designs, present-day construction practices, and the
existing conditions of as-built embankments. This study also evaluates the current State and
Federal regulations, policies, and practices; government documents that identify and discuss
issues related to fill stability; and pertinent geotechnical literature. The procedures undertaken
by the United States Office of Surface Mining (OSM) include: (1) discussions with State/Federal
inspection and enforcement (I & E) and permit-review personnel and Federal geotechnical
experts; (2) review of permits, inspection reports, and other relevant documentation; and (3)
aerial and ground-level site inspections. This report presents conclusions concerning the
adequacy of the current safeguards and recommends improvements, where appropriate.
II. Background
A. Nature and consequences of valley fill instability
Data analysis pertaining to occurrences of fill instability are presented in section IV, E, 3. For
the purposes of this study, fill instability is defined as any evidence that: (1) part of the fill's
mass has separated from the rest of the fill; (2) the separation occurs along a continuous slip
surface, or continuous sequence of slip surfaces, intersecting the fill's surface; and (3) some
vertical displacement has occurred. Cases of instability, or "slope movement," identified with
these criteria are further distinguished between "major" and "minor" occurrences. Major slope
movements are those judged to occur over a large fraction of the fill face (e.g. over at least a few
outslope benches) and/or require a major remediation effort (redistribution of the spoil from one
part of the fill to another, construction of rock-toe buttresses, extensive reworking or augmenting
of the drainage systems etc.). Minor slope movements are those that occur over a small area on
the fill (e.g. not more than one bench on the fill face) and only necessitating minor reworking of
the fill material (i.e. without significantly changing the original fill configuration).
-1-
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The word, "instability," is a general term used in science and engineering when a material or
structure fails to remain intact or "hold up" under stress. For valley fills, commonly-used terms
descriptive of slope movement include landslide and land slip. These are distinguished
according to distance and rapidity of material transport. The more dangerous of these is the
landslide, which involves sudden, rapid, and relatively distant movement of material. A land slip
has many features that are similar to a landslide, but is characterized by a gradual movement
over a shorter distance. Although this kind of slope movement is at first less of a safety hazard
compared to a landslide, it can turn into a slide if left unremediated. Both landslides and slips
can be considered major slope movements if they are large enough and costly to remediate.
Relatively small events, i.e. minor occurrences of instability, are simple to repair. However, if
left unattended to, they can grow into major events.
Although most valley fills occur in relatively remote areas, some of them are above or adjacent
to buildings (primarily residential) and public roads. Structures at these locations risk severe
damage, if not total destruction, if the fill is not stable. People in or on these structures during a
landslide may experience injury.
It is important to note that the danger posed by a potential fill instability is limited in areal
extent. Those people or structures on or very close to the site of a slope movement can be
affected. However, catastrophic impacts over a great distance down-valley, such as occurred
during the Buffalo Creek coal waste dam failure (Logan County, West Virginia, 1972) or the
2000 Martin County, Kentucky, coal waste impoundment breakthrough into an underground
mine working, should not occur. An unstable valley fill would not be expected to impact distant
areas because:
• Fill designs build in a substantial, long-term factor of safety against instability
and have specific drainage control measures.
No large quantity of water should be present in properly designed valley fills to
"lubricate" the fill material into a flowing mass that could transport for any great
distance. The regulations prohibit ponds on fills or fills impounding water behind
them. Even improperly-designed fills should have minimal impounding potential.
• Dam failures may release large volumes of water with little or no warning. Slope
movements on fills can also be sudden, but are often characterized by the
presence of warning signs of instability (cracks, increased seepage, etc.) and a
slow creep.
Although this study is primarily concerned with possible injuries and property damages directly
resulting from fill instability, it is noteworthy that there are other potential environmental
consequences as well. Exposure of rock fragments and soil along the scarps and ground cracks
of a landslide or slip may increase erosion and stream sedimentation. Accelerated erosion can
lead to the partial or total filling of sedimentation ponds and/or stream channels beyond the fill
-2-
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toe, thus reducing the water-retention capacity of the ponds or streams, and possibly
accentuating floods during unusually high precipitation events.
B. Methods of valley fill construction
The predominant valley fill construction technique is the durable rock fill method. Because of
this, the proper design of stable excess spoil fill structures is dependent upon accurate
characterization of rock strength and durability [30 Code of Federal Regulations (CFR)
§816.73]. Excess spoil consists of overburden or interburden (soil and rock excavated during the
mining operation) not needed to reclaim the disturbed area to the approximate original contour of
the land. The excess spoil material forming the rock fill is generally made up of angular blast
rock. Before the enactment of the Surface Mining Control and Reclamation Act of 1977
(SMCRA), excess spoil disposal structures were generally constructed with minimal engineering
guidance. Often these structures were placed at locations selected merely for the convenience of
the mining operation. Since the passage of SMCRA, regulations require increased engineering
efforts directed toward design and construction of excess spoil disposal areas to improve safety.
In general, methods of excess spoil placement in valleys that are recognized by the State and
Federal regulations include: (a) the 'conventional' lift-type construction method (Figures 1 and
2); (b) the head-of-hollow fill method (Figures 3 and 4); and, (c) the durable rock (gravity
segregated) fill method (Figure 5). Each type is described below.
In the lift method, excess spoil is usually deposited in uniform and compacted horizontal lifts or
layers (four feet or
less in thickness).
Prior to placement of
the spoil, the
foundation (i.e.
valley floor and
sides where the spoil
will be placed) must
be prepared and rock
underdrains installed
to accommodate
groundwater seepage
and surface-water
infiltration. OSM
regulations at 30
CFR§816.71(f)(3),
require that the rock
underdrain be
durable (rock that
will not slake in Figure 1: Typical Conventional-Lift Valley Fill (after Loy, Leroy D., Jr. et. al, 1978)
x 'S75Lt^^^*ifo
xX^tr»?iC.,>' . * *tiwy**/
-------
water nor degrade to soil material); non-acid or toxic forming; and free of coal, clay or other
non-durable material.
i I
1100
If HOW tt >36MJM K1TWA* CUT1 0
NOCK TOC SlmlfW fOfi IT*mmf
J L
J I L
A o
I I I I I
I I I
SCALE IN FEET
Figure 2: Sections of Conventional-Lift Valley Fill (after Loy, Leroy D., Jr. et. al., 1978)
The Federal
regulations [30 CFR
§816.72(b)(l)] also
provide for another
method for excess
spoil disposal, which
involves the placement
of spoil in lifts at the
valley head, i.e. at
elevations
approximating the
adjacent ridge lines of
the watershed. This
"head-of-hollow fill"
method originated in
West Virginia in the
early 1970's, and
l»#TSw. •**"*""•• $f
' ' ' -i^*'
<* 4
::^^fc,S,^p5'
,-jA^W. ?
Figure 3: Typical Chimney-Drain Valley Fill (after Loy, Leroy D., Jr. et. al.,
1978)
-4-
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jm.
_J ) 1
100o aoo
SCALE IN FEET
Figure 4: Sections of Chimney-Drain Lift Valley Fill (after Loy, Leroy D., Jr. et. al.., 1978)
combines the lift-placement technique described above and a rock chimney drain in the center,
or core, of the fill. The "rock core chimney drain" results from mechanical segregation of larger,
durable rock during spreading of spoil material and lift compaction. All surface and subsurface
drainage is to be controlled by this rock core to minimize the phreatic surface or water level
within the fill mass. This type of fill must crest as close as possible to the ridge line to minimize
the surface drainage entering the rock core. The chimney drain can also be used in lift fills lower
in the watershed, provided the fill volume does not exceed 250,000 cubic yards (cy) and
upstream drainage is
diverted around the fill.
The durable rock fill
method (30 CFR
§816.73) consists of
end-dumping spoil into
valleys in a single lift or
multiple lifts. The fill
construction begins at
an elevation where the
crown or top of the
completed fill will
occur. Dump trucks
haul spoil to the center
of the hollow and dump
Final Grade
26'
Gravity Segregated
Blanket Underdrain
Figure 5: Diagram of Durable-Rock Fill
-5-
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the material downslope. This continues to take place, allowing a platform of spoil to lengthen
down the hollow, and ends when the toe or bottom of the fill approaches its as-designed final
location. This study has found the lifts of existing fills to range between 30 to over 400 feet in
thickness. At the completion of spoil placement, the face of the fill is graded from its dumped
angle of repose (the natural slope of spoil material under its own weight) into a less steep,
terraced configuration. The durable rock fill method can only be used if durable rock
overburden is present and will comprise at least 80 % (by volume) of the fill1. A designed rock
drain is not required for this type of fill, since the gravity segregation during dumping forms a
highly permeable zone of large-sized durable rock in the lower one-third of the fill.
Among these different methods of valley-fill construction, end-dumping to build a durable rock
fill has been, by far, the most commonly applied since 1980. It is less expensive than lift
construction; and, with the sampling and testing practices commonly in use, most permits
demonstrate excess spoil volumes of at least 80 % durable rock.
C. Valley fill construction and inspection issues
The literature reveals that numerous technical and regulatory issues have arisen concerning the
stability of valley fills since before the enactment of SMCRA. These include the following:
• Testing rock durability. There is no consensus among geotechnical experts working for
the industry, environmental groups, and government as to what constitutes rock
durability testing protocol (i.e. to determine whether or not a material is durable enough
to be used in an underdrain, chimney drain, or durable rock fill) that represents the
conditions rocks are subject to by excavation and placement during mining, and as long-
term residence within a fill. The rigor of various testing techniques proposed varies
widely.
• Sampling to determine volume of available durable rock. Accepted standards do not
exist for the frequency of rock sampling prior to mining and a methodology for ensuring
that 80 % (by volume) durable rock is being placed during durable rock fill construction.
Plugging of durable rock fill underdrains during regrading. Following the end-dumping
of spoil, the mine operator is required to regrade the face of a durable rock fill from the
angle of repose to a more stable, 2:1 slope. This regrading is commonly accomplished by
grading spoil from upper sections of the fill outslope towards the toe, thus extending the
toe downstream. This reworked spoil is finer-grained than the gravity-segregated
underdrain material. The placement of the fines downstream of the terminus of the
JThe 80 percent durable rock standard was first proposed to OSM by Dirk Casagrande in
October, 1978, in comments on proposed rule making following the passage of SMCRA
(Casagrande, 1978).
-6-
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blanket underdrain can retard free drainage from within the fill, and consequently
increase pore pressures in the spoil, reducing fill stability.
Surface drainage control on durable rock fills. Durable rock fills in most states are
constructed with perimeter or groin drains to control drainage from sources on and above
the fill (Figure 6). However, the current approved West Virginia regulations allow for
Figure 7: Durable Rock Fill with center surface drain.
Figure 6: Durable Rock Fill with perimeter
drains.
the use of drainage structures located on the top and face of the fill surfaces [38 Code of
State Regulations (CSR) § 2-14.14(e)(6)] (Figure 7). These center drains result in
increased contact between running water and the fill. Whether or not this significantly
influences the stability of valley fills remains in question. Some geotechnical experts
recommend allowing all drainage to run through the fill mass (Terra Engineers, Inc.,
1993).
Wing dumping. A common problem in mountaintop mining concerns the dumping of
spoil across the valley from the mining bench at points down-valley of the toe of a
developing fill. Ideally, all spoil is first transported up the valley and then dumped from
the top of the fill in the down-valley direction. In this way, the end-dumped face of an
advancing fill progresses uniformly down the valley and parallel to the fill face. This
preferred procedure maximizes gravity segregation of competent (unweathered) rock for
underdrain development; and minimizes spoil exposure, and consequent breakdown and
stream sedimentation. Presently, wing dumping is expressly limited in West Virginia
[(State Directive Series 14 (effective October 1992)]. Kentucky has also adopted
procedures for restricting wing dumping. OSM will evaluate the Kentucky procedures
after two years of implementation.
-7-
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• Effect of spoil settlement on pore-water pressures and stability. Government and
academic studies have documented the expected occurrence of surface settlement on
constructed excess spoil fills (Wunsch et. al., 1996) and have evaluated effect of
settlement on pore-water pressures and fill stability, using a matric-stress critical state
model (Rohlf et. al., 2000). Settlement of spoil fills results from spoil fragments or
particles gradually coming closer together (consolidating) under the influence of gravity
(i.e. the weight of the spoil). Pore water in the fill is located within spaces between the
spoil particles. Below the phreatic surface or ground-water table, the weight of the pore
water produces forces that press against the spoil particles. The work suggests that a fill
can become either more or less stable with spoil consolidation, depending on a variety of
factors related to the depth of the ground-water table in the fill and characteristics of the
fill mass itself. Presently, there is very little, if any, empirical data about the internal
conditions of completed fills.
Differences between as-built and as-designed fill configurations and their effects on
stability. Regulatory staff say it is a common occurrence that as-built fills often have
very different configurations than those approved in the original permit. As-built fills are
often much smaller than as-designed. Building a fill that is smaller or larger than planned
can impact long-term stability. Smaller fills could end up higher in the watershed where
the natural ground could be much steeper. Consequently, fill stability is more difficult to
maintain. Larger fills can extend the toe area into zones of thicker, less stable,
foundations soils (that may not have been investigated in the permit application).
• Timeliness in fill completion. Sometimes durable rock fills are abandoned for long
periods of time following partial construction. Long exposure of spoil to the elements
without the benefit of revegetation could accelerate rapid spoil degradation and erosion.
This can lead to rapid in-filling of sedimentation ponds (which the permittee is required
to repair) and significant stream sedimentation; and can also result in instability in the
completed fill from internal weak zones parallel to the face of the completed fill.
Effectiveness of I & E protocol to ensure sound fill-construction practices. Specific
concerns related to this issue have included the frequency of inspections at fill-
construction sites, adequate pre-mining site inspections, and protocols for verifying the
stability of completed fills.
In addition to evaluating other concerns pertinent to the question of valley-fill stability, this
study addresses the issues above with one exception: There are insufficient subsurface data to
support consideration of spoil settlement and its effect on fill stability. However, properly-
installed underdrains and surface diversions should limit pore-water pressures to a low level
within the fill-and, thus, not impact stability adversely.
-------
III. Investigative Approach
SMCRA led to regulations containing permitting, design, and construction requirements
intended to implement state-of-the-art engineering standards for excess spoil disposal. The
regulations and engineering standards were tailored to ensure excess spoil disposal practices
were meeting the SMCRA goals of long-term stability and, hence, public safety and
environmental protection.
A retrospective study definitively evaluating the mass stability of large earth and rock structures
requires extensive knowledge of the in-situ engineering properties of the fill and foundation
materials, as well as the phreatic surfaces within the fills. The limited funds and time available
for this study made it impractical to accurately establish the geotechnical condition of the
thousands of fills on the Appalachian mine sites. This investigation utilizes information and data
from permit files, interviews, and field observations, which serve as indicators of regulatory
program effectiveness in assuring long-term stability of fills. The adopted approach focuses on
problematic fills. The team is using these sites, along with fills randomly selected, in the
evaluation of valley fill performance.
Scope of Investigation
The tasks undertaken to determine the effectiveness of regulatory programs with respect to fill
stability include:
• Assemble all available literature on excess spoil disposal practice evaluations and
compare the conclusions and recommendations with known current practices.
Examine the feasibility of documenting that 80% durable rock (by unit volume) is
attained during construction and in final fill configurations.
• Evaluate the effectiveness of current sampling and testing protocols for
establishing representative rock durability of excess spoil.
Establish the effectiveness of current methods utilized in I & E of excess spoil
disposal.
Determine the population of documented fill instability since the permanent
regulatory program, and the causative factor(s).
• Review strength parameters, phreatic surfaces, and analysis methods used in
stability analyses in the approved permit.
Evaluate state surface mining information systems (SMIS) data and compile
violation data relative to excess spoil disposal.
-9-
-------
• Review documentation, certification of critical construction phases, and quarterly
certification.
Establish if foundation conditions for fill placement are as defined in the
approved permit.
Aerial reconnaissance of a sampling of completed and fills under construction in
WV, KY, and VA to visually assess stability, drainage control, and related
features.
• On-the-ground visits to selected sites identified in 10, above to further assess
stability, drainage control, and related features.
Compare as-built fill configurations with as-designed.
• Assess if proper surface and subsurface drainage controls are installed.
A full description of each of these tasks is provided in the workplan as Appendix A. The
workplan also identifies the principal participants in the study (hereafter identified as "the team")
and principal State and Federal contacts. Task 1 entailed a document and literature search. Tasks
2 through 5 are interviews with Federal geotechnical experts and state regulatory agency
inspection staff. Tasks 6 through 13 entail permit and field reviews of selected fill samples. The
approximate location of the fill samples are shown in Figure 8. Data and photographs for each
fill are presented in Appendix B. The selection and utilization of samples in each state are
summarized in the table below:
State Total # Durable Reclaimed Aerial Ground Spoil Construct-
of fills rock fills inspection inspection Volume ion dates
fills (mcy) (yr)
WV
KY
VA
TN
49
48
25
6
34
46
24
4
35
6
10
0
49
0
25
0
19
48
13
1
0.2-201.1
0.2-90.9
0.3-16.8
0.2-7.5
78-98
87-00
90-99
86-98
Total 128 108 51 74 81 0.2-201.1 78-00
West Virginia: The West Virginia sample list was derived from a list of problem fills identified
by the West Virginia Department of Environmental Protection (WVDEP) in a 1994 inventory
study of inspectable fills (i.e., fills in active permits). This list was augmented by OSM
personnel from the Charleston Field Office from personal experience with valley fill
investigations. The study database includes 49 West Virginia fills. All of the fills were observed
-10-
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from the helicopter. From the document review and helicopter surveillance, 19 sites were
selected for ground-level inspection. These sites include two adjacent unstable fills initially not
included in the sample list, one of which was detected from the helicopter.
Among the West Virginia samples, fill construction began between June 1978 and September
1998. Thirty five of these had been reclaimed as of 1999. The recorded size of the fills range
from 0.20 to 201.10 mcy. Fill lengths range from 490 to 9,900 ft. Thirty four were proposed as
durable rock fills in the permit, the rest conventional-lift, chimney-drain, or (in the case of two
OH 1
,-_ ,.-1 \ A / A
•^ I,—' 1 LIB?
^ 2* «TV >_/
X -f_ Boon* S f Fa'vette "*s.
.
(
+?Vn*a'
I A; I-, / V 1 ''""
uy"i t/ ^ \ ^ ..--•'
VrWL *s..^- ^Buchananjv-/
Figure 8: Locations of valley fill samples.
fills) unknown types of construction. Twenty one of the sampled durable rock fills use center
surface drains, which are unique to the state (the durable rock fills in the other states use
perimeter surface drains).
Kentucky: The elements of the study in Kentucky were completed as part of a durable rock fill
oversight study by the Kentucky Department of Surface Mining Reclamation and Enforcement
(KYDSMRE) and OSM. Since the state agency conducts routine overflight and video-
documenting of permits, aerial reconnaissance under this study was unnecessary. Also, the
oversight workplan requirements of the durable rock-fill study included ground-level visits of all
sites.
-11-
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For the most part, the samples were randomly selected—with a few known problem fills added.
The study database includes 48 Kentucky valley fills. Construction start dates range from March
1987 to September 2000. The recorded fill sizes range from 0.20 to 90.90 mcy; and fill lengths
vary from 300 to 8,800 ft. All but two samples are durable rock fills. The two exceptions were
conventional-lift fills. All include perimeter surface drains. At the time of the site visits, only
six of the sample fills had been reclaimed. For this broader study, the list was supplemented
with four more completed fills for ground-level inspections and permit reviews. OSM had
identified stability problems on these additional fills during oversight of the Kentucky program
between 1986 and 1990. The final bonds on the permits of all four of the fills had been released
before the inception of this study.
Virginia: The team developed a 25-fill sample list from the Virginia Department of Mine Land
Reclamation (VADMLR) fill-inventory database. Thirteen fills were visited at ground level.
Construction start date ranges from August 1990, to December 1999. The fill volumes range
from 0.30 to 16.80 mcy; and the lengths vary from 390 to 4,300 ft. All but one are durable rock
fills, the exception being of the conventional-lift type. All of the fills include perimeter surface
drains. Ten were reclaimed at the time of the helicopter survey.
Tennessee: The Tennessee sample list includes six fills that are still under an active permit. The
construction start dates range from January 1986 to June 1998. Recorded volumes range from
0.20 to 7.50 mcy. Fill lengths varied from 350 to 3,300 ft. The team conducted a ground-level
visit of the largest fill. Four of the samples are durable rock fills and two are conventional-lift
fills. All of them include perimeter surface drains.
IV. Findings
A. Durable rock fills
1. Background
The successful long-term performance of excess spoil structures is directly related to the strength
and durability of the rock in the fill mass and rock drains. Rock materials removed from their in-
situ condition during the surface mining of coal exhibit changes in physical integrity. Such
changes are caused by physical and chemical mechanisms induced by variations in moisture and
stress regimes. The rock in fills has been subjected to blasting, handling, compaction, and
weathering-and continues to be subjected to overburden pressure and weathering after fill
emplacement. Generally speaking, a sedimentary rock that can withstand these processes
without rapidly breaking down into smaller-sized, soil-like, weaker material can be classified as
a durable rock.
Durable rock is defined in Federal regulations at 30 CFR §816.73(b) as rock which does not
slake in water and will not degrade to soil material. The regulatory intent is to selectively obtain
rock that can withstand surface mining conditions, and natural forces affecting the fill mass after
-12-
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final placement, without significant degradation. The intent is that, over the long term, the
durable rock fill behaves as a mass of broken rock and not as soil. A rock mass is inherently
more stable than soil with similar volume, geometry, and foundation conditions because rock has
much greater load-carrying capacity. Rock has more resistance to both consolidation and
displacement along planes of weakness. Durable rock fill or underdrain material has this greater
strength because of strong friction between the particles (quantified as the angle of internal
friction) and greater resistance to forces promoting shear (shear stress). A rock mass is also free-
draining because of its high permeability. Weak, nondurable rock will degrade into finer soil-
like particles as a result of the weight of the material above it (overburden pressure) and moisture
absorption. The drainage system provided by the void space between the rocks may become
clogged. The clogging may cause excess pore water pressures to develop that will cause a
decrease in the shear resistance or shear strength of the fill material. A decrease in shear
strength can cause instability in the excess spoil structure. Another concern is that the uneven
settlement of the fill (differential settlement) resulting from the breakdown and excessive
consolidation of non-durable rock can disrupt surface drainage structures, including diversion
channels on terraces. Failure of drainage diversions leads to increased water infiltration and
promotes fill mass instability. Therefore, the correct assessment of the strength and durability of
the rock is a critical design factor.
The Kentucky, Virginia, and West Virginia definitions of durable rock are similar to the Federal
definition. The Kentucky and West Virginia definitions are, in fact, more specific. The
Kentucky regulations require a Slake Durability Index (SDI) of at least 90 %, or similar result
using another test that's equivalent to the SDI to the KYDSMRE's satisfaction [405 Kentucky
Administrative Regulations 16:130 § 4 (l)(a)2J. The West Virginia regulations reject soil-like
material in the durable rock definition: rock capable of degrading to a material, of which at least
50 % is finer than 0.074 millimeter, has plasticity, and is classified as ML, CL, OL, MH, CH, or
OH (under ASTM D-2487), is considered to be soil [38 CSR § 2-14.14(g)(l)(B)].
In all states, the industry and state agencies have relied upon the SDI as the primary method to
evaluate rock durability. However, early OSM special studies and inspection reports indicated
that weak, non-durable rock was being used in durable rock applications. Consequently, the
agency undertook a major study that developed an alternative testing protocol and classification
system (called the "strength-durability classification") and examined the results of applying it
and the SDI test tol 16 overburden samples collected from 61 mine sites in the same four states
covered by this study (Welsh et. al. 1992). The study concluded that the strength-durability
classification was significantly more effective than the SDI in discriminating weak, non-durable
rock2. OSM emphasized that the recommended protocol was not only effective, but also simple
and inexpensive.
Subsequent, independent analysis of the data used in the 1992 study confirms this
conclusion, with the notable exception of rock samples obtained from West Virginia, in which
the SDI test was more discriminatory than the OSM classification (Rohlf, 2001).
-13-
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The proposed strength-durability classification utilizes a phased approach. The initial phase
consists of soaking rock samples in water for 24 hours to identify very low-durability rock by its
short-term slaking behavior. Samples passing this phase are then subjected to a second phase of
free-swell and point-load tests. In the free-swell test, a rock sample is immersed in water and the
degree of its expansion or swelling is measured over a 12-hour period. Rocks tend to weaken
with swelling. Thus, rocks that tend to swell less have a greater chance of being classified as
durable. The point-load test is a relatively inexpensive procedure for measuring a rock's shear
resistence. The sample is placed between two metal cones. The cones are then pressed into the
specimen with increasing force until the sample fails. The point-load strength and swell-test data
are plotted on a graph, and the points are compared to "zones" on the same graph representing
the acceptable value ranges for durable rock classification.
Since this OSM study was published, the strength-durability system has received both support
and criticism. There seems to be a broad consensus among the state and Federal regulatory
agencies that the SDI does not adequately discriminate non-durable rock for surface coal mining
and excess spoil fill construction. Some comments against the strength-durability classification
protocol have asserted that its requirements for durability are far too stringent (Casagrande,
1991). For example, the ASTM procedure for the 24-hour soak test includes oven drying the
samples before and after soaking; but temperatures as high as 105 degrees Centigrade do not
occur in a valley fill. Also, critics contend that the free swell test is unnecessary. The tendency
of rocks that do not readily slake to swell in an unconfmed state does not indicate a significant
loss of strength; and the swelling should be resisted to some degree by the confined conditions
(from contact with other rock particles) within the spoil fill. Finally, the minimum point-load
strengths required for rock to be classified as durable are claimed to be unreasonably high,
considering the range of fill thicknesses and, therefore, the limited compressive force a rock
endures. A counter argument supportive of the strength-durability is that the purpose of oven
drying is not to replicate the temperature regime in a fill. Its intent is to simulate drying. Rocks
do, in fact, experience significant drying and air slaking from excavation to placement during the
mining process (Farrar, 1999). Further, the stress concentrations from point-to-point contacts
between the rock particles in the finished fill can result in forces much stronger than those
associated with simple vertical compression (Farrar, 1999). It is noted herein that a rock
durability test must conservatively account for a valley fill's long-term stability. The stability of
valley fills are not monitored or maintained by the mining industry or government following
final bond release. Steps in a testing procedure that may subject a sample to extreme
environments over a very short time period may help to account for the effect of milder
environments over an indefinite period of time. They may also account for short-term events not
easily captured in the lab, such as the effect of blasting and severe impact and abrasion among
boulder-size particles during the spoil-handling process.
A review of technical literature shows progress in rock durability research. However, many of
the classification systems discussed relate to rocks unlike those encountered in coal mining, e.g.
rocks of the igneous and metamorphic variety which are heavily influenced by chemical
weathering of constituent minerals. Hudec (1997) points out that shales have the most rapid
weathering rates of all rock types, but also that their weathering is almost entirely physical in
-14-
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nature. Weathering of shales occurs through water-pressure build up in small pores during
wetting and drying, or through ice expansion and contraction during the freeze-thaw process.
Dick and Shakoor (1997) compared various geologic characteristics of mudrocks (claystones,
shales, and mudstones) to their durability as measured by the SDL They proposed that some of
these geologic properties (e.g. percent water adsorption for shales and micro-fracture density for
mudstones) may be useful durability indicators. The team did not find any other work that
provides a relevant alternative to either the SDI or OSM classification.
2. Interviews
The team interviewed a number of WVDEP staff members from the Nitro, Logan, Oak Hill and
Phillippi regional offices. In general, the durability observations of inspectors and their
supervisors partly depend on which part of the state they are working in. Inspectors working in
the southern part of the state are relatively confident that the fills have about 80% durable rock
thanks in part to the presence of massive sandstones in the overburden and interburden. This
confidence does not seem to be mirrored among those working further north. This may be a
reflection of a lesser occurrence of sandstone in the geologic section in that part of the state. A
related contrast in topography was observed from the helicopter between these two regions: The
landscape to the south is more rugged with weathering-and-erosion-resistant sandstones capping
the ridges. The mountains of the north are lower and more rounded, suggesting the predominant
influence of weaker rock types. Still, all of the inspectors seem to feel that the durable rock fills
in their areas are stable based on their record to date (i.e. the lack of slope-movement events).
One comment advocated a standard for particle-size distribution in durable rock fills under
construction in order to ensure the formation of an adequate underdrain. There is a broad
consensus among the WVDEP inspectors that the SDI is not an adequate test for durability. This
latter opinion seems to be shared by the inspection staff of the KYDSMRE based on draft
findings of their joint oversight study with OSM.
Discussions with VADMLR staff indicate that durable rock fills in the state are stable due to the
availability of hard sandstone in the overburden and interburden and the absence of any record
or recollection of fill instability. The agency has not made a call on the reliability of SDI as a
test for rock durability for excess spoil construction. Use of the test among permit applicants is
accepted because of its broad use as a standard for a wide variety of engineering applications.
The team contacted with members of the U.S. Bureau of Reclamation, Corps of Engineers,
Federal Highway Administration, Mine Safety and Health Administration, Bureau of Land
Management, and Department of Energy. The first four agencies deal with structures in which
the durability of construction material is important. However, large earthen structures
constructed or inspected by these organizations tend to be composed of selected off-site
materials and to be constructed by other than the end-dumping method. An interviewee with the
Bureau of Reclamation familiar with the SDI would like to see the current ASTM protocol
supplemented with some sort of measure of specimen break-down following the regular testing
procedure and suggested that this may make the technique more applicable to the durable rock
fills.
-15-
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3. Data analysis
The issues described above relating to rock durability testing and placement of 80 percent
durable rock in a durable rock fill have largely resulted from subjective observations by state and
federal inspectors, engineers, and geologists of fills under construction. The investigators of this
study recorded their own observations using the sample valley fills. During initial site visits, the
percent durable rock estimates of several fills were compared to assure consistency. The
remaining valley fills in the sample were then individually evaluated. The use of this visual
technique for purposes of this study should not be construed as an endorsement by OSM for use
in regulatory programs.
$*£*'*'. •->*-
'
. ' •:.. > C^TO.^ N\ >5a£
N>X V. <*•
r-';'-^ , '• \ - s '
Figure 9: Durable Rock Fill under construction. Figure 10: Shale breakdown in fill under construction.
Using on-site visual observations and photographs of the fill samples, the team made subjective
judgements on whether sampled durable rock fills were being constructed with at least 80
percent durable rock (Figures 9-12); and whether a discernable underdrain was being formed via
y
Figure 11: Degraded shale boulder in a completed valley fill.
Figure 12: Non-durable sandstone in a
durable rock fill under construction.
-16-
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gravity segregation (Figures 13-14). The photographs
used were primarily those taken from the helicopter,
but also included some color certification
photographs. Possible responses to the two questions
(when visual data was available) included yes, no, or
no response (i.e. when there was too much
uncertainty). The criteria employed for the first
question included the perceived particle-size
distribution on the advancing face of the fill, the
amount of sandstone versus shale in the dumped spoil,
Figure 13: Note gravity segregated underdrain.
Figure 14: Lack of gravity segregation in a
durable rock fill under construction.
and (for ground-level site visits) the degree of particle breakdown occurring in the exposed
portion of the spoil. Subjective judgements were made for 44 durable rock fills. Of these, 28
appeared to have less than 80 percent durable rock and 5 were considered to lack discernable
gravity-fed underdrains. The percent durable rock estimates for those under 80 percent range
from 20 to 70 percent.
West Virginia's definition of soil for durable rock classification purposes highlights how rock-
overburden and interburden lithology can influence the effectiveness of a durable rock fill's
underdrain system. Even if gravel-to-boulder size particles break down into their unit grain
sizes, the resulting material would possibly still be permeable enough to act as an effective
underdrain. Some of the sandstones in the region may fit this condition. Shale fragments, on the
other hand, result in relatively impermeable material when decomposed. In general, sandstones
also have the added advantage of being harder and more resistant to impact, abrasion, and
weathering; and thus more likely to preserve large and porous particle-size distributions in the
fill underdrain. To document the variation in lithology among the sample mine sites, the team
measured the % sandstone from drill logs in the permit files down to the lowest coal seam
mined. In all, 117 recordings were made. It is important to note that the data do not accurately
represent site-specific volumes of sandstone available for excess spoil fill construction. For
instance, the volume of a 10-foot thick sandstone bed forming a ridge crest may be markedly less
-17-
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than that of 10 feet of sandstone immediately overlying the mined coal seam. This is a result of
the geometric effects of topography. Nevertheless, the data should be a fair indicator of general
variability with respect to the rock type's occurrence. The measured column-weighted amount
of sandstone ranged from 6 to 97 percent. The percentages most commonly fall in the 50 to 70
percent interval and are relatively high in West Virginia and Kentucky. Based on this
information, it may be both technically and economically feasible to incorporate volume-
weighted rock/lithology distribution as a partial indicator for the designation of durable rock
fills3. Justification for this approach, especially for sites where available sandstone may be weak
and/or non-durable, may require research that identifies the permeability ranges of regional
sandstone-derived soils and compares them to the subsurface drainage discharges of typical
valley fills.
An apparent contradiction within the durable rock classification issue occurs where the same
layers of rock (rock strata) in a permit area are designated as both durable and suitable for topsoil
substitution. A rock is designated as suitable for topsoil substitution (in the absence of sufficient
quantities of natural topsoil) if it can sustain revegetation on spoil fills. To support freshly
planted vegetation on a reclaimed surface, the rock must rapidly decompose into soil-like
material. This requirement appears to directly contradict what is expected of durable rock (i.e.
that it will not slake into a soil-like material). The occurrences of this phenomenon among the
fill samples of the study was not systematically recorded and, thus could not be queried from the
database; but the permit review has identified several samples that fit this category. This
apparent dichotomy of properties is partly explainable by the nature of the lab tests performed:
tests for topsoil substitution directly measure the organic chemistry of the samples, whereas
those for rock durability test the specimen's mechanical behavior. However, the problem may
also be symptomatic of the inadequacy of the SDI test for durability. It is noted that the spoil at
the surface of a valley fill is used as a soil-substitute as a matter of course, due primarily to the
lack of in-situ natural soil available. Even in a durable rock fill, however, this may be acceptable
if the end-dumping has effectively segregated the durable material towards the bottom of the fill.
Another observation made (but not recorded from the permit review) concerns the representative
sampling of the overburden and interburden for the purpose of determining % durable rock by
volume. The frequency of sampling relative to the thickness of the rock section above the lowest
mined coalbed (or sampling density) varies significantly. Whether or not a realistic rock
durability testing protocol is used, the results are not meaningful if the tests are applied to only a
few specimens. For this reason, it is recommended that regulatory authorities develop standards
or guidelines pertaining to the density of sampling for rock durability testing.
3The concept of applying percent sandstone to valley fill design was previously proposed
by Robins and Hutchins (1979): Fills with greater than 65 percent sandstone would not require
compacted lifts; and fills in steep terrain with more than 90 percent sandstone could use gravity
segregated underdrains. This present report, however, does not recommend specific, numeric
percentages; nor does it recommend that percent sandstone necessarily be the sole basis for fill-
design considerations.
-18-
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4. Discussion
The subjectivity some of the work described herein and the general lack of consensus on what
test(s) are appropriate for determining rock durability in valley fills, underscores the absence of
empirical data on subsurface conditions in valley fills. Resolution of this issue may not be
possible without critical information about (1) what is the typical geochemical environment or
the range of environments inside a fill mass and (2) how do different materials (affected by
mining) hold up under these conditions over time. In addition to or in lieu of an agreed-upon
testing protocol for durability, the team recommends consideration of in-situ sandstone % as a
contributing (but not stand-alone) parameter for the designation of durable rock fills. It is noted
that any requirements based on this parameter would be relatively easy to enforce. Further, the
team suggests that estimating or even quantifying particle-size distributions at different
elevations on an advancing fill face may be an effective, quantitative way to evaluate gravity-fed
underdrain formation. The application of scaled, electronic photography in conjunction with a
computer-enhanced counting-and-measuring procedure might turn out to be a useful quality-
control tool. For purposes of enforcement, where the effectiveness of blanket-drain formation is
suspect, a representative number of measurements by the regulatory authority would be
necessary.
As an alternative approach to resolving these difficult issues concerning durable rock fills, a
standard construction method could be adopted that combines end-dumping following placement
of carefully constructed underdrains. This would limit the need for strength and/or durability
testing (with the possible exception of the underdrain material) and for developing a
representative test-sample collection procedure. The underdrains would be constructed to
effectively capture all sources of seepage and to extend an adequate distance beyond the final toe
position of the fill. Stability analyses would assume soil-like properties (with minimum or no
compaction) in the spoil above the underdrain. Compacted lift requirements would only apply to
sites where the mine operator or regulatory authority judged the spoil properties to be such that
long-term stability would not be obtainable otherwise. The study team believes that this may be
the most cost-effective approach available.
B. Effectiveness of I & E programs
The WVDEP inspection report form includes two questions per excess spoil fill construction.
These are paraphrased as follows: (1) Is the fill being constructed in accordance with the
specifications of the permit; and (2) have all the appropriate construction certifications been
provided? The KYDSMRE inspection form includes "disposal of excess spoil" as part of a
compliance/non-compliance check list. The VADMLR form is electronic and includes two
spaces for identifying compliance and violations of unspecified performance standards. The
Federal form includes a compliance/non-compliance check list under "excess spoil disposal" for
"placement," "drainage control," "surface stabilization," and "inspections and certifications."
All of these forms are general and must assume that the inspectors using them are fully
-19-
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knowledgeable of the regulatory standards and permit specifications applicable to the
construction of an excess spoil fill.
Some insight into the state staffs' experience with the I & E programs were obtained from the
interviews with WVDEP inspection personnel and a review of the joint KYDSMRE-OSM
durable rock-fill study. WVDEP interviewees did not have any significant issues with their I &
E program vis a vis assurance of fill stability, or with fill stability in general. Specific comments
include the following:
• The program has significantly improved over last six or seven years, thanks to increased
resources and more and better-trained people;
Three inspections of a permit (one full, two partial) are required per quarter. One
inspection per week often occurs. One interviewee indicated that this may be enough, i.e.
if anything is wrong, it will be wrong during an inspection. Another cautioned, however,
that some mines are in operation for 24 hours (i.e. thousands of cy's can be placed
between inspections-even at this inspection frequency);
• Sampling for durability testing and other parameters should be more thorough. One
sample per stratigraphic unit (such as a 50 ft. thick sandstone bed) is not sufficient.
People conducting the lab testing, collecting samples for the lab testing, or directing the
handling of spoil in the mining operations should be better trained.
The joint KYDSMRE-OSM study has produced draft recommendations reflective of the State
staffs perspective on its I & E program. Some of the recommendations are related to: increasing
the frequency of inspections during critical construction phases; requiring more detailed
information in the critical-phase certifications; requiring a more thorough analysis of coal seams
and coal mines in permit-application foundation investigations; and requiring new spoil-balance
calculations when a permittee changes the method of mine operation or does not generate the
amount of excess spoil originally estimated.
C. Valley fill design
1. Foundation investigations
Review of the foundation investigations in the permit applications of the fill samples resulted in
three categories: (1) reports that reference test pit(s) and/or test hole(s); (2) reports limited to
narrative; and (3) no reports of foundation investigation found in the permit file. The permit data
analysis indicates that there were 25 out of 129 fills for which the team was unable to find even a
narrative of foundation conditions. Fill foundation reports for 55 of the fill samples appeared to
be limited to narratives that generally (1) state that a foundation investigation was performed, (2)
identify the underlying bedrock, (3) report the soil depth to be shallow, and (4) claim that springs
-20-
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or seeps or signs of instability were not found. Test pits and/or test holes drilled in the
foundation areas were found in the permits for 48 fills. Again, where test pits or holes were
included in the permits, soil depths were generally reported as shallow.
The study also included a limited in-field and photograph assessment on the fill foundation
conditions based on: (1) the occurrence of springs or seeps on the fill; (2) fill instability
attributable to uncontrolled subsurface drainage or thick soil foundations; and (3) mass
movements in the hollow surrounding the valley fill. Clear cases of seeps or springs were
identified on 11 fills. Some of these seeps occurred near the fill toe (Figure 15). These may be
reflective a generally high phreatic surface in the fill, if not a natural ground-water discharge
point from underlying bedrock near the toe. Other seepages occurred higher in the fill outslope;
and can result from local ground-water discharges from the underlying strata and/or highly-
permeable zones in the fill material. Some additional fills with possible seeps or springs, as
observed the helicopter photographs, were noted but not digitized. Seventeen of 20 cases of fill
instability in the database are connected to inadequate underdrains or thick foundation soils.
Signs of instability in natural slopes adjacent to the fill were noted for nine of the samples
(Figure 16).
Figure 15: Seepage at toe of valley fill.
Figure 16: Landslide into side of valley fill.
An important foundation issue identified during this investigation pertains to the presence of
abandoned underground or auger mines in the location of the valley fill, where the rock strata dip
or are inclined towards the fill. Abandoned deep mines may result in ground-water discharge
exceeding the capacity of the fill's drainage system—if they are not thoroughly investigated and
accounted for in the fill design. Alternative solutions to presence of abandoned mine effluent
include: (1) over design of the subsurface drainage system (to account for worst-case flow
discharges); (2) sealing the mine effluent areas; and (3) relocating the proposed fill to another
hollow.
-21-
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2. Design parameters
Background: The unit weight (or density), angle of internal friction, and cohesion of a material
comprising a valley fill are the engineering properties that affect the fill's stability. In the slope
stability analysis of a proposed fill, the engineering factors of the material are assigned values
assumed to be representative of the spoil properties. The analysis is applied to the steepest
profile (side-view projection) of the fill. The procedure then calculates the safety factor (SF) for
several two-dimensional curves which represent possible three-dimensional slip surfaces in the
fill. In one type of analysis commonly used in permit applications, each curve is an arc of a
circle defined by a center and radius. A grid pattern of circle centers and a range of radii
delineate the potential slip surfaces in the fill (Figure 17). The curve with the lowest calculated
SF is the end result of the analysis. An SF above 1.0 is the margin between instability and
stability. That is, the higher the SF is above 1.0, the more stable the fill structure.
1.80
3.56
1.62
1.51
3.13
2.03
4.19
4.22
3.21
Relocated
Road
Lowest
Safety
Factor at
Grid Point
Top of Valley
FillElev. 1550'
I
c = o
0 = 38°
Y=140pcf
Top of
Existing Fill
Phreatic
Surface
C = 100psf.
0 = 25°
Y=130pcf
Bedrock
Surface
Natural Soil
Surface
C = 500 psf.
0 = 20°
Y=135pcf
Figure 17: Example of a slope-stability-analysis profile.
-22-
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The SF is a ratio between forces that resist slope movement (resisting forces) and those that can
contribute to slope movement (driving forces). The regulations require the ratio of resisting to
driving forces to be at least 1.5 for designed valley fills under static conditions (i.e., conditions
which do not include the effects of vibrations from earthquakes, etc.). The total weight of the
spoil (i.e. the spoil volume multiplied by the material's unit weight) above a potential slip
surface contributes to both the resisting and driving forces. How much it contributes to each of
them depends on the steepness of the underlying foundation slope. The material's friction angle
and cohesion affect the resisting forces only. The higher the friction angle and cohesion, the
stronger the resisting force and more stable the fill. On the other hand, the presence of pore
water in the fill normally reduces the effect of the resisting forces. The higher the pore-pressure
ratio, or the higher the phreatic surface in the valley fill profile, the lower the resisting forces and
less stable the fill.
The regulations also require an SF of 1.1 for designed durable rock fills under dynamic
conditions (conditions which include the influence of earthquakes and other sources of
vibration). In general the dynamic SF is calculated the same way as the static SF, except that the
driving forces are augmented with a horizontal load equal to a proportion, or fraction, of the total
weight of the fill. The proportion is determined by a seismic coefficient which, in turn, is related
to the seismic zone occupied by the site in question (Algermissen, 1969). The general area of
interest in this study occurs within zone 1, characterized by Modified Mercalli earthquake
intensities of V and VI and "minor damage."4
The team obtained typical engineering values for mine spoil and similar materials from the
following sources: (1) text book engineering tables; (2) direct-shear and triaxial tests on several
samples of surface-mine spoil (Superfesky et. al., 1978); (3) bench-scale tests for shear strength
on durable and non-durable surface-mine spoil (Hribrar et. al., 1986); and (4) testing of samples
obtained from 12 non-durable rock mine spoil embankments in Ohio (Shakoor et. al., 1989).
The references indicate a unit-weight range of 100 to 125 pounds per cubic foot (pcf). Friction
angle varies from 25 to 40 degrees for spoil (or like material); but, with respect to durable rock
fills, has a narrower range of 30 to 40 degrees. Cohesion ranges from 0 to 400 pounds per square
foot (psf) for spoil, but is assumed 0 psf for embankments similar to durable rock fills.
Permit data collection: Data recorded from stability analyses in the permit applications and some
final as-built engineering certifications include: the analysis software employed; SF; the
engineering properties of the spoil and foundation material (unit weight, angle of internal
friction, and cohesion); and the phreatic surface. As for the phreatic surface, the team has
distinguished the data into three categories: (1) pore pressure ratio given; (2) no pore pressure
ratio given, but phreatic surface shown on the cross-section of the proposed fill; and (3) no
phreatic-surf ace data provided. For all of the above parameters, the team recorded data for: the
original permit applications; the latest permit-application revision that was approved prior to the
4The discussion in this section relating to SF analysis is focused on the static case.
However, since the factors in the static and dynamic analyses are almost identical, pertinent
observations and conclusions in this report should be equally applicable to the dynamic case.
-23-
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completion of the fill; and the fill's as-built condition. The purpose of this data collection was to:
(1) observe the ranges of engineering values used in the stability analyses; and (2) compare these
ranges to the accepted value ranges for spoil and similar materials to discern whether the
numbers used in the fill stability analyses are consistently reasonable.
Permit data analysis: The primary slope-stability software employed by permit applicants is the
Rotational Equilibrium Analysis of Multi-Layered Embankments (REAME). SB-Slope and
STABLE have been used infrequently. A few of the original designs include hand calculations.
All of these methods assume cylindrical, rotational landslides or land slips; and have been
developed for slopes composed of unconsolidated material. In some cases, the Sliding Wedge
Analysis of Side-Hill Embankments (SWASE) was also been used in conjunction with REAME.
SWASE had been developed for blocky or wedge-type slope movements, such as in densely
jointed, in-place, massive units of rock. Predominantly, if not in all cases, the application of
SWASE results in higher minimum SF's than those of the rotational-movement analyses. No
valley fill stability analyses were found in six original permit applications. All of the existing
analyses resulted in minimum SF's of at least 1.5.
The spoil-related
engineering data
analyzed were collected
from 119 stability
analyses in original
permit applications, 48
analyses in permit
modifications, and 21
post-construction
analyses in final
certifications. The ranges
of engineering values
approximate those in the
literature; and are
roughly consistent among
the original permits,
permit modifications, and
final certifications. Unit
weight or density values
for spoil vary from 95 to
165 pcf and concentrate
between 120 and 130 pcf
(Figure 18). Friction
angles range from 21 to
50 degrees and are
focused between 20 and
40 degrees (Figure 19).
Figure 19: Frequency distribution of friction angle values.
90
70
>» 60 --
O
§ 50 --
O" 40
0)
LL 30
20 --
10
Comparison of Unit Weights
I 1 I I
91-100
101-110
—
—
i— i\A/~~4.\/; .-,,;„;„
DVirginia
• Tennessee
n Kentucky
111-120 121-130 131-140 141-150 >150
Unit Weight (pcf)
Igure 18: Frequency distribution of unit weight values.
40
35
30
>s
o 25
§ 20
cr
® 15
u_
10
5
0
Comparison of Friction Angles
i — i
21-25
H
s
nWestVirginia
nVirginia
• Tennessee
—
26-30 31-35 36-40 41-45 46-50
Friction Angle (deg)
-24-
-------
50
40 -
>» J0 '
0 30
^ 25
£~ 20
10
5
0 -
Comparison of Cohesion
0
™
=
D West Virginia
DVirginia
• Tennessee
n Kentucky
1-100 111-150 151-200 201-250 251-300 >300
Range of Cohesion Values (psf)
However, there appears to be a bimodal distribution of these values. This is clear when one
examines the Kentucky data for original permits and permit modifications. Friction angles
cluster at 24 degrees, and between 30 and 35 degrees. The West Virginia data mostly falls
within 33 to 39 degrees. Virginia and Tennessee have friction angles equal to or greater than 30
degrees. For spoil cohesion, Kentucy, Virginia, and Tennessee values are concentrated between
160 and 200 psf (Figure 20). Most of the West Virginia fills have zero cohesion, with a few
occurrences of 100 psf.
Many stability analyses
also include
engineering values for
the fill foundation.
These values were not
systematically recorded
in the initial period of
the investigation. The
database includes 51,
13, and 9 sets of
foundation values from
original permits, permit
modifications, and
final certifications,
respectively. Unit
weight ranges between 90 and 130 pcf. Friction angle values vary from 22 to 45 degrees; 43 out
of 51 original-permit values equal or exceed 30 degrees. Cohesion ranges from 0 to 2500 psf,
but concentrates between 0 and 200 psf. Most of these numbers seem to reflect rock-like
properties. This should be justified where soil cover is thin and discontinuous following
foundation preparation.
The data analysis found 67 out of 121 stability analyses in the study database that use pore-water
pressure ratios of 0.05. Nine analyses employ a ratio of 0.10. Twenty-six did not appear to
present this ratio but did include a shallow phreatic surface in cross-section. Finally, there were
24 analyses in which the team did not find any phreatic-surf ace information.
During the permit reviews, the team did not systematically determine whether or not permit
applications included specific justification for the engineering values. It was noted, however,
that such justification was frequently provided. Commonly, these values were derived from the
weighted average of typical shear-strength properties of the rock overburden and interburden. It
is assumed that pore pressures and/or phreatic surfaces are sometimes applied to proposed valley
fills to perform a conservative (i.e. cautious) analysis. A truly effective underdrain system
should prevent any subsurface-water build up in the fill.
Parameter sensitivity analysis: In the interest of minimizing the impacts of valley fills on
streams, the EIS is considering limiting the length of valley fills to above the reach of
Figure 20: Frequency distribution of cohesion values.
-25-
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intermittent and perennial streams. This could increase the foundation slope of fills at the toe
(where most of the resisting forces to movement occur) and thus might impact their stability. To
assess the significance of this quantitatively, the team selected a valley fill design profile and
determined the maximum foundation slope at which a stability analysis resulted in a SF of 1.5.
One of the West Virginia fills, specifically durable rock fill # 2 of permit # S-5027-89, was
selected for the analysis. The slope was gradually increased by moving the fill toe to various
elevations up-valley from its original location (where the slope is 7 percent). At each elevation,
the profile of the fill face was adjusted to maintain 50-ft. vertical distances and 2:1 slopes
between terraces. Fill volume decreased each time the toe moved up the valley slope. That
is,spoil material was never added to the top of the top of the fill to maintain the original volume.
The material input parameters of the stability analysis in the permit application were held
constant:
Property Spoil Foundation
Unit weight (pcf) 129 125
Cohesion (psf) 40 200
Friction angle (degree) 38 30
Pore pressure 0 0.05
Using the SB-Slope computer program as the analysis method, the toe-foundation slope at which
the SF dips below 1.5 occurs between 25 and 27 percent (14 and 15 degrees).
The team also assessed the sensitivity of SF to changes in spoil engineering properties, based on
the ranges of values in the database. The same fill profile was employed. An estimated mean
value and two representative end values for each engineering property were selected, with the
exception of pore pressure, which was held to 0.05. The same foundation values as above were
assumed for this analysis. The following spoil values were selected:
Property Value 1 Value 2 Value 3
Unit weight (pcf) 95 115 135
Cohesion (psf) 0 100 200
Friction angle (degree) 20 35 50
The fill's toe foundation slope, and the location and depth of the circles defining potential
minimum SF's, were also varied by modifying the grid of circle centers and range of circle radii.
-26-
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Five scenarios were developed as follows:
Case
1
2
3
4
5
Toe foundation slope percent (degree) Minimum SF circle
7 (4) Through the toe
25(14) Through the toe
25 (14) Shallow circle above the toe
25 (14) Deep circle above the toe
25(14)
Above the toe and through the
foundation
Using the total of 27 combinations of spoil engineering values, stability analyses were run for the
5 scenarios (totaling 135 runs). Box-and-whisker plots were generated to show the variation of
SF against the three engineering values. Example plots for a critical toe circle and 25 percent or
14 degree toe slope are presented in Figures 21-23. All of the plots (and an explanation of what
they show) are provided in Appendix C.
2.3
Q 1.9
Sal.l
0.7
Critical Circle at Toe
25% Foundation Slope
~
r
\ /
\ /
/
/
\
\
T
l
\
\
/
1
) (
i/
\
\i
T ;
i
\
\
/
/
/
/
/
/ \
/
'
\ -
\ -
95 115 135
Unit Weight (pcf)
Figure 21: Notched box and whisker plot showing
safety factor vs density.
The following observations were made from
the parameter analysis and other results of this
study:
• Although the average toe foundation
slope among the valley fill samples is
10 percent, 5 of them have foundation
slopes at the toe of the fill that are
greater than 25 percent. Four of these
have experienced instability (see
Section IV, E, 3 for discussion of
2.3
31.9
0.7
Critical Circle at Toe
25% Foundation Slope
\ /
\ /
} (
1 \
1 \
,
| J
\ /
/ \
/ \
I/ — ' — \\
—,-
\ j
\ /
\ /
/ \
/ \
\/ -j— \\
:
:
:
1
0 100 200
Cohesion (psf)
Figure 22: Notched box and whisker plot showing
safety factor vs cohesion.
2.3
Q 1.9
b
£,1.5
<§
c»l.l
0.7
Critical Circle at Toe
25% Foundation Slope
-,_
/ \
— \ —
,> \
— i —
n
—,-
^> \
:
:
:
-
-
20 35 50
Friction (°)
Figure 23: Notched box and whisker plot showing
safety factor vs friction angle.
-27-
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slope imovements), which corroborates the result of the toe-slope analysis discussed
above. The result of the analysis would not, of course, be precisely replicated by a
similar analysis of all other fill designs. However, the team believes that it is reasonably
representative. It is important to note that the analysis may have resulted in an SF below
1.5 sooner (starting with a foundation slope less than 25 percent) if the spoil volume in
the fill remained constant as the toe was moved upslope. A constant volume would have
forced the placement of more spoil in the uppermost parts of the existing fills, i.e. those
parts where the driving forces of instability are strongest and the resisting forces are
weakest.
The box-and-whisker plots of SF vs. the input engineering parameters show a similar
pattern across most scenarios. SF is least sensitive to unit weight. The relationship is
either nonexistent or statistically insignificant, and inconsistent.
There is a relationship between SF and cohesion and SF that is consistently direct across
the minimum-safety-factor cases. However this relation is also very weak to statistically
insignificant.
The influence of friction angle on SF markedly contrasts with that of the two other
engineering parameters. The correlations for most scenarios are direct, statistically
significant, and dramatic. The exception occurs in the shallow circle scenario where the
sensitivity of SF to the three parameters are similarly low. This result underscores the
importance of using the correct friction angle in a stability analysis. This concern
especially applies to durable rock fills that may not, in fact, comprise 80 percent durable
rock. Under such circumstances, rock-related friction angles are not justified.
The results of this study's sensitivity analysis are similar to a sensitivity analysis for Ohio
mine-spoil embankments conducted by Shakoor et. al. (1989). Their analysis included
variations of the same input parameters (with similar value ranges); and also phreatic
surface (0 to 40 ft. in elevation relative to the toe of the fill) and slope angle (from 20 to
34 degrees). Within these value ranges, the significance of the input parameters relative
to SF, in descending order, are slope angle, angle of internal friction, phreatic surface,
cohesion, and unit weight. Our own analysis assumed a constant slope angle between
terraces of approximately 27 degrees, since this is the standard requirement of valley
fills. The significance of the phreatic-surface effect on stability, as demonstrated in the
earlier analysis, emphasizes the importance of accurate accounting of the ground-water
conditions, as well as the amount of durable rock, in the design of a durable rock fill.
The lowest SF's computed by this study's stability analyses occur at the fill toe. All of
the SF's fall below 1.00 for the 20-degree internal friction angle (a soil-like property).
Almost all are below 1.5 where the friction angle is 35 degrees (comparable to a strong
shale or weak sandstone). Again, the dimensions and density of the circle-center grid,
and the range and incremental lengths of the radii were adjusted to compute the minimum
SF's at the toe and other locations on the fill. This study did not include an in-depth
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study of grids and radii used among the sample permit applications; and, therefore, the
team cannot state whether the stability analyses are usually adequate in assessing the
proper circle radii and grid to compute the SF. Regulatory authorities should consider
specifying the parameters required to set up stability analyses to assure the minimum SF
is assessed under the proper circumstances.
Slurry impoundments on or below valley fills: During the course of this investigation, it has
come to our attention that several permit applications are proposing the construction of large
slurry impoundments on existing valley fills. It is inappropriate to place an impounding
structure on top of a valley fill. The design standards for valley fills were developed to assure
that permit applications and construction practices minimize the infiltration of water into the fill.
The Federal regulations prohibit the placement of permanent impoundment structures on all
excess spoil fills [30 CFR §816.71(e)(4)]. This provision was intended to preclude mine
planning that would allow impoundments to be designed or constructed on valley fills as part of
mining or reclamation operations. However, the same logic applies to old fill sites which are
contemplated to be "retro-fitted" with an impoundment. Even placing a dam downstream of a
valley fill could cause the pool to envelop the fill toe and impede the free-flow of internal
drainage. In the case an impounding structure built on the crest of a valley fill, internal drainage
structures for the fill may not be adequate to handle the additional seepage that would result.
The presence of such impoundments would add load to the fill and increase the effectiveness of
driving forces; the possible influx of additional subsurface water into the fill material could
decrease the effectiveness of resisting forces. While there may be engineering designs and
analyses that could show it is possible to build an impoundment on a old valley fill, elaborate
drainage controls and rigorous geotechnical evaluations would be required to demonstrate
feasibility and safely. State regulatory authorities should exercise great caution in considering
this type of permit and, as a general rule, disfavor such proposals. Future OSM oversight should
focus on whether and how states considered these types of proposals.
An additional note of caution relates to the construction of valley fills above reclaimed coal-
waste impoundments. The consolidated slurry typically comprising reclaimed impoundments: is
fine grained; may still contain a significant amount of pore water; and, consequently, may have
very low engineering strength. Unless measures are taken to prevent pore-water pressure build-
up in the slurry and otherwise strengthen the waste material, the finished valley fill will rest on
an unstable foundation. The effectiveness of impoundment-stabilization measures will depend
on a thorough fill-foundation investigation. The study team recommends that the placement of
fills above reclaimed impoundments be avoided as a matter of policy.
D. Valley fill construction
1. Critical-phase certifications
Based on the data collected on the construction certifications, the team distinguished three
categories: (1) critical-phase certification provided; (2) no critical-phase certification, but
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equivalent quarterly certification provided; and (3) no certification. These categories were
applied to the critical phases of foundation preparation, placement of under drains, construction
of surface drains, grading and revegetation, and final certification. Photographic documentation
was categorized into: (1) color photographs provided; (2) copies of photographs provided; and
(3) no photographs provided.
Numerous fills have quarterly certifications without title- or narrative-reference to a specific
critical phase. The team found many of these quarterly certifications to be applicable to one
phase or another based on the text of the report and/or accompanying photographs. These were
counted as critical-phase certifications. Still, only eighteen of the fills had certifications that
covered all of the critical phases. Incomplete sets of certifications were found in the permits of
113 fill samples. Figure 24 shows the results of this analysis, specifically for completed fills.
Comparison of Certification Information
Completed Fills
s *=
1 8
§1
I 3
100%
80%
60% -
40% -
20% -
0%
1—1 r~
M
—
i — |
—
i—i
~~
~h
D Kentucky (22)
• Tennessee (3)
DVirginia (6)
DWestVirginia (32)
Foundation Underdrain
Surface
Drain
Grading
Final
All Certs
Certification Requirement
Figure 24: Frequency percent of completed valley fill samples with critical phase certifications.
A similar pattern was found with respect to photographs. No fills have a set of original color
prints or copies of photographs that cover all critical construction phases. Original prints and
copies of photographs for some, but not all, of the critical phases were found in the permits of 42
and 35 fill samples, respectively.
The team recognizes that the above results with respect to certifications are related, in large part,
to where the files were reviewed. It is understood, for instance, that the most current and
complete documents are usually in the possession of the field inspectors and not preserved in
files available for public review. Where copies of photographs were available, it is assumed that
color prints do exist elsewhere, or at least did exist at one time. In this case, the team
recommends better public-record keeping. The regulatory authorities should take steps to assure
that permit files available for public review are as complete as practicable. Where inspectors are
routinely the source of the most recent certifications and it is difficult to maintain the latest
copies in central files, the permit file should contain a notation explaining that missing data
might be held by the field inspector or district office and can be requested for review, as
necessary. If, upon request, the data is found to not exist, the state can take necessary
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enforcement actions for failure to provide required information. Finally, it is recommended that
construction certifications specifically reference the critical phases they are supposed to
represent.
2. As-built versus as-designed volume/configuration/position
Many permit revisions and as-built certifications include changes in the fill's dimensions.
Revisions that increased and decreased fill size were both noted. Size reduction may result in a
stability concern if it significantly increases the toe-foundation and/or average foundation slope
of the valley fill. Theoretically, this can occur in durable rock fills which are constructed by
progressive end dumping of spoil in the down-slope direction. A reduction of available excess
spoil during the mining operation may prematurely halt fill construction. This could cause the
fill to toe out at a higher elevation and in a steeper part of the hollow than originally planned.
Since most of the resistence to fill instability occurs in the toe area, a marked reduction in fill
stability may result. In addition to potentially steepening the toe foundation, a change in fill
length may result in an increase in soil thickness beneath the toe from what had been assumed in
the fill design. This also may weaken the foundation conditions of the fill due to the low shear
strength of soil (relative to the rock beneath it). The problem applies to increases as well as
decreases in fill-size.
There seems to be agreement among State personnel that valley fills commonly decrease in size
between the design and as-built condition. However, interviewees did not think that the size
reductions posed a serious threat to fill stability. For instance, an inspector observed that the fills
he worked with were large enough that, when they became smaller than planned, the foundation
slope at the toe did not significantly change. Others inspectors pointed out that if the toe
foundation slope did significantly change from the latest approved design in the permit, the
operator may be required to push the spoil down-valley to a more gentle natural slope.
Alternatively, the inspector may require a new stability analysis in the final certification, if not a
complete permit revision. It is noteworthy that the West Virginia regulations stipulate a
maximum toe-foundation slope of 20 % (approximately 11 degrees) for durable rock fills.
The study attempted to collect data on fill size changes through the permit-review process. Fill
dimensions in length, area, and/or volume were recorded if available from original permit
applications, permit modifications, and as-constructed certifications. Records were also made of
fill-crown and toe-elevation changes. Unless final, as-built certifications were available, the
study was unable to systematically assess the occurrence of size changes of finished fills in
comparison with the latest documentation in the permit files. Limited field time precluded land-
surveys or the application of the global positioning system. There were a few exceptions where
a size change was significant enough to be visually apparent. In addition to querying this study's
database, the team hoped to utilize the results of the EIS valley fill inventory to compare as-built
and as-proposed footprints. Fill boundaries from aerial orthographic photography of finished
fills and permitted as-designed fills had been digitized into a Geographic Information System
database for Kentucky and West Virginia. While the valley fill inventory does not allow
accurate comparison of the change in individual fill size, it did show considerable decrease in the
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total number of fills built from those planned. For instance, in Kentucky, the original inventory
of planned fills exceeded 4,000; however, the as-built data showed less than 2,000 on-the-ground
fills.
Analysis of the study database identified 53 out of the 129 fill samples with at least one size
change in the permit files. In terms of volume or length, permit modifications for 20 fills
proposed enlargements and 24 proposed size reductions. A few fills have contradictory data
between the volume and length changes. These may result from recording errors or represent
changes in fill geometry, e.g. from flat to concave outslopes. This data is not included in the
numbers above. The number of fills with recorded changes in toe elevation and foundation slope
are 12 and 17, respectively. There are seven fills with documented increases in toe slope; the
magnitude of the changes range from 4 to 27 percentage points.
In addition to identifying fills that have experienced size reductions, the database was developed
to evaluate why the reduction occurred. Permit file and field reviews, and interviews with State
and OSM inspectors, identified seven categories: (1) change in market conditions during the
mining operation; (2) change in coal quality during mining; (3) pinch out of a coal seam; (4)
interception with abandoned underground or auger mines; (5) inaccurate spoil volume
calculations in the permit; (6) permit revocation; and (7) reason unknown. There is insufficient
data to emphasize the influence of one or more of these factors on the size reductions.
A potential improvement in the mine operator's valley fill planning and construction process that
may help to avoid undersized fills is more extensive exploration drilling of the coalbeds. Given
an unavoidable margin of error of market forecasts, it may be recognized that some amount of
size change is inevitable. From a regulatory perspective, methods of controlling this problem
include policies that require the planned toe location to remain fixed, or more comprehensive
foundation investigations and stability analyses that cover a realistic range of conditions that
may represent different fill face locations up or down the hollow. In any case, effects on fill
stability from changes in the proposed toe position should be fully evaluated in a permit
modification prior to fill completion.
3. The construction process
A number of issues concerning durable rock-fill construction have been noted during the field
review. These include (1) wing dumping, (2) fill outslope configuration, (3) inadequate gravity-
placed underdrain formation, and (4) lack of timeliness in fill reclamation.
Wing dumping: The practice of wing dumping can lead to both stream pollution and eventual
stability problems. In terms of stability, this technique potentially impairs formation of the rock
underdrain system. Effective gravity segregation of the larger rocks is not as effective compared
to end-dumping of the spoil by trucks from the head of hollow.This is further exacerbated by the
fact that the material pushed downslope originates from the highly-weathered outcrop regions
and is more soil-like in its characteristics. This material is generally not representative of the
type of spoil material (1) required by the State and Federal programs for durable rock fills and
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(2) portrayed in the stability analyses in the approved permit. There are some examples among
fills under construction in which materials with varying properties are being placed on the
different outslopes (Figures 25-26). Some spoil material may have been degraded to fine-
grained soil-like properties at or near outcrops prior to its removal in the mining process (Figures
12 and 14).
Figure 25: Variation of spoil materials in a wing-
dumped fill.
Figure 26: Contrast of segregated sandstone and
poorly segregated shale in a wing-dumped fill.
Outslope configuration: Unanticipated reductions in excess spoil may result in a concave
outslope on the completed fill (Figure 27). This can happen in durable rock fills, where "wing
dumping" of spoil occurs on the hollow side slopes ahead of the advancing toe. With less-than-
anticipated excess spoil, the face may be regraded to a concave configuration. This can lead to
over-steepened slopes against the valley sides. A concave face can also result in longer and less-
inclined terrace drainage channels. Increased water transport distances and diminished channel
gradients can cause ponding on the
terraces. Ponding, in turn, may promote
water infiltration into the fill material,
fluvial erosion, and consequent fill
instability. It is also noted, however, that
an argument in favor of the concave
outslope with respect to a fill's mass
stability has been made. It purports that
stabilizing compression arches form on
the concave face because the direction of
driving forces influencing different parts
of the face "collide." The database
includes 27 cases of concavity from
final-permit documentation and the
team's field observations. Sixty eight of
the fill outslopes are recorded as flat and
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four convex. The database is insufficient to enable the team to discern any connections between
fill-face configuration and fill stability in this study.
Gravity segregation: Inadequate gravity segregation during the end-dumping process is not
unique to wing dumping. Among other factors, its effectiveness depends on the length (or
height) and steepness of the outslope. A slope can be too short because the gravity transport
distance does not allow sorting of larger from smaller particles in the spoil. This can occur in
shallow fills in the headwaters of the hollow, or even in larger fills that are constructed in several
end-dumped lifts. On the other hand, longer slopes may have enough fine-grained particles to
affect the friction angle and cohesion of the spoil. In this situation the slopes may be too gentle
and the material may cushion impact and thus
reduce the momentum of the rolling rock,
preventing the larger particles from rolling all the
way to the base of the fill (Figure 28). Another
factor is the shape of the larger spoil particles.
Large rock fragments from thinly-bedded strata will
be platy, and less disposed to roll all the way to the
advancing toe than more spherical particles.
Factors such as slope inclination and length, and
particle shape, become less significant as % durable
rock increases. For example, where excess spoil is
comprised of 80 to 90 % hard sandstone, the
formation of an effective underdrain via gravity
segregation should depend little on the length of the
outslope.
Timely reclamation: This study also found eight
cases of unreclaimed durable rock fills where end-
dumping or regrading-and-seeding work had not
occurred for a year or more (Figure 29). Severe
erosion has resulted. The prolonged exposure of some of the material to the surface elements has
also accelerated the weathering process and
diminished the potential effectiveness of
subsurface drainage control.
Additional concerns about valley fill construction
that were discussed by OSM and State personnel
during the course of this study include: (1)
plugging of durable rock fill underdrains during
final regrading of the fill face; and (2) inadequate
quality control. OSM could not evaluate either of
those problems in the field, since each of the
sample fills were visited only one or two times.
However, the problem of underdrain plugging
Figure 28: Limited gravity segregation on a
long outslope of a developing durable rock fill.
Figure 29: Spoil degradation and erosion on an
unreclaimed durable rock fill.
-34-
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during regrading has been expressed since well before this study. The proposed solution, which
we support, is to require the mine operator to extend the underdrain system some distance
down-valley of the final toe position prior to the regrading.
The assurance of proper valley fill construction requires adequate quality control, especially
during the critical phases of foundation preparation and placement or formation of underdrain
systems. The regulatory authorities should review their inspection policies and, wherever
possible, increase the inspection frequency during the critical phases of foundation preparation
and placement or formation of underdrain systems.
E. Valley fill performance (completed fills)
1. Previous work
Other studies related to the stability of existing valley fills include: (1) the 1994 WVDEP valley
fill survey, used by this study for the selection of West Virginia fill samples; (2) the study of the
interrelationship between fill settlement and pore-water pressures (Rohlf et. al., 2000); (3) an
ongoing investigation of a durable rock fill near Prestonsburg, Kentucky (Bentler et. al., 2000);
and (4) various State and Federal agency reports of fill instability. Other work that is less
directly related to valley fill stability includes work on the stability and hydrology of mine-spoil
backfills (Shakoor et. al., 1989; Hawkins et. al. 1992; and Hawkins, 1998). In general these
studies emphasize the significance of subsurface drainage. For instance, Bentler et. al. are
concerned with the effects of underground mine drainage entering a Kentucky fill experiencing
local stability problems. They demonstrate that, under current estimated phreatic-surface
conditions and assuming durable rock engineering properties of the fill material, a stability
analysis results in a SF well less than 1.5. They further show that a potential increase in the
water level controlled by the elevation of the underground mine could result in instability.
Hawkins' findings on ground-water activity in mine backfills includes an apparent inverse
correlation between a fill's age and the permeability of its material, i.e. the older the fill, the less
permeable it tended to be. This may reflect the influence of particle breakdown into finer-
grained, less porous material. Decreases in permeability may result in increases in pore pressure
and, ultimately, fill instability. He also evaluated the potential role of the amount of sandstone
in the contributing overburden and fill permeability. A general correlation was not found, with
the exception of older fills (greater than 100 months old) for which there occurred a direct
correlation.
The factor of fill age was also assessed by Shakoor et. al. with respect to backfill spoil
engineering properties. A breakdown of spoil into finer-grained sediment theoretically results in
lower friction angles and higher cohesion. A significant relationship in this regard was not found
from their data, however.
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2. Helicopter-survey and ground-level observations
The purpose of field-inspecting constructed fills was to observe their general condition and note
any symptoms of instability or events that could result in instability. The team's database
includes information on the occurrence and position of mass-movement events, tension and shear
Figure 30: Tension crack.
Figure 31: Depression
Figure 33: Erosion above seep area on
right side of the fill toe.
Figure 32: Seeps, ponding and erosion on fill face.
cracks, depressions, erosion areas, hummocky or bulging
ground, seeps or springs, and notable changes in
vegetation and/or soil color (Figures 30-33). The
analysis found a total of 42 fills exhibiting one or more
of these symptoms. Most of them were recorded during
ground-level inspections which permitted closer scrutiny of the fills than the helicopter
surveillance. Twenty fills in this category have also been identified as experiencing, or having
experienced, instability (see next subsection). Problems less severe than fill instability were
regarded as fully repairable within the remaining time period of the permits. However, some of
them could clearly result in instability if not properly remediated.
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3. Identification and analysis of fill instability
OSM recognized that, in advance of identifying and characterizing instability on valley fills, a
working definition was necessary. For the purposes of this study, fill instability is defined as any
evidence that: (1) part of the fill's mass has separated from the rest of the fill; (2) the separation
occurs along a continuous slip surface, or continuous sequence of slip surfaces, intersecting the
fill's surface; and (3) some vertical displacement has occurred. The cases of instability
identified with these criteria have been further distinguished between "major" and "minor"
occurrences. Major slope movements are those judged to occur over a large fraction of the fill
Figure 34: Land-slip on valley fill.
Figure 35: Land-slip escarpment.
face (e.g. over at least a few outslope benches) and/or require a major remediation effort
(redistribution of the spoil from one part of the fill to another, construction of rock-toe
buttresses, extensive reworking or augmenting of the drainage systems etc.) (Figures 34-37).
Minor movements are those covering a small area on the fill (e.g. not more than one bench on
the fill face) and only necessitating minor reworking of the fill material (i.e. without significantly
changing the fill's original configuration).
Using this definition, the team identified 22 cases of fill instability. Twenty of these were
Figure 36: Land-slip bulge near base of fill.
Figure 37: Signs of fill instability. Note arcuate crack
and seepage pattern near toe, left of center drain.
-37-
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reviewed in the permit files and inspected in the field; and thus are among the 128 fill samples in
the database. Two cases of instability were not reviewed or inspected, but were noted from an
OSM list of valley fill problems that had transpired between 1986 and 1990 in Kentucky (House,
1990). Four other cases on the list are part of the database. All six of these fills were stabilized
and reclaimed; and the permit bonds were released.
Nine of the 22 slope movements are in West Virginia and 13 in Kentucky. The study did not
find or learn of any occurrences of fill instability occurring post final-bond release. However,
one major occurrence in West Virginia is located on a bond-forfeiture site and remains
unrepaired at the time of the study. Fill instability had begun during the permit period and
continued after the permit revocation. The WVDEP is presently looking at alternative methods
for reclaiming the fill. As previously stated, this inventory included ground-level inspections
and permit reviews of four out of six bond-released Kentucky fills that had experienced slope
movement while the permits were still active. One of the fills could not be observed when field
visited because it had been buried or removed by subsequent mining activity. The other three
were found to be stable.
Of the 22 cases of fill instability, all but two were judged to be major events. The assignment of
this classification to the six bond-released Kentucky fills is relatively uncertain, due to the
presently stable condition of the inspected fills and lack of detailed documentation. The
handwritten notes of an OSM civil engineer identify the events as "mass failure," or "toe
failure." A recent personal conversation with the engineer indicated that the events were
relatively large slides.
One of the minor slope movements in the database involves a set of tension cracks that appear
connected to bulges and seeps on the next bench down. The other entailed the failure of a barrier
near the top of a fill which led to severe erosion of the embankment. The small number of
recorded minor events, relative to the number of major events, may not accurately reflect real
field conditions for two reasons. First, the major slope movements were not discovered
randomly, but resulted from our concerted effort to identify problem valley fills in fulfilment of
one of the tasks in this investigation. There is high probability that most, if not all, major
occurrences of valley fill instability are covered in this investigation. Second, minor slope
movements, as defined herein, are small and their remediation is relatively simple, involving
surficial reworking of the spoil. Normally, minor cases of instability can be corrected by the
mine operator quickly, and without the need for documentation beyond normal enforcement
procedures. Minor occurrences of slope movement on valley fills may be more numerous than
major events, and therefore under-represented in the study since they are less well known.
The analysis indicates that all but one of the unstable fills in the database are small, ranging from
0.10 to 7.70 mcy, the exception being 53.0 mcy (one of the minor cases). However, neither the
length nor volume frequency distributions of the unstable fills differ from those of general
sample (Figures 38 and 39). Whereas the average foundation slope at the toe among all the fills
in database is about 10 percent, that of the 20 unstable fills is approximately 16 percent. Twelve
of the 20 unstable fills have toe slopes above the database average, and 6 have slopes greater
-38-
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Comparision of Fill Lengths
fin
« en -
'iL
*~ 40
_§ ^0 -
3
m
25
0-1000
1
50
15
D Unstable Fills
D Stable Fills
3
m
1001-2000 2001-3000 3001-4000 >4000
Fill Length (feet)
Frequency distribution of valley fill lengths.
than 20 percent
(Figure 40). The
database also
characterizes the
slope movements in
terms of: position of
movement on the fill;
dimensions of the
moving material,
scarp(s), and cracks;
rate and extent of
movement. Two of
the fills were reported
to have slope
movements on at least Figure 38:
three positions on the
outslope. Four
recorded lengths
range from 35 to 900
ft. Four width
recordings vary from
20 to 400 ft. Scarp
heights are 8, 30 and
60ft.
The predominant
causes of the slope
movements were also
assessed. Potential
factors were identified Fig"1"6 39: Frequency distribution of valley fill volumes.
from a review of the
field notes and other
information sources.
Where the available
data allowed, one or
more factors were
then selected as
probable causes of
fill instability.
Probable causes were
entered in the
database for 17 fills
that experienced
instability (i.e., data
Figure 40: Frequency distribution of toe foundation.
j/)
u_ 80-
M—
O
1 6°-
E 40
= 4U -
Z
0-10
Comparision of Fill Volumes
19
• Stable Fills®
D Unstable Fills
93
3 7 1 5 1
, , I 1 5| 1
11-20 21-30 31-40 41-50 >50
Fill Volume (MCY)
Number of Fills
30ioo!ooiooi&
u-
/
Comparison of Fill Toe Slopes
D Unstable Fills
J 7 1
/
37
3 D Stable Fills
t
28
5
23
A
f 71 2
t
r { R
n
) 3 ) /
0 1-5 6-10 11-15 16-20 >20
Natural Slope (%)
-39-
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were insufficient to determine causes for 3 fills). The causes are listed in descending order of
selection frequency as follows: inadequate subsurface drains; non-durable rock; underground
mine drainage; inadequate surface drains; steep foundation slope; and (interchangeably) thick
soil foundation and construction in a landslide-prone area. It is important to note that, for any
valley fill, these factors can be interrelated. For example, an underdrain system of a durable rock
fill may be inadequate due to an insufficient amount of durable rock spoil and/or unaccounted-
for underground mine drainage. A thick soil foundation can result from accumulations of
colluvial sediment in landslide-prone topography.
V. Conclusions and Recommendations
A review and analysis of the data indicates that valley fill instability is neither commonplace nor
widespread. Only 22 known cases of instability occurred (all during the mining and reclamation
phase) out of more than 4,000 fills constructed in the past eighteen years. All reported slope
movements appear to have resulted from improper construction or design practices or
inadequately investigated foundation conditions.
The regulations under SMCRA require geotechnical
investigation of fill sites, foundation preparation,
controlled placement of material, as well as surface and
subsurface drainage control. Slope movements and
events symptomatic of potential fill instability were
identified in the study, but all of them reflect site-specific
problems that can be corrected, or could have
been avoided, under the current regulatory framework.
This investigation has found no systemic failings in the
regulations pertaining to ensuring valley fill stability.
The results of the study indicate that most reclaimed fills
are evolving into stable landforms (Figure 41). Almost
all slope movements documented herein have taken place
during the permit period, either during or shortly
following the completion of spoil emplacement. The permit of one unstable fill has been
revoked. The team is unaware of any occurrences of instability in reclaimed valley fills post
final-bond release.
While this study found only a very small percentage of excess spoil fills that experienced
instability over the past 23 years, there are areas of fill design and construction that could be
improved. Implementing the following areas for suggested improvement would provide even
greater assurance of minimized environmental and public safety concerns related to fill stability5:
Figure 41:
condition.
Old valley fill in stable
5Recommendations presented below or elsewhere in this report should not, of course, be
incorporated into regulatory programs without further thorough review and assessment.
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1. Fill Construction Methods: OSM should consider establishing a different fill
construction method that would replace the durable rock and lift-type fill techniques.
The proposed new fill regulation would allow end-dumping of spoil, but only after the
construction of an effective, conventional sandstone or limestone underdrain. The
underdrain would extend downstream beyond the ultimate toe of the final regraded front
face. End dumping would occur on top of the constructed underdrain, but would stop at a
point where regrading the front face would not cover up the end of the drain. For
stability analyses, the applicant would assume more conservative, soil-like shear strength
and cohesion properties and configure the front face to an appropriately stable slope. To
account for spoil with unusually weak engineering properties at some mine sites, the
regulatory authority would still have the discretion of requiring compacted-lift
construction above the underdrain. This hybrid fill construction technique would involve
higher costs for underdrain installation, but those costs would be offset by the elimination
of durability testing and the need to selectively handle spoil.
2. Durable Rock Standards: If the first recommendation above is not adopted (i.e. if the
regulations will continue to recognize the durable rock fill as an option for excess-spoil
disposal), a more discriminating rock durability test or testing protocol should be
developed. OSM and the states should consider the strength-durability classification
system proposed in OSM research and other sound, scientific alternatives. Criteria using
a volume-weighted percent sandstone might be appropriate for assessing the presence of
80 percent durable rock above each coal horizon. To support this approach, regulatory
authorities may need to establish: (1) the general durability of sandstones compared to
shales in steep-sloped Appalachia; and (2) the permeability of slaked sandstones in
comparison with typical subsurface drainage discharges in the fills. Guidelines for
sample frequency should be recommended by OSM or developed by the state regulatory
authorities to ensure representative geospatial distribution and establish the proper ranges
of rock properties for fill design. Coupled with better testing, techniques for selective
handling of mine spoil must used to assure no less than 80% of the durable portion of
overburden is placed into end-dumped fills. Additional research could assist to set
testing and placement standards for durable rock fills. The research should involve data
collection at constructed fills and should establish typical material properties reflecting a
range of subsurface conditions. This information would allow proper fill stability
modeling based on anticipated rock behavior over time.
3. Slope Stability Analyses: The regulatory authorities should consider specifying grid,
circle-radius, and/or other applicable parameters required to set up stability analyses to
assure minimum SF is assessed under the proper circumstances.
4. Foundation Investigations: Regulatory authorities should specify the detail necessary to
satisfy existing foundation investigation requirements for the proposed valley fill
footprint. Foundation investigations, in addition to establishing the thickness and
properties of residual, or colluvial soil deposits, should also determine the presence of
underground workings, auger holes, or natural groundwater discharge points. Designs
-41-
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and stability analyses should consider the maximum anticipated flows from these sources
for underdrain sizing and setting pore water pressure ratios or phreatic levels. The ability
of an underground mine to carry the added weight of a valley fill and the effect of
collapse on stability should be analyzed.
5. Critical Phase Inspections and Certifications: Because the Federal provisions and
state counterpart rules require greater levels of documentation by the permitee during
critical phases of construction, state regulatory authorities should consider increased
inspection frequency during these times-particularly during foundation preparation and
underdrain installation. OSM inspector training could be enhanced in these areas. State
programs should also require that each valley fill critical phase certification be clearly
designated as to the type of critical phase being submitted. Public review files should
contain up-to-date certifications or state that the most recent submissions can be
requested from regional offices/inspectors for review. The absence of critical phase
certifications in any state file locations is cause for enforcement action.
6. Wing Dumping: Regulatory programs should prohibit or limit wing dumping to a short
distance beyond the advancing durable rock fill face.
7 Fill Outslope Completion/Temporary Cessation: Regulatory authorities should
expand temporary cessation requirements to valley fill construction where durable rock
fill faces have not been completed. Timely regrading of dumped-rock fills to a 2:1 slope
should be required for sites anticipating temporary cessation for more than a few months.
In addition, sites not in temporary cessation, where durable rock fill placement is
completed, should initiate regrading immediately to achieve the long-term stable final fill
slope.
8. Long-term Stability Studies: Additional study of long-term stability at completed fill
sites should be periodically performed by OSM in cooperation with the states. Such
studies should utilize aerial surveillance followed by ground-level inspection, where
warranted. Consideration should be given to use of high resolution orthophotography,
satellite multi-spectral imagery, or other remote sensing technology to establish where
field visits should occur.
9. Impoundments on Fills: Regulatory authorities should discourage the construction of
impoundments on completed valley fill structures and ensure impoundments are not
placed on proposed valley fills.
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References
Algermissen, S.T., 1969, Seismic Risk Studies in the United States, in proceedings of Fourth
World Conference on Earthquake Engineering in Santiago, Chile, Vol. 1, pp. Al-14 to Al-27.
Bentler, D., Zeng, X., and Rohlf, R.A., 2000, Stability Monitoring of a Mining Excess Spoil Fill
near Prestonsburg, Kentucky, study proposal submitted to the U.S. Office of Surface Mining and
University of Kentucky Department of Civil Engineering, 5 pp.
Casagrande, D.R., 1978, Alternative Method For Disposal of Hard Rock Spoil in Valley Fills
and Head of Hollow Fills, open file memorandum to Walter Heine, then Director of the U.S.
Office of Surface Mining Reclamation and Enforcement, Pittsburgh, PA, 1 pp.
Casagrande, D.R. , 1991, letter to Ratcliff, J.E.of Hobet Mining Inc. re: Surface Mining
Regulations for Durable Rock Fills, Casagrande Consultants, Arlington, MA, 11 pp..
Dick, J.C. and Shakoor, A., 1997, Predicting the Durability of Mudrocks from Geological
Characteristics, in Characterization of Weak and Weathered Rock Masses (P.M. Santi and A.
Shakoor, eds.), Association of Engineering Geologists Special Publication #9, pp. 89-105.
Farrar, J.A., 1999, memorandum to Peter Michael of the U.S. Office of Surface Mining re:
Technical Review of Scope of Work Statement - Topic #4: Assess Long Term Stability of Fills,
U.S. Bureau of Reclamation, Denver, CO, 6 pp.
Hawkins, J.W., 1998, Hydraulic Properties of Surface Mine Spoils of the Northern Appalachian
Plateau, in proceedings of American Society for Surface Mining and Reclamation in St. Louis,
MO, pp. 32-40.
Hawkins, J.W., and Aljoe, W.W., 1992, Pseudokarst Groundwater Hydrologic Characteristics of
a Mine Spoil Aquifer, in Mine Water and the Environment, Vol. 11, No. 2, pp. 37-52.
House, T., 1990, Fill Failure List, Kentucky, open file notes to Bill Kovacic, Lexington Field
Office Director, U.S. Office of Surface, Lexington, KY, 2 pp.
Hribar, J. A. and Wimberly, P.M. Ill, 1986, Shear Strength Parameters for Excess Spoil
Disposal, GAI Consultants, Inc Contract Report S680103 prepared for USDI, Office of Surface
Mining Reclamation and Enforcement, Monroeville, PA, 35 pp.
Hudec, P.P., 1997, Changes in Engineering Properties of Weak and Weathered Rock with Time,
in Characterization of Weak and Weathered Rock Masses (P.M. Santi and A. Shakoor, eds.),
Association of Engineering Geologists Special Publication #9, pp. 53-71.
-43-
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Loy, L. D. Jr., Ettinger, Charles E., Franks, M. R., and Kremer, D. J., 1978, Development of
New Design Concepts for Construction of Valley Fills, U.S. Bureau of Mines Contract Report
JO 177063 for USDI, Office of Surface Mining Reclamation and Enforcement, 182 pp.
Robbins, J.D. and Hutchins, J.C., 1979, Environmental Assessment of Surface Mining Methods:
Head-of-Hollow Fill and Mountaintop Removal, U.S. Environmental Protection Agency Report
No. EPA-600/7-79-062, Industrial Environmental Research Laboratory, Cincinnati, OH, 204 pp.
Rohlff, R.A., 2000, personal conversation re: initial, unpublished results of National Science
Foundation study.
Rohlf, R.A., 2001, Review: Long-Term Stability of Fills, Office of Surface Mining, open file
report, Kentucky Department for Surface Mining Reclamation and Enforcement, Frankfort, KY,
llpp.
Rohlf, R.A., Zeng, X., and Wells, L.G., 2000, Simulating Deformation of an Excess Spoil Fill, in
Advances in Unsaturated Geotechnics, Geotechnical Special Publication No. 99, pp. 305-317.
Shakoor, A. and Ruof, M.A., 1989, Stability of Selected Coal Mine Waste Embankments in
East-Central Ohio, in Bulletin of the Association of Engineering Geologists, V 26, No. 3, pp.
369-386.
Superfesky, M. J. and Williams, G.P., Jr., 1978, Shear Strength of Surface Mine Spoils
Measured by Triaxial and Direct Shear Methods, Forest Service General Technical Report NE-
39, Broomville, PA, 15pp.
Terra Engineers, Inc., 1993, Model Studies of Flow Through and over Rock Fills, Contract
Report prepared for West Virginia Mining and Reclamation Association, Charleston, WV, 31 pp.
U.S. Office of Surface Mining, 1986, Overburden Strength-Durability Classification System for
Surface Coal Mining, open file draft report, Pittsburgh, PA, 45 pp.
Welsh, R.A., Jr., Vallejo, L.E., Lovell, L.W., and Robinson, M.K., 1991, The U.S. Office of
Surface Mining (OSM) Proposed Strength-Durability Classification System, in proceedings of
Symposium on Detection of and Construction at the Soil/Rock Interface (W.F. Kane and B.
Amadei, eds.), ASCE Geotechnical Special Publication No. 28, American Society of Civil
Engineers, New York, NY, pp. 19-24.
West Virginia Department of Environmental Protection, Analysis of Valley Fill Survey, 1994,
Open File Report, Phillipi, WV, 11 pp.
Wunsch, D.R., Dinger, IS., Taylor, P.B., Carey, D.I., and Graham, C.D.R., 1996, Hydrogeology,
Hydrogeochemistry, and Spoil Settlement at a Large Mine-Spoil Area in Eastern Kentucky: Star Fire
Tract, Kentucky Geological Survey Report of Investigation 10, Series XI, Lexington, KY, 49 pp.
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Acronym List
ASTM
CFR
CSR
cy
EIS
I&E
KYDSMRE
mcy
OSM
pcf
psf
REAME
SDI
SMCRA
SRA
SWASE
VADMLR
WVDEP
American Standard Testing Methods
Code of Federal Regulations
Code of State Regulations
Cubic Yards
Environmental Impact Statement
Inspection and Enforcement
Kentucky Department for Surface Mining Reclamation and Enforcement
Million Cubic Yards
Office of Surface Mining
Per Cubic Foot
Per Square Foot
Rotational Equilibrium Analysis of Multi-Layered Embankments
Slake Durability Index
Surface Mining Control and Reclamation Act of 1977
State Regulatory Authority
Sliding Wedge Analysis of Side-Hill Embankments
Virginia Department of Mine Land Reclamation
West Virginia Department of Environmental Protection
-45-
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BLANK PAGE
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APPENDIX A
PERMIT AND FIELD DATA FROM VALLEY FILL SAMPLES
-------
BLANK PAGE
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Mountaintop Mining/Valley Fill Environmental Impact Statement
Technical Study
WORK PLAN APPROACH FOR FILL STABILITY
I. Problem Statement
A typical mountain-top mining/valley fill (MTM/VF) operation in the Appalachian coalfields
removes overburden and interburden material to facilitate the extraction of low-sulfur coal
seams—requiring placement of excess spoil into adjacent valleys. These valley fills are some of
the largest earth and rock fill embankments being built in the world today. Concerns have been
expressed that mass movement or failure of a fill could endanger life, property, and the
environment downstream.
This study plan will record instances of past fill failure as well as collecting indicator data
regarding outward signs of fill instability. Geotechnical engineering assessments will be made
on fill designs, construction practices, and as-built embankments.
II. Goals and Questions to be Addressed by This Work Plan
The steering committee for the Environmental Impact Statement (EIS) has adopted goals and
questions to be addressed from several different perspectives: environmental, regulatory, and
public service. This work plan, in conjunction with the other work plans and technical symposia
that will be conducted during the preparation of the EIS, will attempt to address the following
goals as adopted by the committee:
o Are fills adequately stable under the current regulatory scheme? If not, why and
what alternatives are available?
III. EIS Team Members and Experts Consulted
Point of Contact: Peter Michael, OSM Appalachian Regional Coordinating Center, Pittsburgh,
PA, (412) 937-2867, pmichael@,osmre.gov
OSM Lexington. KY Field Office: Joe Blackburn
OSM Columbus. OH Field Office: Stephen Koratich
OSM Knoxville. TN Field Office : Jim Elder
Experts Consulted: KYDSMRE: Mark Thompson; WVDEP: Lew Halstead;
VADMLR: Bill Bledsoe; COE: Mike Gheen, Bob Yost, Mike Spoor; Bureau of Reclamation:
Jeff Farrar, Dave Gillette; OSM: Mike Superfesky, Dave Lane, Mike Robinson
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IV. Study Approach
The Surface Mining Control and Reclamation Act of 1977 established general engineering
requirements for valley fills to assure mass stability of valley fills. OSM regulations provide
even more specific requirements that, if properly followed during design and construction,
establish a high probability against failure.
The EIS will evaluate State and Federal regulations, policies, and practices; geotechnical
literature; and the conditions of existing valley fills to assess the effectiveness of current
safeguards against future fill failures that may negatively affect public safety. The OSM study
team (team) will conduct: (1) discussions with State/Federal inspection-and-enforcement and
permit-review personnel and Federal geotechnical experts; (2) review of permits, inspection
reports, and other relevant documentation; (3) aerial and ground-level site inspections; and (4)
test drilling. The team will reach conclusions per the adequacy of the safeguards and will
recommend improvements, where appropriate.
It is impractical for this evaluation (i.e., cost-prohibitive and an inadequate period of time) to
definitively establish the geotechnical condition of thousands of fills throughout Appalachian
mine sites. In fact, the various state regulatory programs routinely evaluate the company
submission of this type of information in permits, evaluate the adherence to approved plans in
monthly inspections, and assess the fills for signs of incipient or actual failure prior to making
bond release decisions after construction. Company engineers and consultants perform extensive
tests, stake their professional reputation and licenses on fill designs, document/certify critical
construction phases, and certify quarterly. Therefore, this evaluation limits its focus to various
indicators of regulatory program effectiveness in assuring long-term stability of fills
To perform a retrospective study definitively evaluating the mass stability of large earth and rock
structures would require detailed knowledge of representative shear strength parameters of the
fill and foundation material, as well as ground-water activity within the fill. With reliable excess
spoil geotechnical strength parameters and internal pore water pressure information (along with
the dimensions of the fill, foundation, and bedrock) a stability analysis could provide accurate
engineering estimates for the factor of safety of the fill.
The following descriptions of the approach for each task assume the completion of the inventory
of fill types, sizes, and location proposed under a separate study under the EIS; or, the existence
of other inventories. Based on these inventories, the team will select candidate fills for the
study.
Task 1: Assemble all available literature on excess spoil disposal practice evaluations and
compare the conclusions and recommendations with known current practices.
Assemble and review documents and literature pertaining to the construction of
excess spoil fills. This includes National Academy of Science reports, contract
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research studies, oversight special studies, reports of investigation on specific fill
problems, professional articles, regulation preambles, public hearing transcripts,
court decisions, letters, memoranda, etc.
Assess current Federal and State regulations as well as historic and current
regulatory program policies and inspection practices.
• From the above reviews, develop an accounting of program-related problems and
issues affecting fill construction and a historical perspective of the technical
issues at hand.
Compare issues and recommendations delineated in the reports to current day
issues and practices for relevance. Use this information to guide data collection
efforts for some of the other tasks outlined below.
Task 2: Examine the feasibility of documenting that 80% durable rock (by unit volume) is
attained during construction and in final fill configurations.
The concept of 80% durable rock by unit volume is a valid one, theoretically—with
respect to attaining long-term excess spoil fill stability. However, there is no known
feasible representative sampling technique to evaluate a fill during or following
construction to assess if the material placed meets the regulatory standard.
The team will consult with geotechnical experts throughout the Federal government for
advice relating to:
• The "enforceability" of the current regulatory standard and the availability of
alternative measurable standard(s).
Possible use of a more rigorous durability classification system on overburden
cores used in permit design.
• Greater controls on spoil selected for fill placement (e.g., selective handling
controls to assure higher volumes of durable rock).
Available techniques for in-pit sampling and testing of overburden to show that
permit conditions are or are not field validated.
Task 3: Evaluate the effectiveness of current sampling and testing protocols for establishing
representative rock durability of excess spoil.
OSM completed a comprehensive research study in 1990 that concluded the slake
durability test is not particularly effective at discriminating rock durability. The study
recommended a different testing protocol and rock durability classification system that
A-3
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more closely evaluates rock durability under the excess spoil disposal conditions of
slaking in water and under compression in a fill. Under this task the team will continue
to evaluate the rock-durability question through the following activities:
Document the rock durability observations of SRA permitting and inspection staff
through (1) phone or in-person interviews with I&E and permitting supervisors
and (2) discussions with available State inspectors, permit reviewers, and
technical staff in the course of performing tasks 5-13.
• Document the rock durability information supplied within the approved permit
and comparing it to field observations under task 11.
Recommend whether or not the rock-durability classification system proposed in
the OSM study should be put forward for rule making.
Task 4: Establish the effectiveness of current methods utilized in inspection and enforcement of
excess spoil disposal.
• Determine if a fairly standard protocol for fill inspection is in effect in each state.
Identify any issues or practices encountered about excess spoil disposal that
concern the State staff.
Task 5: Determine the population of documented fill failures since the permanent regulatory
program, and the causative factor (s).
Assess any documented failures from reports gathered in Task 1 and failures
known by the SRA to quantify the failure rate of permanent program fills.
Compile a list of failure causes to see if any commonality exists. Use this
information to guide survey and data collection efforts for other tasks.
Task 6: Review strength parameters, phreatic surfaces, and failure analysis methods used in
stability analyses in the approved permit.
Based upon existing SRA fill inventory data or results from Evaluation Topic 1,
compile a sample of permits with excess spoil fills of varying type (post-SMCRA
durable-rock and post-SMCRA non-durable-rock), size (small, <3 MCY;
medium, 4 to 20 MCY, large, >20 MCY), and stage of construction (fills still
under construction and fills completed). Apply the sample to this and tasks 7-14.
• Review the permit applications of sample fills to identify and record values for
shear strength, phreatic surface, and failure method used to assess fill stability.
A-4
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• Compile the data into a database and compare them with accepted ranges for
shear strength; expected phreatic surface; and, appropriate failure type.
Task 7: Evaluate state surface mining information systems (SM1S), environmental resource
information networks (ERIN) or other similar databases and compile violation data relative to
excess spoil disposal.
Using the sample of permits selected for task 6, document the types of violations
written on excess spoil disposal sites and develop a database.
Evaluate the potential impact of the violations on fill stability.
Task 8: Review documentation and certification of critical construction phases and quarterly
certification.
Using the sample of permits selected for task 6, review photos and certifications
of critical fill construction phases.
Assess on-site conditions and fill construction methods pertinent to stability
concerns and record observations for comparison in the field.
Task 9: Establish if foundation conditions for fill placement are as defined in the approved
permit.
Using same sample as in task 6, review permits to compare fill foundation
preparation and underdrain placement documentation (color photos and RPE
certifications submitted by the company as required by regulatory programs) with
documentation of foundation test holes.
• Assess whether or not foundation conditions comport with fill design.
Task 10: Aerial reconnaissance of a sampling of completed and fills under construction in WV,
KY. and VA to visually assess stability, drainage control, and related features.
• Using the samples selected for task 6, perform aerial surveys of the fills.
• Develop an inspection checklist to document the condition of each fill, including
signs of instability (e.g. seepage, drainage control failure, ground cracks).
Make video recordings of observations for further analysis at the office.
• Use the results of the aerial inspections to select sites for Task 11.
A-5
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Task 11: On-the-ground visits to selected sites identified in 10. above to further assess stability.
drainage control, and related features.
• Conduct on-the-ground inspections of fills selected from Task 10 to confirm
conditions observed in the air and obtain more detailed information on the
condition of slopes, seepage, drainage control systems, etc.
Task 12: Compare as-built fill configurations with as-designed.
Regulatory staff say it is a common occurrence that as-built fills are often very different
configurations than proposed and approved in the original permit. Situations have been
described when fills are much smaller than planned, or the fill site is not used at all.
Whether a fill is constructed smaller or larger than planned can have definite impacts on
the stability analyses and long term stability. Smaller fills tend to be higher in the
watershed-sometimes where the natural ground is much steeper and instability could be
more problematic due to less friction counteracting sliding/driving forces. Using the
sample from task 6, the team will:
• Review the permits—and evaluate the fills during the aerial reconnaissance and
on-the-ground inspections—to compare fill designs with as-built configurations.
• Estimate the potential effect of as-built variance from design on fill stability.
Evaluate overburden characterization and coal exploration thoroughness in the
permit to see if the reason(s) for variance can be determined.
• Document permit revisions, including stability analyses, for changes in design.
• Make recommendations for improving the rate of as built = as designed, if
appropriate.
Task 13: Assess if proper surface and subsurface drainage controls are installed.
• Using the same sample of permits as task 6, inspect the fills during the aerial
overflight and on-the-ground site visit for the presence of seepage contrary to the
expected subdrain performance (as shown in the stability analysis assumptions).
Document the designed surface drainage control system in the permit applications
and compare with aerial/field observations of the as-built system.
• Note significant differences between the as-built and as-designed systems, if any,
and document evident flaws.
A-6
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Final Report: The team will write a chapter to be incorporated into the EIS report. This chapter
will provide an analysis of: technical and programmatic issues related to excess-spoil-fill
stability; the results of the permit and inspection documentation review; and field inspections
and testing. The chapter will also draw conclusions, where possible, on the long-term stability of
the fills.
A-7
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BLANK PAGE
A-8
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APPENDIX B
PERMIT AND FIELD DATA FROM VALLEY FILL SAMPLES
-------
BLANK PAGE
-------
APPENDIX B
Explanation of Valley Fill Data Sheets
Two pages of data ("data sheets") are provided for each valley fill sample used in this
investigation. The data is topically organized into boxes. Data collected from the permit files is
included on the first page. Data obtained from the field is identified by an asterisk in the left
margin of the data sheet; and begins at the bottom of the first page and continues on the second
page.
Permit-application data is presented in the top 12 boxes; and is identified as to whether they
were collected from the original application ("original design"), the latest valley fill modification
to the application ("revision"), or the final certification on a completed fill ("as constructed").
The question as to whether critical-phase certifications were found on file is broached in two
ways. First, the "yes" column is marked when a certification was found that clearly indicated
that it was connected to a critical construction phase. Second, an "applicable" quarterly
certification is recognized if it contains information or photographs showing a critical phase in
the construction, even if it is not specifically connected to a critical-phase certification. This
type of certification is identified by the year and quarter. For example, 92/2 represents the
second quarter (January through March) of 1992. In the data analysis, credit for having a
critical-phase certification was given if the "yes" column was marked and/or the year and quarter
of an applicable quarterly certification was indicated.
A substantial part of the field data pertains to the identification and location of potential
symptoms of instability on fills such as ground cracks, erosion scars and seeps. The location of
these features, when identified, is presented in terms of bench level and "quarter." For
perspective, the total number of benches on the fill outslope is given at the bottom of the first
field-data box. Bench designations are numbered upwards from the toe to the crown. B 3, for
instance, represents the third bench up from the toe of the fill. B 6-crown represents an area
between the sixth bench and the crown of the fill. The quarters are identified from left to right
when one faces the fill outslope from a position down-valley of the toe. Q 1 indicates left-most
l/4th of the fill face. Q 2-3 represents an area crossing the boundary between the second and
third quarter, i.e. centerline, of the outslope.
Explanation of Page Numbering
The pages in Appendix B are organized alphabetically by State and numbered Sequentially. The
States represented and their respective abbreviations are: Kentucky (KY), Tennessee (TN),
Virginia (VA), and West Virginia (WV). Pages are numbered using the State's abbreviation, a
hyphen, and the sequential number. The pages for Kentucky are numbered KY-1, KY-2, KY-3,
through KY-198. Pages for the other States are numbered as follows: Tennessee, TN-1 through
TN-34; Virginia, VA-1 through VA-110; and West Virginia, WV-1 through WV-294.
-------
BLANK PAGE
-------
KENTUCKY
KY-l
-------
BLANK PAGE
KY-2
-------
KENTUCKY
Company
Addington Enterprises
Addiiigton Enterprises
Addington Enterprises
Addington, liic.
Addmgton, liic
Big Creek Mining, Inc
ij Big Creek Mining, liic
Big Creek Mining, Inc
Big Creek Mining, Inc
Big Creek Mining, Inc
1 Big Creek Mining, Inc.
Big Creek Mining, Inc.
Mine
Prater #1
Prater #1
Prater #1
UK#1
UK #1
Hunt's Branch Strip
Hunt's Branch Strip
Hunt's Branch Strip
Hunt's Branch Strip
Hunt's Branch Strip
Hunt's Branch Strip
Hunt's Branch Strip
Permit
813-0238
813-0238
813-0238
813-0180
813-0180
898-0490
898-0490
898-0490
898-0490
898-0490
898-0490
898-0490
Fill
HF#8
HF#10
HF#12
HF 33 ||
HF#7
HF #5A
HF#5B
HF#6
HF#9
HF#10
HF#11
HF#16
Cheyenne Resources
Coal Mac Mining, Inc.
Coal Mac Mining, liic.
CZAR Coal Corp.
EDCO Energy Coip.
Elkhorn Coal Corp
Elkhorn Coal Corp
Elkhorn Coal Corp.
Elkhorn Coai Corp
Elkliom Coal Corp
Elkhorn Coal Carp
Elkhorn Coal Corp
Elkhorn Coal Corp
Surface Mine Job k3
No Mine Identifier
No Mine Identifier
Panther Fork Mine
EDCO Mine
Homer Short Surface Mnie
Hornei Short Surface Mine
Homer Short Surface Mine
Hornet Short Surface Mine
Homer Short Surface Mine
Homer Short Surface Mine
Homer Short Surface Mine
Homer Short Surface Mine
860-0377
498-0204
498-0204
880-0122
836-0100
880-0130
880-0130
880-0130
880-0130
880-0130
880-0130
880-0130
880-0130
HF#4
HF #1
HF#2
HF772
HF#1
HF#1
HF#2
HF #3
HF#4
HF#5
HF#6
HF #7
HF#8
-------
KENTUCKY
Company
Elkborn Coal Corp
II & D Coal Co., Inc
Mine
Homer Short Surface Mine
Isom Branch
Permit
880-0130
898-0440
Fill
HP #9
HF#1
Lodestar Energy, Inc.
No Mine Identifier
836-0261
HP #3A
Lodestar Energy, Inc.
Lodestar Energy, Inc.
Martin County Coal Corp.
Martin County Coal Corp.
Miller Brothers Coal
Miller Brothers Coal
Miller Brothers Coal
Miller Brothers Coal
1 Miller Brothers Coal
No Mine Identifier
N o Mine Identifier
No Mine Identifier
No Mine Identifier
Wolf Creek #1
Wolf Creek #1
Wolf Creek #1
Wolf Creek #1
Wolf Creek #1
836-0261
836-0261
880-0103
880-0103
813-0207
813-0207
813-0207
813-0207
813-0207
HF #4 1
HFK6C
HF#33
IIP #34
HP #13
HF#14
HF£15
HF#I6 11
IIP #17 ||
|| Miller Brothers Coal
Mountain Clay, Inc.
New Ridee Mining
Pine Branch Coal Sales
Pine Branch Coal Sale?
Pine Branch Coal Sales
Richardson Fuels, Inc.
Starfire Coals, Inc.
Wolf Creek #1
#32
Road Fork of Big Creek
Haddock Fork Mme
Hdddock Fork Mine
Haddock Fork Mine
Mine #2
Skyline
813-0207
518-0157
898-0415
897-0271
897-0271
897-0271
836-0212
060-0080
HF#1S I!
HF#3
HF#K
HF#10
HF #13
HF#DD
HF#1
HF#1
]._
Sunny Ridge Mining Co.
Jones Fork
898-0507
HP #9
KY-4
-------
Kentucky
Addington Enterprises
Prater #1
Permit: 813-0238
Fill: HF#8
Fill: HF#10
Fill: HF#12
KY-5
-------
BLANK PAGE
KY-6
-------
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (it)
Area (acres)
Volume (mcy)
3210
29.4
1.5
Crown (ft)
Toe (It)
Toe Foundation (%)
Fill Face (dcg.)
1180
1080
2.0
27.0
Perimeter
Underdrain
REAME
Static
Seismic
Unit Weight (pel)
Friction Angle
Cohesion {psf)
1.5
1,2
125
24
160
unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
Appl. Phase
Certification
Appl.Quarterly
certification
Photography
Type
Foundation Preparation
Underdrains
Surf ace Drains
Grading and Revegctation
Find Certification
Yes[ ] No[X] 97/2
Yes [ ] No [X] 9712
Yes[ ] No[XJ 99/01
Yes [ ] No [XI 99/01
Yes[ ] No[X] 99/0
Tf a DKF, did the photographs show the rock blanket or core yndcrdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
None
None
None
None
None
Yes [ J No [ ]
Text
Yes[X] No[ ]
YesIX] No I ]
Yes [X] No [ ]
Yes{ ] No[X]
If a durable rock tillis under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Disceraable blanket or core drain forming?
If the fill is completed, compare the Size with the sire in the latest pre-completion revision?
Yes[ ] No[X]
60
Yes[X] No [ ]
Same
If the fill is significantly smaller, what is (he reason according lo the documentation or inspector?
Fill surface configuration:
Is the fillsituated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Concave
Yes [ j No [X]
Ycs[ ] Nu[X]
KY-7
-------
Location of
Cracks
Location of
Depressions
Location o f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location 0 f
Changes'
Movement
Characteristics
Comments
813-0238
HF*S
Locution
Length (ft)
Width (ft)
Depth (in)
Were there depressions on the fill benches? Yes[ I No I
(Potential Water Depfh)
Were there areas of erosion on the till benches? Yes [ ] No [ ]
(Maximum Cully Depfh)
Were there bulges or hummocky terrain? Yes [ ] No [ }
Were there springs or seeps observed in disposal areas? Yes [ ] No [ }
Were changes in vegetation or spoil color observed on fill? Yes f ] No [ ]
1
Did a failure occur on the fill? Yes [ ] No [x]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Mass 3
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plans (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
!n March 30, 199? was completing final grading
on-TOmpliance (#6IQs&5) was issued for buried timber at toe of fill (observed by OSM in March 1998) Fill was constructed as 2 wing fill due to change of operation and using a
[ghwall miner Disturbed a large area of drainage duo to CHANGE OF OPERATION TO A-H1GHWALL MINER
ICY-8
-------
Company: Addington Enterprises
Permit: 813-0238
State: KY
County: BreatMtl
Latitude: 37-31-26
.ongitude: 83-00-56
Fill: UF # 10
Mine: Prater#l
War this fill visited at ground level?
Date of visit:
Had the till been reclaimed at the
time of the air survey?
Date of survey:
YesfXj No[ ]
06/08/99
Yes[ ] No[X]
12/31/99
Date ofpcrmit file review: 04/16/99
Date fill contraction started: 09/02/97
Finished: 04/05/99
Number of fill size revisions:
%Sandstone in overburden: 63
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcatic Surface
Construction
Doc umen ta tio n
#nd Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Length (R)
Area (acres)
Volume (racy)
650
4.6
0.2
Crown (ft)
Toe (ft)
Toe Foundation {%)
Fill Face (dsg.)
1180
1040
2.0
Perimeter
Underdrain
REAME
Static
Seismic
Unit Weight (pet)
FrictionAngle
Cohesion (psf)
1.5
•t.2
125
24
160
Unit Weigh! (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
AppL Phase
Certification
Appl.QuarterJy
certification
Photography
Type
Foundation Preparation
TJnderdrains
Surface Drains
Grading and Revegetation
Final Certification
Yes [X]
Yes [X]
Yes[ ]
Yes[ ]
Yes fX]
No[ ] 97/02
No [ ] 97/07
No [X] 99/01
No [X] 99/01
No [ ] 99/1
None
None
None
Nooe
None
If a DRF, did the photographs show the rock blanket or core underdrawn by gravity segregation?
Foundation data:
Dip of strata relative to fill:
WereNOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
Yes[ I
Yes [ 1
Yes[X]
Yes [X]
Yes[ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
No [ ]
Text
No[X]
No[ ]
No[ ]
No[ ]
3
If a durable rock fill is under construction.
Approximately 80%durable rock by volume?
If noto above, estimate percentage:
Disceniable blanket or core drain forming?
Yes ! ]
Yes[ ]
No[ 1
No [ ]
If the fillis completed, compare the size with the size in tho latest pre-completion revision?
If the till is significantly
smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fillsituated in landslide topography?
Were there ground cracks observed on the till face or benches?
Number of benthss on fill:
Yes ! I
Yes[ ]
Flat
No[X]
No[X]
KY-9
-------
Location
Length (ft) Width (ft) Depth (in)
Location or
Cracks *
Location or
Depressions
Location co:
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Comments
813-Q238
HF#10
Were there depressions on "[he fill benches? Ycs[ ] No [
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes I 1 No [ ]
Were there bulges or hummocky terrain? Yes [ ] No {
Were there springs or seeps observed in disposal areas? Yes [1 No ( ]
Were changes in vegetation or spoil color observedon fill? Yes [ J No [
1
2
Did a failure occur on the nil? Yes [ j No[X]
i'so, enter the source of information on tlic failure:
Stage of construction during failure:
Marsl
Bench n
Length (ft)
Width (A)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass!
Mass 3
Mans2
Was Filial in permit* 811-0218
/ml certification April 05,1990 Quarterly certs only No photos
(Maximum Gully Depth)
Mass 3
KY-10
-------
Type of Fill
Siw of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
construction
Documentation
and certifications
Durable Rock
Length (A)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (Ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
1400
s.4
0.6
Flat
1200
1055
1.0
Perimeter
Underdram
REAMH
1.4
1.1
125
30
200
P-.05
1500
11.2
1.0
Flat
1200
1050
1.0
Perimeter
Underdrain
REAME
1.5
1.2
125
30
200
P-.05
Aerial survey
and Ground
Level Review
Appl. Phase
Certification
Appl. Quarterly
Certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading andRcvegetation
Final Certification
Yes I ] No[X] 97/4
Yes I ] No[X] 9811
Yes 1 1 No [X] 9SM
Yes I ] No[X] 9814
Yes[ 1 No[X] 9911
None
None
None
None
None
If a DRF, did the photographs show the rock blanket or coreunderdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long\vas disposal operation idle (months)?
Yes[ j
Yes] ]
Yes[X]
Yes [X]
Yes I ]
No [ ]
Text
l*o [X]
No I ]
Nof ]
NbfX]
3
fa durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discemable blanket or core drain forming?
Yes [ ]
Yes[ ]
If the fill i s completed, compare the size with the size in the latest prc-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on till:
No [ ]
No[ ]
Larger
Dorit know
Yes[ J
Ycs[ J
Flat
NbfX]
NofX]
KY-11
-------
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Location
Length (ft) Width (ft)
Depth (in)
Comments
813-0238
HF*12
Were there depressions oti the fill benches? Yes [ ] No [ j
(Potential Water Depth)
Were there areas of erosion on the ill! benches? Yes [ J No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ }
1
2
Did a failure occur on the fill? Yes [ ] No[X]
[f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth So Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
'vision reduced size of the fill to allow use of an existing road
On Majeh 3G, iOOO f\lV v*as rempkted and final grading was occuring
Mass 3
KY-12
-------
Kentucky
Addington Enterprises
Prater #1
Permit: 813-0238
Fill: HF# 8
Permit: 813-0238 Fill: HF# 8
KY-13
-------
Kentucky
Addington Enterprises
Prater #1
Permit: 813-0238
Fill: HF# 8
KY-14
-------
Kentucky
Addington Enterprises
Prater #1
Permit: 813-0238
Fill: HF# 10
Permit: 813-0238 Fill: HF# 10
KY-15
-------
Kentucky
Addington Enterprises
Prater #1
Permit: 813-0238
Fill: HF# 10
Permit: 813-0238
Fill: HF# 10
KY-16
-------
Kentucky
Addington Enterprises
Prater #1
Permit: 813-0238
Fill: HF# 12
Permit: 813-0238 Fill: HF# 12
KY-17
-------
Kentucky
Addington Enterprises
Prater #1
Permit: 813-0238
Fill: HF# 12
KY-18
-------
Kentucky
Addington, Inc.
UK#1
Permit: 813-0180
Fill: HF#3
Fill: HF#7
KY-19
-------
BLANK PAGE
ICY-20
-------
Company: Addington, Inc.
Permit: 813-0180
State; KY
County: Breathitt
Latitude: 37-25-16
Longitude: 83-11-45
Fill: HF#3
Mine: UK#1
Was this fill visited at ground level?
Dale of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[x] No[ 1
06109199
Yes[ ] No[X]
12/31/99
Date of permit file review:
Date fill eontruction started:
Finished:
Number of fill size revisions:
%SandstOne in overburden:
05/18/99
01/15/95
04/20/98
57
Type of Fill
Size "Mil!
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
1900
15.0
2.0
Flat
1240
1030
13.0
27.0
Perimeter
Grav. Segregated
REAME
1.9
1.5
125
30
200
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Durable Ruck
1900
15.0
2.0
Flat
1240
1030
13.0
27.0
Perimeter
Grav. Segregated
REAME
1.9
1.5
125
30
200
Durable Rock
1900
15.0
2.0
Flat
1240
10.10
13.0
27.0
Perimeter
Grav. Segregated
REAMF,
1.5
1.2
125
30
200
Unit Weight (pel)
Friction Angle (deg.)
Cohesion (psf)
P-.l
P-.l
Appl. Phase
Certification
Appl.Quarterly
Certification
Photography
Type
P-05
FoundationPreparation Yes [ J No [X]
Undcrdrains Yes [ ] No [X]
Surface Drains Yes [ ] No [X] 97/3
Grading and Revegetation Yes [ ] No [X] 98/1
Final Certification Yes [ 1 No fX] 9S/2
If a DRF, did the photographs show the rock blanket or core underdraiu by gravity segregation?
roundation data:
Dip of stratarelative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active till, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, haw long was disposal operation idle (months)?
fa durable rock fill is under construction
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discernible blanket or core drain forming?
ifthc fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantlysmaller. what jsthe reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Ycsf ]
Yes [X]
YcsfX]
Yes[ ]
Yes[ }
Yes[ ]
Ycs[ J
Yes[ ]
None
None
B&W
B&W
B&W
No I ]
Text
No[X]
No [ ]
No[ j
No[ ]
No[ ]
No[ J
Same
Flat
No [XI
No[X]
ICY-21
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
813-0180
HF#3
Were there depressions on the fill benches? Yes [I No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes J ] No [ ]
Were there springs of seeps observed in disposal areas? Yes [ ] No [ J
Were changes in vegetation or spoil color obseA'ed on fill? Yes[ ] Nu [ ]
1
2
3
Did a failure occur en the fill? Yes [ ] No [X]
f so, enterthc source of information on the failure:
Stage of construction during failure:
Mass I
Bench if
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance t&)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
nal certification "as built1 dated 9/24/9$ only minor deviations from original design
(Maximum Gully Depth)
Mass 3
KY-22
-------
Type of Fill
Sire of fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatk Surface
Length (ft)
Area (acres)
Volume (nicy)
Crovm (it)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Durable Rock
1700
26 6
6 1
Flat
1240
985
16.0
27.0
Perimeter
Grav. Segregated
REAME
DurableRock
1150
61
0.7
Flat
1190
1000
16.0
270
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angie
Cohesion (psf)
Unit Weight (pet)
FrictionAngle (deg.)
Cohesion (psf)
1.6
1.2
125
24
160
125
30
200
p.OS
1.5
1.2
125
24
160
125
30
200
F-.l
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Appl. Phase
Certification
Appl.Quarterlj
Certification
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [ 1 No [X]
Surface Drains Yes [ ] No [X]
Grading and Revegetation Yes [ ] No [Xj
Final Certification Yes [X] No [ 1
9413
9413
97/3
97/3
9713
Photography
TVDC
None
None
None
None
B&W
if a DRP, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ] No [ ]
Foundation data: Text
Dip of strata relative to fill:
Were NOVswrittsaoa the S!!7 Yes[ ] No [X]
Surface drainage control working properly? Yes [XI No [ ]
Subsurface drainage control working properly? Yes [ ] No [Xj
If active fill, was active spoil disposal determined to be on-going? Yes [X] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
f a durable rock fill is under construction,
Approximately 80% durable root by volume? Yes [ ] No[X]
If no to above, estimate percentage: 50
Discernable blanket or core drain forming? Yes[X] No[ ]
If the fill is completed, compare the size with the size in the latest pre-complelion revision? Larger
If the till is significantly smaller, what is the reason according to the documentation or inspector? Auger Mine
Fill surface configuration: Flat
Is the fillsituatcd in landslide topography? Yes [ ] No [X]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [ 1
Number of benches on fill
KY-23
-------
Location of ,
Cracks
Location of
Depressions
Location ©f
Erosion Areas
Location of ,
Ground Bulges
Location of
Springs/Seeps
Location of
Changer
Movement
Characteristics
comments
811-0180
Location Length (ft) Width (ft) Depth (in)
1 TOE OF FILL 40 20
2
3
Were there depressions on the fill benches? Yes [ ] No f 1 (Potential Water Depth)
1
3
5
Were there areas of erosion on the till benches? Yes [ J No[ ) (Maximum Gully Depth)
1
2
4
5
Were there bulges or hummocky terrain? Yes [ ] No [ ]
1
2
3
Were there springs <*r seeps observed in disposal areas? Yes [ ] No [ 1
1
2
4
5
Were changes in vegetation or spoil color observed on fill? Yes { ] No [ ]
2
3
4
5
6
Did afailure occur on the fill? Yes [X] No [ 1
rso, enter the source of informationon the failure:
Stage of construction during failure:
Mass 1 Mass 2 Mass 3
Bench " TO
Length (ft) 40
Width (ft) 20
Scajp Height (ft)
Depth to Slip Plane (A)
Transport Distance (A)
Rate of Movement Slow
Extent of Failure Movement Bu(ge
Cause of Movement Mass 1 Inadequate UnderDrains
Mass 2
Mass 3
Had repaired smaU slide movement @ toe of fill SignifiaiH seepage @ toe area with heavy iron staining Seepage located from sides and toe area indicate underdrain was not workir
operly.
KY-24
-------
Kentucky
Addington Inc,
UK#1
Permit: 813-0180
Fill: HF# 3
Permit: 813-0180
Fill: HF# 7
KY-25
-------
Kentucky
Addington Inc,
UK#1
Permit: 813-0180
Fill: HF# 7
Permit: 813-0180 Fill:HF#7
KY-26
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
Permit: 898-0490
Fill: HF#SA
Fill: HF #SB (No Photo)
Fill: HF#6
Fill: HF#9
Fill: HF#10
Fill: HF#11
Fill: HF#16
KY-27
-------
BLANK PAGE
ICY-28
-------
Company: Big Creek Mining, Inc.
Permit: 898-0490
State: KY
County: Pike
Latitude: 37-26-50
jngitude: 82-13-35
Fill: HF n 5A
Mine: Hunt's Branch Strip
Was this fill visited at ground level? Yes [X] No [ ]
Date of visit: 07/08/99
Had the fill been reclaimed at the
time of the air survey? Yes f ^ No [X]
Date of survey: 12/31/99
Date of permit file review: 04/16/99
Date fill contraction started: 07/01/97
Finished: / /
Number of fill size revisions: )
%Sandstone in overburden: 59
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safetv Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcatic Surface
As constructed
Revision
Original design
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pet)
Friction Angle
Cohesion (psf)
Unit Weight (pel)
Friction Angle (deg,)
Cohesion (psl)
Durable Rock
200
1.1
0.0
Flat
1190
1090
2.1
27.0
Perimeter
Grav. Segregated
REAME
1.4
1.1
125
34
160
P-.l
Durable Rock
1150
7.6
0.5
Flat
1190
1090
2.1
27.0
Perimeter
Grav. Segregated
REAME
1.5
1.1
125
30
160
P-.l
Appl. Phase
Certification
Construction
DociiDien ta ti on
3iid Certifications
Aerial Survey
and Ground
Level Review
Foundatioa Preparation Yes [ j No [X]
Underdraws Yes f ] No[X]
Surface Drains Yes [ J No [X]
Grading and Revegetatlon Yes [ ] No [ ]
Final Certification Yes [ ] No [ ]
AppL Quarterly
Certification
02/9?
03/97
03/9?
If a DR1% did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Photography
Type
Color
Color
None
Yes[ ] No[ ]
Text
Dip of strata relative to tilt;
If active til
Were NOV's written en the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
, was active spoil disposal determined to be on-going?
Yss[ ] No[X]
Yes[X] No[ }
Yes[X| No[ ]
Yes [X] No [ ]
If spoil disposal site inactive, how long was disposal operation idle {months}?
[f a durable rock fill is under construction,
Approximately W% durable rock by volume?
If so to above, estimate percentage;
Discernable blanket or core drain fonnmg?
Yes[ ] No[X]
60
Yes [X] No [ J
If the fill is completed, compare the size with the size in the latest pro-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration;
Ts the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[ ] No[ ]
Yes[ ] No[ ]
KY-29
-------
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location Of
Depressions'
Location "f
r - * "
Erosion Areas
Location of
Ground Bulges'
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
898-0490
HF#5A
Were there depressions on the fill benches? Yes [ ] No [ j
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [
Were there bulges Of hummocky terrain? Yes [ J No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ }
Were changes in vegetation or spoil color observed on fill? Yes [ J No [ j
Did a failure occur en the fill? Yes [ J No [x ]
so. enter the source of information on the failure:
Stage of construction during failure:
Massl
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Siip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
JQF Revision #1 (8/1 1/98 split Fill #5 into Fill &5A and £5B
ll miner in permit
(Maximum Gully Depth)
Mass 3
KY-30
-------
Company: jjjg Creek Mining, Inc.
Permit: 898-0490
State: KY
County: Pike
Latitude: 31-26-50
Longitude: 82-13-35
Fill: IIF#5B
Mm«: Hunt's Branch Strip
Was this fill visited at ground level? Yes fXl No [ ]
Date of visit: 12/31/99
Had the fill been reclaimed at the
time of the air survey? Yes [ ] No [X]
Date of survey:
Date of permit file review:
Date till contraction started:
Finished:
Number oftill size revisions:
%Sandstone in overburden:
1213 1199
12/22/97
1 1
1
59
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Control
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcatic Surface
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (fl)
Toe Foundation (%)
Fill Face (dee.}
Static
Seismic
Unit Weight (pel)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
Durable Rock
900
3 2
0.3
Flat
1220
1140
20
27.0
Perimeter
Grav. Segregated
REAME.
I.?
LI
125
34
160
P-.l
Durable Rock
1150
76
0.5
Flat
1270
1140
2.0
210
Perimeter
Grav. Segregated
REAME.
I.?
1.1
125
24
160
125
34
111
P-l
Appl, Phase
Certification
AppI.Quarteriy
certification
Photography
Type
Foundation Preparation Yes [ ] No [X] 9713
Underdrains Yes [ ] No [X] 9713
Surface Drains Yes[ ] No [X] 9913
Grading and Revegetation Yes [ ] No [X] 9913
Final Certification Yes [ ] No [ ]
If a DRF, did the photographs show the rock blanket or core underdram by gravity segregation?
Foundation data:
Dip of strata relative lo fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determinedto he on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock fill is under construction,
Approximately 80% durable rock by volume?
if no to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentationor inspector?
Fill surface configuration:
Is the fillsituated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Color
Color
None
None
Ycs[X] No[ J
Text
Yes[ ] No[X]
Yes [X] No [ ]
Yes[X] No[ ]
Ycs[X] Nof ]
Yes [ ] No[Xj
60
Yes [X] No [ ]
larger
Don't know
Flat
Yes [ ] No [X]
Yes [ ] No [Xj
ICY-31
-------
Location
Lernrth (ft) Width (ft) Depth (in)
Location of
Location of
Depressions
Location of
Erosion
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
898-0490
HF*5B
Were there depressions on the till benches? Y e [ 1 No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ j
Were there springs or seeps observed in disposal areas? Yes [ ] No [
Were changes in vegetation or spoil color observed on fill? Yes [ I No [ ]
Did a failure occur on the fill? Yes [ J No [Xj
f so, enter the source of information on the failure:
Stage of construction during failure.
Miss 1
Bench*
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (A)
Transport Distance (A)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
ajor Revision #1 split Fill # S into Fill #5 A and H5B
igKwai! miner on permit
11 was 15% completed on 3/29/99
(Maximum Gully Depth)
Mass 3
KY-32
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
Construction
Documentation
and Certifications
Aerial survey
and Ground
Level .Review
As constructed Revision Original design
Durable Rock Durable Rock
Length (Ft) 800 800
Area (acres) 6.0 4.0
Volume (mcy) 0.3 0.0
Flat Flat
crown (A) 1260 1250
Toe (A) 1110 1120
Toe Foundation (%} 3.4 3.4
Mil Face (deg.) 27.0 27.0
Perimeter Perimeter
Grav, Segregated Gray. Segregated
REAME REAME
Static ! .5 1 ,5
Seismic I.2 1.2
Unit Weigh! (pcf) 125 125
Friction Angle 24 24
Cohesion (psi) i^O 160
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P- 1 P- 1
Appl. Phase Appl.Quartcrly Photography
Certification Certification Type
Foundation Preparation Yes [ ] No [X] 97/2 None
Underdrairjs Yes [ ] No [x] 97/2 None
Surface Drains Yes[ J No [X] 97/3 Color
Grading and Rcvegetation Yes [ ] No [X] 9S/1 None
Final Certification Yes [ ] No [ ]
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ J No [X]
Foundation data: Text
Dip of strata relative to fill:
Were NOVs written on the fill' Yes [ ] No [X
Surface drainaee control working properly? Yes [X] No [
Subsurface drainage control working properly? Yes [X] No [ ]
If active fill, was active spoil disposal determined to be on-going? Yes [Xj No [ ]
TF spoil disposal site inactive, how longwas disposal operation idle (months)? 11
fa durable rock fill is under construction,
Approximately 80%durahle rock by volume? Yes [ ] No [X]
If no to above, estimate percentage: 50
Discernible blanket or core drain forming? Yes [ ] No[X]
if tile fillis completed, compare the size with the siasin the latest pre-eomplction revision? Larger
If the fill is significantly smaller, what is the reason according to 1he documentation or inspector?
Fill surface configuration: Flat
Is the fill situated in landslide topography? Yen[ ] No [X]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [X]
Number of benches on fill:
KY-33
-------
Location
Leneth
-------
Type of Fill
Size of Fill
Surface
configuration
Elevation*
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safely Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcatic Surface
Construction
Documentation
and Certifications
As constructed
Length (h)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Revision
Durable Rock
750
10.0
0,6
Flat
1540
1240
22.0
27.0
Perimeter
Grav. Segregated
REAME
1.4
1.1
125
34
111
Original design
Durable Rock
750
4.6
0.2
Hat
1550
1280
22.0
27.0
Perimeter
Grav. Segregated
REAME
l.S
1.1
125
34
111
Unit Weight (pcf)
Krk-tion Angle (deg.)
Cohesion (psi)
Appl, Phase
Certification
Foundation Preparation Yes [ ] No [X]
Underdraias Ycs[X] No [ ]
Surface Drains Yes [ J No [X]
P-l
Appl. Quarterly
Certification
9712
9x12
P-1
Photography
Type
None
Color
None
Aerial Survey
and Ground
Level Review
Foundation Preparation
Underdraias
Surface Drains
Grading and Revegetation
Final Certification
Yes[ ] No[X] 9712
Ycs[X] No[ ] 9x12
Yes[ ] No[X]
Yes\ } No[ ]
Yes [ ] No [ ]
if a DRP, did the photographs show flic rock blanket or core underdrain by gravity segregation? Yes [X]
Foundation dala:
Dip of strata relative to fill:
Were NOV's written or. the fill? Yes [ ]
Surface drainage control working properly? Yes [X]
Subsurface drainage control working properly? Yes [X]
If active fill, was active spoil disposal determined to be on-going? Yes [X]
If spoil disposal rite inactive, how long was disposal operation idle (months)?
None
Color
None
No 1 J
Text
No [X]
No[ ]
No[ ]
No[ ]
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ]
If no to above, estimate percentage:
Disccniable blanket or core drain forming? Yes [X]
No[X]
50
No[ ]
If the till is completed, compare the size with die size in the latest pre-complction revision?
If the fillis significantly
smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes { ]
Were there ground cracks observed on the fill face or benches? Yes f ]
Number of benches on fill:
Flat
No[X]
No[X]
KY-35
-------
Location
Length (ft)
Width (ft)
Depth (in)
location of
f~ i *
Cracks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes'
Movement
Characteristics
Comments
898-0490
HF»9
Were there depressions on the fillbendies? Yes [ ] No [ 1
(Potential Water Depth)
Were there areas of erosiO" on the fill benches? Yes [ ] No [
(Maximum Gully Depth)
"Were there bulges or hummock}'terrain? Yes I ~) No[
Were there springs or seeps observed in disposal areas? Fes [ ] No [ 1
Were changes in vegetation or spoil color observed on fill'! Yes [ ] No [ ]
Did a failure occur on the fill? Yes [ ] No [X]
ff so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench #
Length (ft)
Width (ft)
scarpilcight (A)
Depi'h to Slip Plane (ft)
Transport Distance (R)
Poits cf Movement
Extent of Failure Movement
Mass I
Mass 2
Mass 3
4ajor revision X I increaseilll size slightly. Revision # 2 increased f i 11 size
.evision (9/30/97) required removal of overburden to bedrock
II
, 3/28(00 Fill was 52% comobtc
ICY-36
-------
Company: Big Creek Mining. Inc
Permit:
state:
County:
Latitude:
jfjngifudc:
898-0490
K.Y
Pike
37-27-14
82-13-25
Fill; HF# 10
Date of permit file review: 04116199
Mine: Hunt's Branch Strip Date fill contraction started: 09/27/Ott
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time ofthe air survey?
Date of survey:
Yes[X] No[ ] Finished: / /
07/08/99 Number of fill size revisions:
%Sandstone in overburden: 59
Yes [ ] No [X]
12/31/99
As constructed
Revision
OrUdnal design
Aerial Survey
and Ground
Level Review
Type of Fill
Size, of Fill
Surface
Configuration
Elevations
Slopes
surface Drainage
Control
Subsurface
Drainage
(Control
Stability
Annlvs B
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
2800
34.7
1.9
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1510
1260
5.0
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.7
1.3
125
24
160
Friction Angle (deg.)
Cohesion (psf)
34
111
P-.05
Appl. Phase
Certification
Appl.Quarterly
Certification
Photography
Type
Foundation Preparation
Underdrains
Surface Draijis
Grading and Revegetation
Final Certification
Yes [ ] No [X]
Yes [ ] No [X]
Yes [ ] No [X]
Yes [ 1 No [ ]
Ycs[ ] No[ ]
97/2
97/2
97/3
None
None
Color
If a DRF, did the photographs show the rock blanket or core underdraw by gravity segregation? Yes [ ] No I ]
Foundation data: Text
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [ ] NO [X]
Surface drainage control working properly? Yes [X] No [ ]
Subsurface drainage control working properly? Yes [X] No [ ]
If active fill, was active spoil disposal detennined to be on-going? Yes [ ] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock 611 is under construction,
Approximately 80% durable rock by volume? Yes ( ] No [X]
If no to above, estimate percentage: 60
Discernablc blanket or core drain forming? Yes [X] No [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision? Same
If the filhs significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Fiat
Is the till situated in landslide topography? Yes [ ] No [X]
Were there, ground cracks observed on the fill face or benches? YCS [ 1 No fXl
Number of benches on till:
KY-37
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Craek$
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Lscatioa of
Changes
Movement
Comments
Were there depressions on the till benches? Yes [ ] No [ J
Were there areas of erosion on the fill benches? Yes ( ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes In vegetation or spoil color observed on fill? Yes [1 No [ 1
Did a failure occur on the fili? Yes [ ] No[X]
f so. enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (it)
Scarp Height (it)
Depth to Slip Plane (ft)
Transport Distance (it)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass!
Mass 2
Mass 3
Mass 2
(Potential Wafer Depth)
(Maximum Cully Depth)
Mass 3
KY-38
-------
Type of Fill
Sire of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatk Surface
Length (ft)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Durable Rack
1100
10.0
0.5
Flat
1580
1340
3.7
27.0
Perimeter
Grav. Segregated
REAME
Durable Rock
1100
10.8
0.6
Flat
1580
1340
3.7
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
1-riction Angle (deg.)
Cohesion (psf)
1.5
1.2
125
24
160
125
34
111
P-.os
1.5
1.2
125
24
160
125
34
111
p-,05
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [X] No [ 1
Surface Drains Yes [ j No f ]
Grading and Rcvegetation Yes [ ] No [ ]
Find Certification Yes [ ] No[ ]
98/2
98J3
None
Color
If a DRF. did the photographs show the rock blanket or core underdnun by gravity segregation? Yes [X] No
Foundation data:
Dip of strata relative to fill:
Were NOVs written on the fill?
Yes [
No pi]
Surface drainage control \\orking properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discemable blanket or core drain forming?
If the fill is completed, compare the size with the size in ihe latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentationor inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fillface or benches?
Number ofbenches on fill:
Yes [X]
Yes[X]
Yes[ ]
Yes[X]
Yes [X]
Yes[ }
Yes { ]
No[ ]
No[ \
No[X]
15
No[ ]
No[ ]
Flat
No[X]
No[X]
KY-39
-------
Location
Length (ftt Width (ft)
Depth (in)
location of
Cracks 4
Location of
Depressions
Locution of
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
& 98-0490
HF #11
Were there depressions on the fill benches? Yes [1 No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ J No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ J
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the fill?
f so, enter the source of information on the failure:
Stage of construction during failure:
Yes[ ] No[X]
Mass 1
Mass 2
Cause of Movement
Bench #
Length (ft)
Width (fl)
Scarp Height (fl)
Depth to Slip Plane (ft)
Transport Distance (ft)
P.ale of Mcvcaisnt
Extent of Failure Movement
Massl
Mass 2
Mass 3
ajor Revision # I - decrease in fill size
.1 used as faceup area for underground mine
> change in fill since 06/29/99 (Irirough 338/00)
) special drainage scheme for old contour cut under the fill
KY-40
Mass 3
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Durable Rock
Length (ft)
Area (acres)
Volume (racy)
980
2.1
0.3
Grown (ft)
Toe ( ffi
Toe Foundation (%)
Fill Face (deg.)
1530
1250
15.0
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.4
1.1
125
24
160
125
34
111
P-.05
Construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [X] No [ 1
Surface Drains Yes [X] No [ ]
Grading and Revegetatioii Yes [X] No [ ]
Find Certification Yes [ ] No [ ]
9812
98/3
None
Color
None
None
If aDRF. did the photographs show the rack blanket or core underdrain by gravity segregation? Yes [ J No [ ]
Foundation date: Tsxf
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [ 1 No [X]
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
Yes[X] No[ J
Yes[X] No[ 1
Yes IX] No[ ]
fa durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [x] No [ 1
l"fb to above, estimate percentage:
Discernable blanket or core drain forming? Yes [X] No [ J
If the fill is completed, compare the size with the size in the latest pre-complction revision?
if the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Flat
In the fill situated in landslide topography? Yes [ J No [XJ
Were there ground cracks observed on the fill race or benches? Yes [ J No [X]
Number of benches on fill:
ICY-41
-------
location
Length (ft) Width (ft>
Depth Cm)
Location "f
Cracks
Location "f
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changer
Movement
Comments
S9B-04SO
HF*16
Were there depressions on the fill benches? Yes [ j No [ }
(Potential Water Deptn)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes[ ] No [ ]
Were changes in vegetation or spoil color observed On fill? Yes [ 1 No [ ]
Did a failure occur on the fill? Yes [ J No [X]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench*
Length (ft)
Width (ft)
ScarpHeight (A)
Depth to Slip Plane (ft)
TransportDistaiice (ft)
Rate nf Movetusiit
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
Mass 2
11 added m "Revision #2
ICY-42
(Maximum Gully Depth)
Mass 3
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
Permit: 898-0490
Fill: HF# 5A
Permit: 898-0490 Fill: HF# 5A
KY-43
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
ti
Permit: 898-0490
Fill: HF# 5A
KY-44
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
Permit: 898-0490
Fill: HF# 6
--
Permit: 898-0490
KY-45
Fill: HF# 6
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
Permit: 898-0490
Fill: HF# 6
KY-46
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
Permit: 898-0490
Fill: HF# 9
KY-47
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
Permit: 898-0490
Fill: HF# 10
Permit: 898-0490
KY-48
Fill: HF# 10
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
Permit: 898-0490
Fill:HF#ll
Permit: 898-0490 Fill: HF# 11
KY-49
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
Permit: 898-0490
Fill:HF#ll
Permit: 898-0490
KY-50
Fill:HF#ll
-------
Kentucky
Big Creek Mining, Inc.
Hunt's Branch Strip
'<
Permit: 898-0490
Fill: HF# 16
Permit: 898-0490
KY-51
Fill: HF# 16
-------
BLANK PAGE
KY-52
-------
Kentucky
Cheyenne Resources
Surface Mine Job #3
Permit: 860-0377
Fill: HF#03
Fill: HF#4
KY-53
-------
BLANK PAGE
KY-54
-------
As constructed
Revision
Original design
Type of Fill
Size "f Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Length (H)
Area (acres)
Volume (nicy)
Crow,, (ft)
Toe (R)
Toe Foundation (%)
Fill Face (deg.)
Static
Seisroio
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Durable Rock
1500
53.0
53.0
Convex
1810
1380
21 0
27.0
Perimeter
Giav. Segregated
REAME
1.4
1.1
125
24
160
P-.05
Durable Rock
1600
82.0
10.4
Convex
1760
1350
21.0
27.0
Perimeter
Grav. Segregated
REAME
1.6
1.2
125
24
160
125
38
0
P-.1
Aerial Survey
and Ground
Level Review
Appl. Phase
certification
Appl.QusrteHy
Certification
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [ ] No [Xj
Surface Drains Yes [ ] No [ ]
Grading andRevegetatinti Yes [ ] No [ ]
Final Certification Yes [ ] No [ j
94/01
98/2
Photography
Type
None
Color
if a DRF, did the photographs show tic rock blanket or core underdtain by gravity segregation? Yes [1 No [ ]
Foundation data: Text
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [X] No [ 1
Surface drainage control working properly? Yes [ ] No [X]
Subsurface drainage control working properly'? Yes [ ] No [X]
If active fill, was active spoil disposal determined to be on-going? Yes[X] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock fill is under construction,
Approximately 80%durablc rock by volume? Yes [ ] No [X]
Ifno to above, estimate percentage: 60
Discemoble blanket or core drain forming? Yes [Xj No [ ]
If the fill is completed, compare the size with the size in the latest pro-completion revision?
If the fill is significantly smaller, what is the reason accordingto the documentation or inspector?
Fill surface configuration: Flat
Is the fill situated in landslide topography? Yes [X] No [ ]
Were there ground cracks observed on the fill face or benches? Yes [X] No { ]
Number of benches on fill:
ICY-55
-------
Location of
Cracks
Location o f
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Comments
860-0377
HF 803
Were Ihere depressions on the fill benches? Yes [ j No [ ]
(Potential Water Depth)
Were there areas of erosion on Ihc fill benches? Yes [ ] No [ j
(Maximum Gully Depth)
Were there bulges Of hummocky terrain? Yes f 1 Nu { 1
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [
Did a failure occur on the Fill? Yes [X] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Beuch« #\
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
P.ate of Movement Slow
Extent of Failure Movement Slide
Mass 2
Canse of Movement
Mass 1 Inadequate UndcrDrains
Mass 2
Mass 3
Mass 3
issued fos" fsU failure, \nspectksntech. report (S/T7/9S) cause ^as underdram failure. Lower two benches liquified Did not drain old auger works
ad not completed rernedial repairs at time of field visit.
KY-56
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineer hg
Properties
(SpoU)
Engineering
Properties
(Foundation)
Fhreatic Surface
Construction
Documentation
and Certifications
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
f- i *
C racks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location "f
Springs/Seeps
Location ef
Changes
Movement
Characteristics
Comments
SS 0-0377
HF*4
Were there depressions on the fill benches? Yes [ ] No [ J
(Potential Water Depth)
Were there areas of erosion on the fill benches'? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No f
Were there springs or seeps observed in disposal areas? Yes f } No [ ]
Did a Failure occur on the fill?
f so, enter the source of information on the failure:
Stage of construction during failure:
Yes[ ] Nope]
Mass 1
Mass 2
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Massl
Mass 2
Mass 3
limit SmnsfK from LeslieResoraces MI 4/29/99, permit It 860-0501
riginal fill was completed on &/19/96 , new fill places additional material on old fill.
ICY-58
(Maximum Gully Depth)
Mass 3
-------
Kentucky
Cheyenne Resources
Surface Mine Job #3
Permit: 860-0377
Fill: HF# 03
Permit: 860-0377 Fill: HF# 03
KY-59
-------
Kentucky
Cheyenne Resources
Surface Mine Job #3
Permit: 860-0377
Fill: HF# 03
Permit: 860-0377
KY-60
Fill:HF#03
-------
Kentucky
Cheyenne Resources
Surface Mine Job #3
Permit: 860-0377
Fill: HF# 03
Permit: 860-0377
KY-61
Fill: HF# 4
-------
BLANK PAGE
KY-62
-------
Kentucky
Coal Mac Mining, Inc.
No Mine Identifier
Permit: 498-0204
Fill: HF#1
Fill: HF#2
KY-63
-------
BLANK PAGE
KY-64
-------
Company: Coal Mac Mining, Inc.
Permit: 498-0204
State: K.Y
County: Pike
Latitude: 37-37-12
ongitudc: 82-20-18
Fill: HF#J
Mine; N/A
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [X] No [ ]
06/15/00
Yes fX| No { ]
12/31/99
Date of permit file review:
Date fill contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
06/14/00
/ /
12/31/87
1
92
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Cs round
Level Review
As constructed
Revision
Original design
Conventional
Conventional
Durable Rock
1400
18.3
0.4
Flat
1500
1000
4.2
27.0
Perimeter
Underdrain
REAME
1.6
1.3
125
30
200
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pef)
Friction Angle
Cohesion {psf)
Uriit Weignt (pel)
Friction Angle (deg-)
Cohesion (psf)
1400
18.3
0.4
Flat
1500
1000
4,2
27.0
Perimeter
Underdrain
REAME
1.6
1.3
125
30
200
1250
15.6
0.4
Hat I
1600
1050
4.2
27.0
Perimeter
Grav. Segregated
REAME
!.7
1.3
125
30
200
P-.05
P-.O5
P-.05
Appl. Phase
Certification
Appl.Quarterh/
Certification
Photography
Type
Foundation Preparation
Underdraias
Surface Drains
Grading and Revegetation
Final Certification
Yes[ ] No IX]
Yes[ 1 No [X]
Yesf ] No[X]
Yes[X] No I ]
Yes IX] No [ ]
4/S7
4/87
If a DRF, did the photographs show the rock blanket or eore undcrdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOVs written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active till, was active spoil disposal determined to be on-going?
If spall disposal site inactive, liow long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Disceraable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-compktian revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is die fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Notie
None
None
None
None
Yes [ j No [ ]
ACXt
Toward Fill
Yes [X] No[ 1
Yes[X] No[ ]
Ycs[X] Not 1
Yes[ 1 No I ]
Yes [ ] No [ ]
Yes[ ] No[ ]
Same
Flat
Yes[ ] No[X]
Yes[ ] No[X]
KY-65
-------
Location
Length (ft) Width (ft)
Depth (in)
Location "f
Cracks
Location of
Depressions
Location of
*
Erosion Areas
Location "f
Ground Bulges
Location "f
Springs/Seeps
Location "f
Changes
Movement
Characteristics
Comments
498-0204
HF*1
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Deptn)
Were there areas <£erosion on the 611 benches? Yes [ ] Nu [ ]
Were there bulges or huminocky terrain? Yes [ J No f ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
I
Did a failure occur on the fill? Yes [x] No [ ]
f so, enter the source of information on the failure: DEP Inspector
Stage of construction during failure: Active - Post Construction, Inactive - Post Constr
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1 UndergroundMine Drainage
Mass 1
Mass 3
Mass 2
(Maximum Gully Depth)
Mass 3
Passive fill failure in uppsjr terrace Causation duety underground mine drainageintotbe fill DSMRE aw e d non-compliance #057293 on April 19, 1993 Remedial measures
quired an engineering plan to be submitted and is in Revision #5
KY-66
-------
Type of Fill
Conventional
s.zeofFi|| 2100 Length (ft)
17,4 ^rea (acres)
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatie Surface
Construction
Documentation
Aerial Survey
and Ground
Level Review
1 .4 Volume (mcy)
Flat
1400 Crown (ft)
900 Toe (ft)
4.6 Toe Foundation (%)
--- - =-,
Perimeter
Underdrain
REAME
Conventional
2100
17.4
1.4
Flat
1400
900
4.6
- --
Perimeter
Underdrain
REAME
Durable Rack
1300
12.3
1.4
Flat
1400
1000
4.6
27.0
Perimeter
Gray. Segregated
REAME
1 ,5 Static
1.1 Seismic
1 25 Unit Weight (pcf)
30 Friction Angle
200 Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psi)
P-.os
1.5
1.1
125
30
200
P-.05
1.6
1.3
125
30
200
P-.05
Foundation Preparation Yes [ ] No [X]
Uncterdrains Yes [ ] No [X]
Surface Drains Yes [ ] No [X]
Grading arid Revegetation Yes [X] No [ ]
Final Certification Yes [xj No [ ]
If a DRF, did the photographs show the rock blanket
3/87
3187
or core Underdrain by gravity segregation?
Dip of strata relative to fill:
Were hiOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active till, was active spoil disposal determined to be on-going?
Ff spoil disposal Site inactive, how
long was disposal operation idle (months)?
None
None
None
None
None
Yes[ ] No[ ]
Toward Fill
Yes [X] No [ J
Yes[X] No( ]
Yes[X] No[ ]
Yesf ] No[ ]
ICY-67
-------
Location
UnKth (ft) Width ffll
Depth (in)
Location of
Crack;
Location of
Depression?
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
498-0204
HF*2
Were there depressions on the fillbenches? Yes [ ] No [ J
Were there areas of erosion on the fill benches? Yes [ J No f ]
Were there bulges or hummocky terrain? Yes [ J No [ ]
Were there springs or seeps observed in disposal areas? Yes [ j No [
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the fill? Yes [X] No [ ]
fso, enter the source k>f information on the failure: DEP Inspector
Stage or constructionduring failure: Active - Post Construction, Inactive - Post Constr
Mass 1 Mass 2
Bench £
Length (ft)
Width (ft)
Scarp Height (A)
Depth to Slip Plane (Aj
Transport Distance (A)
Rate of Movement Slow-
Extent of Failure Movement
Cause of Movement Massl Inadequate UnderDrains
Mass 2
Mass 3
(Potential Water Depth)
(Maximum Cully Depth)
Mass 3
iMRE issued N/C 053389 on April S, 198? and 1DCO 050343 Massive failure apparently due to Hilda-drain problems Approximately 8 5 acres off site damaged by slide
nendment £ I (submitted 5/01/87) included remedial measures for the fill failure
KY-68
-------
Kentucky
Coal Mac Mining, Inc.
No Mine Identifier
Permit: 498-0204
Fill: HF# 1
Permit: 498-0204
KY-69
Fill: HF# 1
-------
Kentucky
Coal Mac Mining, Inc.
No Mine Identifier
Permit: 498-0204
Fill:HF#2
Permit: 498-0204
KY-70
Fill:HF#2
-------
Kentucky
CZAR Coal Corp.
Panther Fork Mine
Permit: 880-0122
Fill: HF#2
KY-71
-------
BLANK PAGE
ICY-72
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage.
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Properties
(Foundation)
Phreatic Surface
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
1300
228
3.4
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (dcg.)
1237
865
7.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.4
1.1
125
30
200
Unit tf eight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
Certification
certification
Type
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Prepsiration
Underdrains
Surface Drains
Grading andRevegetation
Final Certification
Yes 1 J No [XI ]/90
Yes [ 1 Nu [X] 3/91
Yes [ I No [X] 1/93
Yes[ J No[X] 1/93
Yes [ 1 No [X]
If a DRF, did the photographs show the rock blanket or core underdroin by gravity segregation? Yes [X]
JfnnnH^t^r, dim:
Dip of strata relative to Fill:
Were NOV's written on thr fill? YDS [X]
Surface drainage control working properly? Yes [ ]
Subsurface drainage control working properly? Yes f ]
l~fic live fill, was active spoil disposal determined to be on-gomg? Yes [ ]
If spoil disposal site inactive, how longwas disposal operation idle (months)?
None
B&W
None
None
No[ ]
Text
No[ ]
No[X]
No[X]
No[ ]
If a durable rock fill is under construction
Approximately 80% durable rock by volume? Yes [ ]
if no to above, estimate percentage:
Discernible blanket or core drain forming? Yes [ ]
Ifthc fill is completed, compare the size with the size in the latest pre-completion revision?
No[ ]
No[ ]
Same
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ]
Were there ground cracks observed on the fill face or benches? Yes [X]
Number of benches on fill:
Mat
No[ ]
No[ ]
KY-73
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Crack*
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
SSa-0122
HF«2
Were there depressions on the fill benches'? Yes [ ] Nu [ J
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [X] No [ ]
Were there bulges or hummocky terrain? Yes [ J No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [x] No [ ]
Did a failure occur on the till? Yes [x] No [ ]
f so, enter the source of information on the failure: OEP Inspector
Stage of construction during failure:
Mass 1 Mass 2
Bench It 1
Length (ft)
Width (ft)
Scarp Height (ft)
Depth id Slip Plane (ft)
Transport Distance (A)
Rats of Movement Slow
Extent of Failure Movement Bulge
Cause of Movement Mass 1 Inadequate UnderDrains, Underground Mine Drainage
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
ide caused by undergoimd mining draining into fill Drainage saturated fill due to inadequate underdrain Heavy Pe staining drainage at toe of ill] Entire fill shows movement
KY-74
-------
Kentucky
CZAR Coal Corp.
Panther Fork Mine
Permit: 880-0122
Fill: HF# 2
l
Permit: 880-0122 Fill: HF# 2
KY-75
-------
Kentucky
CZAR Coal Corp.
Panther Fork Mine
Permit: 880-0122
Fill: HF# 2
.%>
-
-------
Kentucky
EDCO Energy Corp.
EDCO Mine
Permit: 836-0100
Fill: HF#1 (No Photo)
KY-77
-------
BLANK PAGE
KY-78
-------
Company: EDCO Energy Corp.
Permit: 836-0100
State: KY
Count): Floyd
Latitude: 37-33-55
Longitude: 82-47-10
Fill: HF#1
Mine: EDCO Mine
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of Ihe air survey?
Date of survey:
Yes [x] No [ ]
06/22/00
Yes [X] No [ 1
72731/99
Date of permit file review:
Date fill contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
05/03/00
/ /
/ /
81
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Usetl
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
ami Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Conventional
Length (ft)
Area (acres)
Volume (nicy)
1500
22.S
1.0
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1380
800
12.0
27.0
Perimeter
Underdrain
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Appl. Phase
Certification
AppI.Quarterly
Certification
Photography
Type
Foundation Preparation
Undcrdrains
Surface Drains
Grading andRevegelalion
Final Certification
Ycs[ ] No[X]
Yes[ J No[x]
Yes[ ] No [XI
¥33 [ ] No [X]
Yes[ ] No(X]
None
None
None
None
None
If a DRF, did the photographs show' the ruck blanket or core underdrain by gravity segregation? yes 1 I
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [X]
Surface drainage control working properly? Yes [ ]
Subsurface drainage control working properly? Tfes [ j
If active fill, was active spoil disposal determinedto be on-going? Ifes [ j
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 8$% durable rock by volume? Yes [ 1
If no to above, estimate percentage :
Disceraablc blanket or core drain forming? Yes [ ]
If the fill is completed, compare the size with the size in the latest pre-cornpletion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yen [ 1
Were there ground cracks observed on the fillface or benches'? Yes [ j
Number of benches on Al 1 :
No[ 1
Text
No[ ]
No[ ]
No 1 J
No[ ]
No I 1
No[ ]
Same
No[ 1
No I ]
KY-79
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location Of
Ground Bulges
Location Of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
«36-0100
HF#1
Were there depressions on the fill benches? Yes I ] No [ 1
(Potential Water Depth)
Were there areas of erosion on the fillbendies? Yes[ ] Nu [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ 1
Were there springs or seeps observed in disposal areas? Yes [ 1 No [ J
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
1
2
3
4
5
6
Did a failure occur on the fill? Yes [X] No [ ]
so, enter the source of information on the failure: DEF Inspector
Stage of construction during failure: Active - Post Construction, Inactive - Post Constr
Mass I Mass 2
Bench i
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plaae (A)
Transport Distance (A)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1 Durability of Rock, Thick Soil Foundation
Mass 2
Mass 3
JM inspection (original) 7/86 following fill failure
M inspection 06/22/00 showed that fill was stable Final Bond release - 12/09/97
(Maximum Gully Depth)
Mass 3
KY-80
-------
Kentucky
Elkhorn Coal Corp.
Homer Short Surface Mine
Permit: 880-0130
Fill: HF#1 (No Photo)
Fill: HF#2
Fill: HF#3
Fill: HF#4
Fiii: HF #5
Fill: HF #6 (No Photo)
Fill: HF #7 (No Photo)
Fill: HF #8 (No Photo)
Fill: HF#9
KY-81
-------
BLANKPAGE
KY-82
-------
Company: Elkhorn Coal Corp.
Permit: 880-0130
State: KY
County: Martin
Latitude: 37-46-57
.ongitude: 82-37-05
Fill: HF#1
Mine: Homer Short Surface Mine
Was this fill visited at ground level? Yes[x] No [ ]
Date of visit:
Had the till been reclaimed at the
time of the air survey?
Date of survev:
07/28/99
Yes[ ] No[X]
12/31/99
Date of permit file review: 04112100
Date fill contraction started: 03/05/98
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 92
Type of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original desien
Durable Rock
Volume (mcy)
1.0
Crown (ft)
Toe (ft)
ToeFoundation(%)
Fill Face (deg )
1000
750
10.0
27.0
Perimeter
Underdrain
REAME
Static
Seismic
Unit Weight (pcf)
Friclion Angle
Cohesion (pst)
1.5
1.2
125
24
160
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
AppL Phase
Certifi cation
Appl.Qua rterly
Certification
Photography
Type
Foundation Preparation
Undcrdrams
Surface Drains
Grading and Revegelation
i-inal Certification
Yes[ ] No[X]
Yes[ ] No[xj
Yes [ ] No [X]
Yes[ ] No[X]
Yes[ j NoM
9811
98/1
00/1
00/1
B&W
u&w
None
None
It" a DRF. did the photographs show the ruck blanket or core miderdrain by gravity segregation? Yes [ J
Foundation data:
No[ ]
Text
Dip of strata relative to fill:
If active fi
Were NOV's written on the fill? Yes [ ]
Surface drainage control working properly? Yes [Xl
Subsurfacedrainage control working properly? Yes [XJ
1, was active spoil disposal determined to be on-going? Yes [XJ
No [XJ
No[ ]
No[ ]
No[ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by vohime? Yes [X]
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [X]
No[ ]
No[ ]
If tlie fill is completed, compare the size with the size in the latest pre-completion revision?
If the till is significantlysmaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ]
Were there ground cracks observed on the fillfacc or benches? Yes [ ]
Number of benches on fill:
Flat
No[X]
No [XI
ICY-83
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks *
Location of
Depressions
Location ©f
Erosion Areas
Location of
Ground Bulges*
Location of
Springs/Seeps
Location of
j-i. *
Changes
Movement
Characteristics *
Comments
880-0130
HF*1
Were there depressions on the fill benches? Yes [ ] No [
(Potential Water Depth)
Were there areas of erosion on the fill benches'? Yes [ ] No [
Were there bulges or hummoeky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ I No [ \
Were changes in vegetation or spoil color observed Oil fill? Yes I ] No I ]
Did a failure occur on the fill? Yes [ ] ND I }
f so, enter tire source ofinformalion on the failure;
Stage of construction during failure:
Mass 1
Bench *
Length (ft)
Width (ft)
Scarp Height (R)
Depth to Slip Plane (A)
Transport Distance (A)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
n 04/24/OO-Fiil # 1 was 99% complete
uarterly certs but no critical phase certs Only original celt (3105198) had photos
onsiructed underdram- 16' x 8'
(Maximum Gully Depth)
Mass 3
KY-84
-------
Company: Elkhorn Coal Corp.
Permit; 880-0130
State: KY
County: Martin
Latitude: 37-47-03
Longitude: 82-37-29
Hill: HF#2
Mine: Homer Short Surface Mine
Was this fill visited at ground level? Yes [X] No [
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
07728799
Yes f | No [X]
12131199
Date of permit file review: 04112100
Date fill contraction started: 01131198
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 92
Type of Fill
She "f Kill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
I'lireatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Length (it)
Area (acres)
Volume (mcy)
830
4.0
0.5
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (dcg.)
990
S3 II
6,0
27.0
Perimeter
Underdraia
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.6
1.2
125
24
160
Unit Weight (pel)
Friction Angle (deg.)
Cohesion (psl)
P-.05
Appl. Phase
Certification
Appl. Quarterly
Certification
Photography
Type
Foundati
on Preparation Yes [
Unde-rdrains Yes [
Surface Drains Yes [
Grading and Revegetaiion Yes [
Fir
a! Certification- Yes [
] No[X]
] Nu [X]
] No[X]
1 No [X]
] No[ ]
98/1
9811
0011
00/1
B&W
"None
None
None
If a DRF, did the photoc
raphsshowthe rock bl
inket or core underdrawn by gravity segregation? Yes [X]
Foundation data:
No [ ]
Text
Dip of strata relative to fill:
Were NO Vs. written on the fill? Yes [ ]
Surface drainage control working properly? Yes [X]
Subsurface drainage control working properly? Ifes [XJ
If active till, was activespoil disposal determined to be on-going? Yes [X]
If spoil disposal site inactive,
hov, long was disposal operation idie (months)?
No [X]
No [ 1
No [ ]
No[ ]
Ifa durable rockfill is under construction,
If the till is completed, compare the sue with the
Approximately 80% durable rock by volume? Yes [X]
If no to above, estimate percentage:
Discemable blanket or core drain forming? Yes [X]
size in the latest pre-c.ompk£ion revision?
No[ 1
No [ ]
Tf the till is significantly smaller, what is the reason according to the documentation or inspector?
Were there £
Fil! surface configuration:
Is the till situated in landslide topography? Yes [ ]
Around cracks observed on the fill face or benches? "fes r i
Number of benches on fill:
Flat
No[X]
No[XJ
KY-85
-------
Location
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
880-0130
Hpf 2
Length (ft) Width (fl)
Depth (in)
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes f 1 No f ]
(Maximum Gull) Depth)
Were there bulges or hummocky terrain^ Yes [ ] No [ ]
Were there springs or seeps observed m disposal areas? Yes [ 1 No [ 1
Were changes in vegetationor spoil color observed on fill? Yes [ ] No [ ]
I
Did a failure occur on the fill? Yes [ ] No [ ]
'so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench £
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
Mass 3
i 04/24/00 Fill # 2 was 99% complete
mrterty certs but no critical certs. Only origirtal(01/31/98) had photos.
instructed underdrain IQ' \ 4'
ICY-86
-------
Company
Permit:
State:
County:
Latitude:
Longitude:
'• Elkhorn Coal Corp,
880-0130
KY
Martin
37-47-08
82-37-30
Fill: HF#3
Dale of permit file review: 04112100
Mine: Homer Short Surface Mine Dale fill contraction started: 07731/98
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
lime ol the air survey?
Date of survey:
Yes [x] No[ ] Finished: / /
07128199 Number of fill size revisions: 1
, %Sandstone in overburden: 92
Yes [ ] No [X)
72737799
Type of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Volume (mcy)
Crown (it)
Toe (ft)
Toe Foundation {%)
Fill Face (deg )
Stalic
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Durable Rock
1.0
Flat
881
770
2.0
27.0
ftriimer
Underdrain
REAME
125
24
160
Durable Rock
0.8
Flat
870
770
2.0
27.0
Perimeter
Underdrain
REAME
1.5
1.2
125
24
160
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
AppL Phase
Certification
AppL Quarterly
Certification
Photography
Type
Foundation Preparation Yes [ ] No [X] 9811
Uuderdrains Yes [ J No [xj 98/1
Surface Drains Yes\ ] No [X] 00/1
Grading andRevegefation Yes [ ] No[X] 00/1
r'mai Certification Yes [ j No [ j
Color
None
None
None
Tf a DRF. did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [X]
Foundation data:
Dip of strata relative to fill:
Were NOV's writien on the fill? Yes [ ]
Surface drainage control working properly? Yes [X]
Subsurface drainage control working properly'? Yes [XJ
If active fill, was active spoil disposal determined to be on-going? Yes [X]
If spoil disposal site inactive, how long was disposal operation idle (months)?
F a durable rock fill is under construction,
Approximately 80% durable rock by volume'? Yen [X]
If no to above, estimate percentage
Discernable blanket or core drain forming? Yes [X]
If the fill is cooiplcted, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ]
Were there ground cracks observed on the fill face or benches? Yen [ 1
Number of benches on till:
No[ ]
lext
No[Xj
No[ J
No[ 1
No [ ]
No [ ]
No[ ]
Larger
No [XI
No[X]
KY-87
-------
Location
Length (ft) Width (ft) Depth {in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S 80-0130
BF# 3
Were there depressions on the fill benches? Yes [ ] No [ J
(Potential Water Depth)
Were there areas of erosion on the ill! benches? Yes [ ] No f ]
Were there bulges or hiimmoeky terrain? Yes [ ] No [
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
1
2
3
4
5
6
Did a failure occur on the fill? Yes [ ] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass!
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
n 1/20/99 Fill rf 3 was 98 % completed
onstmcted underdrain 10' s 4'
(Maximum Gully Depth)
Mass 3
KY-*
-------
Company: Elkhorn Coal Corp.
Permit: 880-0130
State: KY
County: Martin
Latitude: 37-47-14
.ongitude: 82-37-25
Fill: HF#4
Mine: Homer Short Surface Mine
Was this fill visited at ground level? Yes [X]
No[ ]
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
07/28/99
Yes[ ] No[X]
12/31/99
Date of permit file review: 04/12/00
Date fill contraction started: 01/02/00
Finished: 02/28/99
Number of fill size revisions:
%Sandstone in overburden: 92
Type of Fill
Size of Fill
Surface
Co nil pi ration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
1660
116
0.9
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
JOOO
850
4.0
27.0
Perimeter
tlnderdrain
REAME
Static
Seismic
1.5
1.2
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
Appl. Phase
Certification
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [X] No [ J
Underdrains Yes [X] No [ ]
Surface Drains Yes [ ] No [X]
Grading and Revegetation Yes [ ] No [X]
Final Certification Yes [ ] No [ ]
AppLQuarterly
Certification
99/1
99/1
00/1
00/1
If a DRF, did the photographs show the rack blanket or core undcrdrain by gravity segregation?
Photography
Type
Yes [X]
Foundation data;
Color
Color
None
None
No[ ]
Text
Dip of strata relative to fill
If active fill.was
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
active spoil disposal determined to be on-going?
Yes[ 1
Yes [X]
Yes [X]
Yes[ ]
No [X]
No [ ]
No[ ]
No[ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
f a durable rock fill is under construction,
Approximately 80%durable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain fanning?
Yes [X]
Yes [X]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
No[ ]
No 1 1
Same
If the fill is significantly smaller, what is the reason according to the documentationor inspector?
Fill surface configuration:
1 s the fill situated in landslide topography?
Were there ground cracks observed on the 611 face or benches?
Number of benches on fill:
Yes[ ]
Yes[ ]
Flat
Nu[X]
No[X]
KY-89
-------
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location "f
Erosion Areas
Location of
Ground Bulges'
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
880-0130
HF»4
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the till benches? Yes [ ] No [ 1
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No f
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ I
Did a failure occur on the filly Yes [ ] No [ J
f so, enter the source of information on the failure:
Stage of construction during failure-
Mass 1
Bench*
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass J
Mass 2
Mass 3
Mars 2
n04/24/00 F i 11 #4 was 99% complete
titial cert (04/27/99) had color photos. No other critical phase certs or photos
onstnictcd underdram ID' x 4'
(Maximum Cully Depth)
Mars 3
KY-90
-------
As constructed
Revision
Original design
Type of Fill
She of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
CGiitrol
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
575
2,0
0.2
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (dcg.)
1000
870
12.0
27.0
perimeter
Underdrain
REAME
Static
Seismic
1.6
1.2
Unit Weight (pet)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
P-.05
Aerial survey
and Ground
Level Review
Appl. Phase
Certification
Appl.Quarterly
Certification
Photography
Type
Foundation Preparation Yes [Xl No [ ] 99/1
Underdrains Yes [X] No [ ] 9911
Surface Drains Yes [ J No [X] 00/1
Grading and Revegetati on Yes [ ] No [X] 00/1
Final Certification Yes [ ] No [ j
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [X]
Foundation data:
Dip of strata relative to fill:
Were NQV's written on the till? Yes [ 1
Surface drainage control working properly? Yes [X]
Subsurface drainage control working properly? Yes [X]
If active fill, was active spoil disposal determined to be on-going? Yes [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
if a durable rock fill is umler construction,
Approximately 80% durable rock by volume? Yes [ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [X]
If the fill is completed, compare the size, with the size IE the latest pre-completion revision?
If the f i 1 1 is significantly smaller, what is the reason according, to the documentation or inspector?
Fill surface configuration:
Ts the fillsituatcd iniandslide topography? Yes ( ]
Were there ground cracks observed on the fill face or benches? Yes [ ]
Number of benches on fill:
Color
Color
None
None
No[ ]
Text
NO[X]
No[ ]
No[ ]
No[ ]
No[XJ
50
No[ ]
Same
Flat
No[X]
No [X]
KY-91
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
_ i *
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location Of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
8SO-0130
HF*5
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes ( ] No [ ]
Were changes in vegetation or spoil color observedon fill? Yes [ ] No [ }
Did a failure occur on the till? Yes [ ] No [ ]
so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mans2
Mass 3
Mass 2
.04/24/00 Fill # 5 was 99% complete
iginal cert (04127199)had color photos No other critical phase certs or photos
instructed undei drain ]0' x 4'
(Maximum Gully Depth)
Mass 3
KY-92
-------
Company: Elkhorn Coal Corp.
Permit: 880-0130
State: KY
County: Martin
Latitude: 37-47-16
Longitude: 82-37-17
Fill: HP #6
Mine: 'Homer Short Surface Mine
Was this till visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[X] No[
07/28/99
Yes[ ]
12/31/99
No [X]
Date of permit file review: 12/31/99
Date fill contraction started: / /
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 92
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Ting I nee ring
Properties
(Foundation)
Phreatic Surface
Construction
Do eumenta tion
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
475
0.8
no
Crown (ft)
Toe (ft)
ToeFoundation{%)
Fill Face (deg.)
1000
875
12.0
Perimeter
Underdrain
REAME
Static
Seismic
Unit Weight (pd)
Friction Angle
Cohesion (psf)
1.5
1.2
125
24
160
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (pst)
P-.05
Appl. Phase
Certification
Appl. Qua rterly
Certification
Photography
Type
Foundation Preparation
Underdrain s
Surface Drains
Grading and Revegetation
Final Certification
Yes[ ] No[X]
Yes[ ] No[X]
Ycs[ ] No[X]
Yes[ J No[X]
Yes [ ] No [ ]
Y
Y
If a DRP, did the photographs sliow the rock blanket or core underdrain by gravity segregation'?
foundation data:
Yes[ j
None
None
None
None
No[ J
Text
Dip of strata relative to fill:
Were NOV's written on tlie fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
Yes[ ]
Yes [X]
Yes [X]
Ye5[ ]
No [X]
No[ ]
No[ ]
No[X]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable ruck fill is under construction,
Approximately 80% durablerock by volume?
If no to above, estimate percentage :
Disccrnable blanket or core drain forming?
Yes [X]
Ycs[X]
No[ ]
No[ ]
If the fill is completed, compare the size with the size in the latest pre-cornpfction revision?
If the fill is significantly smaller, what is the reason accordingto the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches'?
Number of benches on fill:
Yes[ ]
Yes[ ]
Flat
No[X]
No[X]
KY-93
-------
Location
Length (ft) Width (ft) Depth (in)
Location 0 f
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location Of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the fill benches'! Yes [ ] No [
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes II No [ I
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No f ]
1
DidafailureoccuronthefillV Yes [ ] No [
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench 4
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (A)
Rare of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass!
Mass 3
Mass 2
On 04/24/00Fill** was 99% complete
uarterly certs only - begin with 04/27/99 with Fill 60% complete
Constructed undcrdrain 10' x 4'
(Maximum Gully Uepth)
Mass 3
ICY-94
-------
Company: Elkhorn Coal Corp.
Permit: 880-0130
Fill: HF#7
Mine: Homer Short Surface Mine
Date, of permit file review: 04/12/00
Date fiil contructiori started: 04/27/99
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Prwperti •
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Durable Rock
Length (A)
Area (acres)
Volume (mcy)
700
1.8
0.2
Crown (A)
Toe (A)
Toe Foundation (%)
Fill Face (deg.)
1000
800
12.0
27.0
Perimeter
Under drain
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.7
1.3
125
24
160
Unit Weight (pcf)
Fiction Angle (deg.)
Cohesion (psf)
P-,05
Aerial Survey
and Ground
Level Review
Appl. Phase
certification
AppL Quarterly
Certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading and Revegetation
Final Certification
Yes[ ] No[X]
Yes [ ] No IX]
Yes [ ] No [XI
Yes[ 1 No[X]
Yes[ j No[ ]
99/01
99/02
00/1
0011
If a DRF, did the photographs show the ruck blanket or core imderdrain by gravity segregation?
Foundation data:
Yes[ ]
None
None
None
None
No[ J
Text
Dip of strata relative to fill:
If active fill,
1 Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
was active spoil disposal determined to be on-going?
Yes I I
Yes [X]
Yes [X]
Yes[ 1
No [XI
No[ ]
No[ ]
No I 1
if spoil disposal rite inactive, how long was disposal operation idle (months)?
f a durable rock fill is under construction,
Approximately S0% durable rock by volume?
If no to above, estimate percentage:
Discernible blanket or core drain forming?
Yes [X]
Yes [X]
No[ J
No[ ]
Jf the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topopaphy?
Were there ground cracks observed on the fill face or benches?
Number of benches on fili:
Ycs[ ]
Ycs[ ]
Flat
No IX]
No[X]
KY-95
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location af
Springs/Seeps
Location of
Changes
Movement
Cfaa raeteristks
Comments
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the flit benches? Yes [ } No [ ]
Were there bulges or Immmocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes f ] No [
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ j
1
2
3
4
5
6
Did a failure occur on the Ell? Yes [ j No [ ]
If so, enter the source of information on the failure:
Stage of construction during failure:
Massl
Bench &
Length (ft)
Width (ft)
Scaip Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
3n 4/27/99 fill had not been started
No critical phase certs or photos in Frankfort or Regional files
instructed rock underdrafn is 10' x 4'
(Maximum Gully Depth)
Mass 3
KY-96
-------
Company: Elkhorn Coal Corp.
Permit: 8SO-013Q
State: K.Y
County: Martin
Latitude; 37-47-28
ongitude: 82-37-26
Fill: HFS8
Mine: Homer Short Surface Mine
Was this fill visited at ground level? Yes[X) No [ ]
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
07/28/99
Yes[ ] No[X]
12/31/99
Date of permit file review: 04/12/00
Date fill contruction started: 01/02/00
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 92
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Cronnd
Level Review
As tenstructeil
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
1650
12.1
1.1
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1000
825
3.0
Perimeter
Underdratn
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.5
1,1
125
24
160
Unit Weight (pcf)
Friction Angle (deg,)
Cohesion (psf)
P-.05
Appl. Ftiase
Certification
AppLQuarterly
Certification
Photograph?
Type
Foundation Preparation Yes [x] No [ ]
Underdrains Yes [X] No [ ]
Surface Drains Yesf ] No [X]
Grading and Revegctation Yes f ] No [X]
Final Certification Yes [ j No [ ]
99/2
99/2
Color
Color
None
None
If a DRF. did the photographs show the rock blanket or core imderdrain by gravity segregation? Yes [X] No [ J
Foundation data: Text
Dip of strata relative to fill:
Were NOVswriUeu on the fill? Yes [ J No [X]
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately S0% durable rack by volume?
If tie* to above, estimate percentage:
Diseernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest prt-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situflted in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[X] No[ ]
Ycs[X] No[ J
Yes[ ] No[X]
3
Yes[X] No[ ]
Yes [XI No[ ]
Fiat
Yes[ ] No[X]
Yes[ ] No[XJ
KY-97
-------
Location "f
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the fillbenches? Yes [ ] No [ 1
(Potential Wafer Depth)
Were there areas of erosion on the fillbenches? Yes [ J No [ j
Were there bulges or hummocky terrain? Yes { 1 No [ 1
Were there springs or seeps observed in disposal areas? Yes [ J No [ J
Were changer in vegetation or spoil color observed on fill? Yes [ ] Nu [ ]
Did a failure occur on the fill? Yes [ ] No [
f so, enter the source- of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (A)
Rate of Movement
Extent of Failure Movement
Mass i
Mass 2
Mass 3
•n 04/24/00ill! # 8 was 99% complete Fill smaller lhan planned but no revision was seen in the fills!
ritical phase with photos only on 4/27/99, remainder are quarterly celts with no pholos
onstructed underdrain ]6! x &
(Maximum Gully Depth)
Mass 3
ICY-98
-------
Company: Elkhorn Coal Corp.
Permit: 880-0130
State: KY
County: Martin
Latitude: 37-47-13
Longitude: 82-37-32
Fill: HF#9
Mine: Homer Short Surface Mine
Was this fill visited at ground level1? Yes [X] No [ J
Date Cfvisit: 01/07/00
Had the till been reclaimed at the
lime ol'the air survey? Yes f 1 No [X]
Date of survey: 12/31/99
Date of permit f i le review: 04/12/00
Date fill contruction started: 01/02/00
Finished: 02128199
Number of fill size revisions:
%Sandstone in overburden: 92
Construction
Documentation
anil Certifications
Aerial Survey
and Ground
Level. Review'
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatk Surface
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
390
0.3
0.0
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1010
875
2.0
27.0
Perimeter
Underdrain
REAME
Static
Seismic
Unit Weight (pcf)
FrictionAngle
Cohesion (psf)
1.5
I.I
125
24
160
Unit Weight (pcf)
FrictionAngle (deg.)
Cohesion (psf)
P-,05
/\ppl. Phase
Ctrfific
-------
Locution
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location Of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
880-0130
HF*9
Were there depressions on the fill benches? Yes [ ] No [ J
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
{Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes f I No [
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the Ell? Yes [ ] No [ J
f so. enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench a
Length (ft)
Width (Ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
Jl 04/24/00 fill # 9 was 99% complete
ritical phase witll photos only on initial cert (4/27/99) Rest are quarterly certs with no photos
instructed underdrain is 10' x 4'
KY-I 00
Mass 3
-------
Kentucky
Elkhorn Coal Corp.
Homer Short Surface Mine
Permit: 880-0130
Fill: HF# 2
KY-101
-------
Kentucky
Elkhorn Coal Corp.
Homer Short Surface Mine
Permit: 880-0130
Fill: HF# 3
Permit: 880-0130 Fill: HF# 3
KY-102
-------
Kentucky
Elkhorn Coal Corp.
Homer Short Surface Mine
Permit: 880-0130
Fill: HF# 3
Permit: 880-0130
KY-103
Fill: HF# 3
-------
Kentucky
Elkhorn Coal Corp.
Homer Short Surface Mine
Permit: 880-0130
Fill: HF# 4 and HF# 5
Permit: 880-0130 Fill: HF# 5
KY-104
-------
Kentucky
Elkhorn Coal Corp.
Homer Short Surface Mine
Permit: 880-0130
Fill: HF# 9
Permit: 880-0130 Fill: HF# 9
KY-105
-------
BLANK PAGE
KY-106
-------
Kentucky
H&D Coal Co., Inc.
Isom Branch
Permit: 898-0440
Fill: HF#1
KY-107
-------
BLANK PAGE
KY-108
-------
Type of Fill
size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spuil)
Engineering
Properties
(Foundation)
1'hreatic Surface
Length [it)
Ares, (acres)
Volume, (mcy)
crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face {(leg.)
Durable Rock
1600
13.6
1.0
Flat
1840
1250
9.4
25.2
Durable Rock
15SO
13.6
1.0
Flat
1800
1250
9.4
25.2
Perimeter
Perimeter
Grav. Segregated
REAME
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pel)
Friction Angle
Cohesion (psf)
1.4
1.1
12S
30
200
1.5
1.2
125
30
200
Unit weight (pci)
Friction Angle (deg.)
Cohesion (psf)
P-.l
P-05
Appl. Phase. Appl, Quarterly
Certification Certification
Construction
Documentation
and Certifications
and Ground
Level Review
Foundation Reparation Yes [ ] No [X] 4/95
Underdrains Yes [ ] No [X]
Surface Drains Yes [ ] No[X] 3/93
Grading and Revegetation Yes [ J No[X] 3/98
Final Certification Yes f 1 No ( ]
IfaDRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the till?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock till is under construction,
Approximately 80% durable rock by volume?
If no lo above, estimate percentage:
Discemabfe blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest prc-complction revision?
If the fill is significantly smaller, what is the reason according to the. documentation or inspector?
^11 surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill race or benches?
Number of benches on fill:
Photography
Type
Yes[ ]
Yes [X]
Y*s[ ]
Yes[ 1
Yes[ ]
Ycs[ 1
Vest ]
Yes[ 1
Yes{X]
R&W
None
B&W
B&W
No[X]
Text
No [ ]
No[X]
No[X]
No[ ]
No ! j
No[ ]
Same
Flat
Nn[X]
No[ ]
ICY-109
-------
Location
Length (ft) Width (ft) Depth (in)
Location "f
Cracks
Location of
Depressions
Location "f
Erosion Areas
Location If
Ground Bulges
Location «f
Springs/Seeps
Location
-------
Kentucky
H & D Coal Co., Inc.
Isom Branch
St--,--*" • vjgfc^, ::-. jjiLv "- . . - -
'^.. "?*^ .•:••* - •**£• . .
,.':^^:> r^&£ft '. ••• .
' ^*'j^';^ "' ""-'''
•
,-
• ^
SS#; *
.*-r- ^
7 '.**
.-. •
Permit: 898-0440
Fill: HF# 1
,— .--_
^<'-^:^
Permit: 898-0440
KY-111
Fill: HF# 1
-------
Kentucky
H & D Coal Co., Inc.
Isom Branch
-", .V* " *?f,Ti "" >
. -\ :V 4 A ~-> .
- ^ "..; i ^.\;, •.^^<^^>^
' ^ ^-• "^:-.^ T-: . --" ." ^^r^?'^
' • - • ^ ' p " / - " . V"v v,s'
-V „ - - f , ,t. *' V:
i^.^... — •-*» r - v •• -- - - »-*;
TTT*^
- -;4.
Permit: 898-0440
Fill: HF# 1
Permit: 898-0440
KY-112
Fill: HF# 1
-------
Kentucky
Lodestar Energy, Inc.
No Mine Identifier
Permit: 836-0261
Fill: HF#3A
Fill: HF#4
Fill: HF#6C
KY-113
-------
BLANK PAGE
KY-114
-------
Company: Lodestar Energy, Inc.
Permit: 836-0261
State: KY
County: Floyd
Latitude: 37-41-34
Migitudc: 82-45-10
Fill; Hf#3A
Mine: N/A
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed ai the
time of the air survey?
Date of survey:
Yes[X] No[ ]
01/07/00
Yes[ ] No[X]
12/31/99
Date of permit file review:
Date fill contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
04/16/99
03/29/93
10/28/98
1
47
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcatie Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Con ven Liotial
Length (ft)
Area (acres)
Volume (racy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg,)
Cohesion (psf)
1019
13.5
1.5
Flat
1000
740
5.2
27.0
Perimeter
Grav. Segregated
REAME
1.5
1.2
125
37
160
P-.05
650
2.8
0.4
Hat
920
750
5.2
27.0
Perimeter
Grav. Segregated
REAME
1.8
1.5
125
30
200
P-.l
Appl. Phase
Certification
AppLQu arterlv
Certification
Photography
Type
Foundation Preparation Yes [ 1
Underdraws Yes [ ]
Surface Drains Yes [ ]
Grading andRevegetation Yes [ ]
Final Certification Yes [ ]
No [X] 93/1
No [X] 93/1
No [X] 94/1
No [XT 9m
No [X] 9S/3
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ]
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [ j
Swfaee drainage control walking properly? Yes [X]
Subsurface drainage control working properly? Yes [X]
If active Oil, was active spoil disposal determined to be on-going? Yes [ ]
None
None
None
None
Hone
Nof ]
Text
No[X]
Nof 1
No[ 1
No[X]
If spoil disposal sits inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ J
If no to above, estimate percentage:
Diseemable blanket or core drain forming? Yes [ ]
If the fill Is completed, compare the size with the size in the latest pre-completion revision?
No[X]
50
No I 1
Larger
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration;
Is the fill situated in landslide topography? Yes [ ]
Were there groutid cracks observed on the fill face or benches? Yes [ ]
Number of benches on fill:
Flat
No[X]
No[X]
KY-115
-------
Location "f
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
836-0261
HFff 3A
Location
Length (ft) Width (ft)
Depth (in)
Were there depressions on the till benches? Yes [1 No [ ]
(Potential Wafer Depth)
Were there areas of erosion on the fillbcnches? Yen[ J No f ]
(Maximum Gully Depth)
Were there bulges or riummocky verrain? Yes [ } No [ }
Were there springs or seeps observed in disposal areas? Yes [ J No [ 1
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the fill?
Fro, entertlie source of information on the failure:
Stage of construction during failure:
Yes [ ] No [ ]
Mass I
Mass 2
Cause of Movemeat
Bench 11
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (fi)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Muss 1
Mass 2
Mass 3
;vision 4 enlarged Fill #3A
naJ cert on original fill 12/29/94, no photos or critical phase certificates
KY-116
Mass 3
-------
Typ& of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Su rface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
Length (it)
Area (acres)
Volume (fncy)
Crown (ft)
Toe (fl)
Toe Foundation (%)
Fill Fate (deg.)
Durable Rock
1895
8.5
2.0
Flat
1400
750
9.5
27.0
Conventional
925
2.9
0.5
Flat
1000
750
9.5
27.0
Perimeter
Grav. Segregated
Static
Seismic
Unit Weight (pet)
Friction Angle
Cohesion (psf)
REAME
REAME
1,5
1.3
125
24
160
Uriitwel8nt
-------
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Lscatior. at
Changes
Movement
Characteristics
Comments
Location
Length (ft) Width (ft) Depth (in)
Were there depressions on the till benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [I No [ ]
Were there springs or seeps observed in disposal areas? Yes I j No [ ]
Werechanges in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did afailure occuron the fill? Yes [ j No [ ]
so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Mass 2
Bench It
Length (K)
Width (ft)
Scarp Height (ft)
Depl'n lo slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent ofFailure Movement
Cause ofMovement Mass 1
Mars 2
Mass 3
ivisioa $3 added i,555,184 cu yds Above lowest 2 coal seams
(Maximum Gully Depth)
Mass 3
ICY-118
-------
Company: Lodestar Energy, Inc.
Permit: 836-0261
State: KY
County: Floyd
Latitude: 37-41-25
ongitudc: 82-44-41
Fill: l!F#6C
Mine: N/A
Was this fil! visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[x] No I J
07/29/99
Yes[ ] No[X]
12/31/99
Date of permit file review:
Date fill contruction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
04/16/99
12/31/99
06/04/99
2
47
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
1250
101.8
28.5
Flat
1150
755
2.7
27,0
Perimeter
Grav. Segregated
REAME
1.8
1.3
125
30
200
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (pst)
Durable Rock
1250
101.8
28.5
Flat
1150
755
2 1
27.0
Perimeter
Gtsv. Segregated
REAME
1.8
1.3
125
30
200
Durable Rock
1537
3.4
Flat
1200
760
2.7
27.0
Perimeter
Grav. Segregated
REAME
1,5
1.2
125
24
160
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.l
P-.l
P-.01
Appl. Phase
Certification
Appl. Quarterly
Certification
Photography
Type
Foundation Preparation Yes [ ] No [X] 95/2
Underdrains Yes [ ] No [x] 95/2
Surface Drains Yes [ ] No [X] 99/2
Grading and Rcvegctation Yes [ ] No [X] 99/2
Final Certification Yes [ ] No [X] 99/2
If a DRP, did the photographs show the rock blanket or c-ore underdrain by gravity segregation? Yes [X]
Foundation data:
Dip of strata relative to fill:
Were NOV!s written on the Jill? Yes [X]
Surface drainage control working properly? Yes [X]
Subsurface drainage control working properly? Yes [ J
If active fill, was active spoil disposal determined to be co-going? Yes [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ]
If no to above, estimate percentage:
Disecmable blanket or core drain forming? Yes [ j
If the fill is completed, compare the size with the size in the latest pre-complctkm revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [X]
Were there ground cracks observed on the fill face or benches? Yes [ ]
Number of benches on fill:
Color
Color
None
None
None
No[ ]
Text
N°[ j
No( ]
NofX]
No[ ]
No[X]
40
No[X]
Larger
Flat
No[ ]
No[X]
KY-119
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
836-0261
HF*BC
Were there depressions on the fillbenches? Yes f ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal srcas? Yes [X] No [
I
2
3 BENCH#3
4
5
20
10
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ j
Did a failure occur on the fili? Yes[ j No [ ]
fso, enter the source of information on the failure:
Stage of construction during failure:
Massl
Mass 2
Cause of Movement
Bench*
Length (ft)
Width (ft)
Scarp Height (ft)
Deptli io Slip Plane (ft)
Transport Distance (fl)
Rate 0 f Movement
Extent of Failure Movement
Mars I
Mars 2
Mass 3
ngineering analysis of fill requested by City of Prestonsburg due t& high level seeps and concern for !ong term stability of fill
iil monitored by U K 5urvev monuments
ICY-120
(Maximum Gully Depth)
Mars 3
-------
Kentucky
Lodestar Energy, Inc.
No Mine Identifier
Permit: 836-0261
Fill:HF#3AandHF#4
KY-121
-------
Kentucky
Lodestar Energy, Inc.
No Mine Identifier
Permit: 836-0261
Fill: HF# 6C
Permit: 836-0261
KY-122
Fill:HF#6C
-------
Kentucky
Martin County Coal Corp.
No Mine Identifier
Permit: 880-0103
Fill: HF#33
Fill: HF#34
ICY-123
-------
BLANK PAGE
KY-124
-------
Company: Martin County Coal Corp.
Permit: 880-0103
State: KY
County: Martin
Latitude: 37-46-15
Longitude: 82-29-51
Fill: HF # 33
Mine: N/A
Was this till visited at ground level?
Date of visit:
Had the till been reclaimed at the
time of the air survey?
Date of survey:
Yes[Xj Nof ]
07/28/99
Yes [ J No[X]
12/3 1/99
Dale of permit tile review:
Date fill contraction started:
Finished:
Number of fill size revisions:
%Sandstonc in overburden:
04/16/99
/ /
/ /
I
97
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Properties
(Foundation)
Phrcatic Surface
construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes'
Movement
Characteristics
Comments
880-0103
HF*33
Were there depressions on the fill benches? Yes [ j No [ ]
(Potential Water Depth)
Were (here areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummoeky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ J
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the fill?
f so, enter the source of information on the failure:
Stage of construction during failure:
Yes[ ] No[ 1
f ass 1
Mass 2
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 1
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
11 * 33 added in Amendment #3, replaced Fill HI SB
jarterly certs-on 4/12/99, 7/13/W,]O/27/99iOI/!8/99,04/14/«9 ALL HAVE COLOR PHOTOS (Reg. Office files only) No discussion of% completed or notes that the certs are
itical stage certifications.
ICY-126
-------
Type of fill
Size of Pill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrearic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (it)
Area (acres)
Volume (tncy)
2500
20.5
6.5
crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (dcg.)
1600
720
8 0
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.4
1.1
125
34
160
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
Appl, Phase AppLQuarterly
Certification Certification
Foundation Preparation Yes [ ] No [X] 03199
Underdrains Yes [ ] No [x] 04199
Surface Drains Yes [ ] No( ]
Grading and Revegetatkm Yes 1 ] No [ ]
Final Certification Yes [ ] No T 1
Photography
Type
Color
Color
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the flip
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposaldetermined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rockfill is under construction.
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Diseeraable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-complction revision?
1 f the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fillsituated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes [X] No [ ]
Text
Yes [ ] No [X]
Yes I ] No[Xj
Yes [X] No [ )
Yes pC] No [ ]
Ycs[x] No[ ]
Yes[X] No[ ]
Yes[ ] No[X]
Yes [ j No [X]
KY-127
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges'
Location of
Springs/Seeps
Location sf
Changes
Movement
Comments
Were there depressions on the fill benches? Yes [I No [ I
Were there areas of erosion on the fill benches? Yes ( ] No [ ]
Were there bulges or rmmmocky terrain? Yes [ ] No { ]
Were there springs or seeps observed in disposal areas? Yes[ ] No [ ]
Were changes in vegetation or spoil color observed on fill'? Yes [ ] No [ ]
Did a failure occur on the fill1
If so. enterthe source of information on the failure:
Stage of construction during failure:
Yen[ ] No[
Mass 1
Mass 2
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
P*ate of Movement
Extent of Failure Movement
Mass I
Mass 2
Mans 3
(Potential Water Depth)
(Maximum Gully Depth)
Mass 3
ill #34 added on 10/27/99 in Amendment #4 (MPA-J)
wingflli construction technique
Quarterly certs 7/12/99,10/27/99 01118100,04/14/00 ail hare color photos (Regional Office only) None are marked critical stage certifications
ICY-128
-------
Kentucky
Martin County Coal Corp.
No Mine Identifier
Permit: 880-0103
Fill: HF# 33
','•• •••- • *S "Q^
Permit: 880-0103
KY-129
Fill:HF#33
-------
Kentucky
Martin County Coal Corp,
No Mine Identifier
Permit: 880-0103
Fill: HF# 33
Permit: 880-0103
KY-130
Fill:HF#33
-------
Kentucky
Martin County Coal Corp,
No Mine Identifier
s?
Permit: 880-0103
Fill: HF# 34
Permit: 880-0103 Fill: HF# 34
KY-131
-------
BLANK PAGE
KY-132
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill: HF#13
Fill: HF#14
Fill: HF#15
Fill: HF#16
Fill: HF#17
Fill: HF#18
ICY-133
-------
BLANK PAGE
KY-134
-------
Company: Miller Brothers Coal
Permit: 813-0207
State: KY
Count?: Broathitt
Latitude; 37-35-31
Longitude: 83-U.-27
Fill: HF#13
Mine; Wolf Creek #1
Was this fill visited at ground level1?
Date of visit:
Had the fill been reclaimed at the
time of the air Survey?
Date of survey:
Yes[x] NoL ]
06108199
Yes [ ] No [X]
12131199
Date of permit file review:
Date till contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
04/16/99
06/08/99
/ /
52
Type of Fill
Sixeof Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original
Durable Rock
Length (A)
Area (acres)
7.9 Volume (racy)
1200
8.0
0.5
crown (it)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1140
940
14.0
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.4
1.1
125
24
125
35
0
P-05
Construction
Documentation
anj Certifications
Aerial survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [X]
Undcrdrains Yes [ ] No [X]
Surface Drains Yes f ] No [X]
Grading and Revegetation Yes [ ] No [X]
final Certification Yes [ ] No [ ]
9913
9913
None
None
None
None
KY-135
-------
Location
Length (ft) Width
-------
Type of Fill
Size of Pill
Surface
Configuration
Elevations
Slopes
Surface. Drainage.
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor:
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatk Surface
Construction
Documentation
and Certification.
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
1000
7.9
06
crown (!T>
Toe (Ti)
Toe Foundation (%)
Fill Face (dcg.)
1150
900
16.0
27.0
Perimeter
Grav. Segregated
REAMH
Static
Seismic
Unit Weight (pef)
Fiction Angle
Cohesion (psf)
Unit Weight (pci)
Friction Angle (deg.)
Cohesion (psf)
1.4
1.1
125
24
160
125
35
0
P-(M
Aerial Survey
and Ground
Level Review
Appl. Phase
Certification
Appl,Quarterly
Certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading andRevcgdalion
Final Certification
Yes[ ]
Yes[ ]
Yes[ ]
Yes[ ]
Yes[ ]
No [XI
No[x]
NO [X]
No[X]
No [X]
If a DKF, did the- photographs show
9911
9911
99/2
99/2
99/3
the rock blanket or core underdrain by gravity segregation?
Foundation data:
Yes[ ]
None
None
None
None
None
No[ J
Text
Dip of strata relative to fill:
Were NOV's written on )hc fi!P
Surface drainage control working prooerlv?
Subsurface drainage control working property1?
If active fill. was active spoil disposal determined to be nn-going?
Yesf 1
x wj L j
Yes [XJ
Yes [X]
Yes [X]
No [XJ
NnJ ]
No[ ]
No [ ]
If spoil disposal site inactive, how long was disposal operation idle Jrcnths)?
fa durable rock fill is underconstruction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Diseernabk- blanket or core drain forming?
Yesf ]
Yes [X]
If the fill is com pleted, compare the size with the size in (he latest pte-comptetion revision?
If the fill i s significantly smaller,
what, is the
reason according to the docume.tilaliotl or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[ ]
Yes [ ]
No[X]
60
No[ ]
Same
Flat
No[X]
No[X]
KY-137
-------
Location "f
Location of
"Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Were there depressions on the fillbcnchcs? Yes [
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ J No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ j No [ ]
Were changes in vegetation or spoil color observed on till? Yes [ ] No [ ]
Did a failure occur on the fill? Yes [ ] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench w
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to SI ip Plane (ft)
Transport Distance ft)
B.3TC of Movement
Extent of Failure Movement
Cause of Movement Mass!
Mass 2
Mass 3
Mass 2
j field check of certs, Frankfort files only
KY-138
(Maximum Gully Depth)
Mass 3
-------
Company: Miller Brothers Coal
Permit: 813-0207
State: KY
County: Brcathitt
Latitude: 37-35-44
ongitudc: 83-11-05
Fill: 1-IF# 15
Mine: Wolf Creek #1
Was this fill visited at ground levci?
Date of visit:
Had the fill been reclaimed at the
time of the air survey'!
Date of survey:
Yes[x] No[ ]
06/08/09
Yes [ ] No [XJ
12/31/99
Date of permit file review:
Date till contraction started:
Finished:
Number of fill size revisions:
%Sandstone m overburden:
04/16/99
/ /
10/21199
52
Aerial Survey
and Ground
Level Review*
As constructed
Revision
Original design
Type of Fill
Size of Fill
surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatk Surface
Construction
Documentation
and Certifications
Durable Rnrk
Length (ft)
Area (acres)
Volume (mcy)
1210
11.5
1.0
crown (ft)
Toe (ft)
foe Foundation (%)
Fill Face (deg.)
1150
950
10.0
27.0
Perimeter
Orav. Segregated
REAME
Static
Seismic
Unit Wfeight (pcf)
Friction Angle
Cohesion (psi)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.4
1.1
125
24
160
125
35
160
B-.05
Appl. Phase Appl.Quarterly
Certification Certification
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [ ] No [xJ
Surface Drains Yes [ ] No [X| 9912
Photography
Type
None
None
None
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [ ] No [xJ
Surface Drains Yes [ ] No [X| 9912
Grading and Revegetatioti Yes [ ] No [X] 99/2
Final Certification Y5s[x] No I ] 99/3
If a DRF, did the photographs show tho rock blanket or core underdrain by gravity segregation? Yes [ J
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fi!P Yes [ ]
Surface drainage control working properly? Yes [X]
Subsurface drainage control working properly? Yes [X]
If active fill, was active spoil disposal determined to be on-going? Yes [X]
If spoil disposal rite inactive, how long was disposal operation idle (months)?
F a durable rock fill i s under construction,
Approximately 80% durable rock by volume? Yes [ 1
Tf no to above, estimate percentage:
Disceraable blanket or core drain forming? Yes [X]
If the fill is completed, compare the size with the size in the latest pre-eomplction revision?
If the fill i s significantlysmallcr. what is the reason according lo (he documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ]
Were there ground cracks observed on the fillface or benches? Yes [ ]
Number of benches on fill
None
None
None
None
None
No [ ]
'l-UAl
No [X]
No[ 1
No[ ]
No[ )
No [XI
50
No[ ]
Flat
No[X]
No[X]
KY-139
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas'
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
813-0207
HF*15
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ j
Were changer in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the till' Yes [ } No [ ]
f so, enter the source of informationon tiie failure:
Stage of construction during failure:
Mass I
Bench#
Length (ft)
Width (ft)
Scarp Heigh! (ft)
Depth 10 Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Causs of Movement Mass 1
Mass 2
Mass 3
Mass!
ICY-140
(Maximum Gully Depth)
Mass 3
-------
Company: Miller Brothers Coal
Permit; 813-0207
State: KY
County: Breathilt
Latitude: 37-36-02
Longitude: 83-10-58
Fill: HF#16
Mine: Wolf Creek #1
Was this fill visited at ground level'?
Date of visit:
Had the till been reclaimed at the
time of the air survey?
Date of survey.
YcsfX] No [ ]
06/08/99
Yes [ ] No [X]
L2/3 1/99
Date of permit file review: 04116199
Date till contruction started: 12/31/98
Finished: 09/30/99
Number of fill size revisions:
%Sandstone in overburden: 52
Typo of Pill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
1200
13.0
1.1
Grown (ft)
Toe (fl)
Toe Foundation (%)
Fill Face (deg.)
1150
930
13.0
27.0
Perimeter
Grav, Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight
-------
zn-Ax
(l*d3([ ^[[n;
Mn[iEj jo lus
(y) saucisif;
(H) OUEMdnsoimdsn
(e)
:smirej sqj no uopanojui jo 33anos sip .rajira "os jj
illLJ uo ps
[ ] °N. [ ] S3A /.seaitj jusodstp ui paAjssqo sdsss jo sSuuds oisqi 349^
iraq |;g sip uo uoisixra jo SESIE o
pusq [|tj sip uo suois
SJU3UIOT03
je
uoisojg
jo uoi
JO UOJIB30'}
JO
(ui
(y) itfP!
UOIJE3O1
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Ctwitraetioii
and Certifications
Durable Rock
Length
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
813-0207
HFJM7
Were there depressions on (he fill benches? Yes [ I No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or liummocky terrain? Yes [ ] No [
Were there springs or seeps observed in disposal areas? Yes [ J No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the till? Yes f ] Nu [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mars 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (it)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
Mass 2
s of 9/30W) fill was pending frail cen.
o field review of cert data onlv Frankfort files
KY-144
Mass 3
-------
Company: Miller Brothers Coal Fill: HF # 1 8
Permit: 813-0207 Mine: Wolf Creek #1
State: KY Was this fill visited at ground level? Yes fxl No [ ]
Count).: Breilthitt Dateot'visit: 06/08/99
Latitude: 37-16-21 Had the fill been reclaimed at the
-ongifmle: 83-10-46 time of the air survey? Ycs [ 1 No [X]
Date of survey: 12/31/99
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatie Surface
Date of permit file review: 04116199
Date fill contraction started: / /
Finished: 09/30/99
Number of fill size revisions:
%Sandstone in overburden: 52
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
1200
10.9
0.9
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face ((leg.)
1140
920
12.0
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
U nit Weight (pcf)
Friction Angle
Cohesion (psf)
UriltWd«ht(Pcf>
Friction Angle (deg.)
Cohesion (psf)
1.4
1.1
125
24
16U
125
35
160
P-05
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Appl. Phase
Certification
Appl.Quarterly
Certification
Photography
Type
Foundation Preparation Yes [ ] No [X]
Uuderdrains Yes [ ] No fx]
Surface Drains Yes [ ] No[X] 99/3
Grading andRevegetation Yes f ] No[X] 99/3
Final Certification Yes [ ] No [ 1
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ]
Foundation data:
Dip of strata relative lo fill:
Were NOV's mitten on the ti 1 1 ? Yes [ ]
Surface drainage control working properly? Yes [X]
Subsurface drainage control working properly? Yes [X]
If active fin, was active spoil disposal determined to be on-going? Yes fX]
If spoil disposal site inactive, how long was disposal operation idle (months)?
/fa durable rock 611 i s under construction,
Approximately 80% durablerock by volume? Yes [ ]
ff no to above, estimate percentage:
Disceraable blanket or core drain forming? Yes [X]
If the fill is completed, compare the size wilh the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason accordingto the documentation or inspector?
fill surface configuration:
Is the fill situated in landslide topography? Yes [ ]
Were there ground cracks observed on the till face or benches? Yes [ ]
Number of benches on till:
None
None
None
None
No[ ]
Te™
No [X]
No[ }
No[ }
n°l 1
No[X]
30
No[ ]
Flat
No[X]
No JX]
KY-145
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas *
Location Of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
813-0207
HF*18
Were there depressions on the fill benches? Yes [1 No [
(Potential Water Depth)
Were there areas of erosion On ihe fill benches? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were (here springs or seeps observed in disposal areas? Yes [ ] No [
Were changes in vegetation or spoil color observedon fill? Yes [ ] Nu [ ]
Did a failure occur on the fill? Yes f ] Nu [ ]
f so, enter the source of information on the failure:
Stage of construction during failure;
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth i"S!ipFiane (fi)
Transport Distance (ftj
F.2te of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
s of 09/30/99 fill was complete pending final cert
o field check of certs, only Frankfort files
KY-146
Mass 3
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill: HF# 13
Permit: 813-0207 Fill: HF# 13
KY-147
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill: HF# 14
Permit: 813-0207 Fill: HF# 14
KY-148
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
v^
- *o
'
>'5»
' -' - ^S'^^SP^^^
Permit: 813-0207
Fill: HF# 14
Permit: 813-0207
KY-149
Fill: HF# 14
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill:HF#15
Permit: 813-0207 Fill: HF# 15
KY-150
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill: HF# 15
KY-151
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill: HF# 16
V5*! —
Permit: 813-0207 Fill: HF# 16
KY-152
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill: HF# 16
.
Permit: 813-0207 Fill: HF# 16
KY-153
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill: HF# 17
Permit: 813-0207 Fill: HF# 17
KY-154
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill:HF#18
Permit: 813-0207 Fill: HF# 18
KY-155
-------
Kentucky
Miller Brothers Coal
Wolf Creek #1
Permit: 813-0207
Fill:HF#18
Permit: 813-0207
KY-156
Fill:HF#18
-------
Kentucky
Mountain Clay, Inc.
#32
Permit: 518-0157
Fill: HF#3
KY-157
-------
BLANKPAGE
KY-158
-------
Company: Mountain Clay, Inc
Permit: 518-0157
State: KY
County: Whitley
Latitude-. 36-41-57
Longitude: 84-11-28
Fill: HF#3
Mine; #32
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[X] No[ ]
06108100
Yes[Xj No[ J
02701/88
Date of permit file review: 05103100
Date till contraction started: 06701/81
Finished: 02/01/87
Number of fill size revisions:
%Sandstone in overburden: 20
Type "f Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Volume (mcy)
1.6
Crown (ft)
Toe (ft)
Toe Foundation {%)
Fill Face (deg.)
1818
1320
3.0
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
unit Weight (pet")
Friction Angle
Cohesion (psf)
1.7
113
24
90
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
P- .05
Certification
Certification
Type
Foundation Preparation
Undcrdrains
Surface Drains
Grading and Revegetation
Find Certification
Yes I ]
Yesf 1
Yes[ ]
Yes[ ]
Yesf I
No[
No[
Na [
No [
No[
1
]
]
]
]
IfaDRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Yes I ]
No[
]
Text
Dip of strata relative to fill:
Were NOV's written OH the till?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determinedto be on-going?
If spoil disposal
site inactive, how long was disposal operation idle (months)?
Yes [X]
Yes [X]
Yes [X]
Yes[ ]
No[
No[
No[
No[
1
]
]
]
If a durable rock fill is under construction.
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Diseemablc blanket or core drain forming?
Yes[ ]
Yes[ ]
If the fill is completed, compare the size with the size in the latest pre-cornplction revision?
If the
fill is significantly
No[
No[
]
]
Same
smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Flat
Yes[ ]
Yen I }
No[X]
No[X]
KY-159
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location "f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location If
Changes'
Movement
Characteristics
Comment.
518-0157
HF#3
Were there depressions on the fill benches? Yes [ ] Wo [ ]
Were there areas of erosion on the Ell benches? Yes [ ] No [ I
Were there bulges or hummocky terrain? Yes [ ] No [ I
Were there springs or seeps observed in disposal areas? Yes [ j No [ ]
Were changer in vegetation or spoil color observed on Ell? Yes [ ] No [ ]
Did a failure occur on the Ell? Yes [X] No [ ]
f so, enter the source of information on the failure: Permit File
Stage of construction during failure: Inactive - PostConstr
Mass 1
Mass 2
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Dcptfi to oiip nitric \ii)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
cause of Movement Mass 1 Inadequate UtiderDrains
Mass!
Mass 3
Slow
riginal OSM inspection dn March 1987
111 construction began hi June! 981 Massive fill failure occurred in spring 1987 Aerial video (#020188) shows fill as of (WQ6/1998
ml bond release]]/] 993
(Potential Water Depth)
(Maximum Gully Depth)
KY-160
Mars 3
-------
Kentucky
Mountain Clay, Inc.
#32
Permit: 518-0157
Fill: HF# 3
Permit: 518-0157
KY-161
Fill: HF#
-------
BLANK PAGE
KY-162
-------
Kentucky
New Ridge Mining
Road Fork of Big Creek
Permit: 898-0415
Fill: HF #K (No Photo)
ICY-163
-------
BLANKPAGE
ICY-164
-------
Company: New Ridge Mining
Permit: 898-0415
State: KY
County: Pike
Latitude: 37-35-31
ongitude: 82-21-58
Fill: HF#K
Mine: Road Fork of Big Creek
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Dale of Survey;
Yes[x] Not ]
06/22/00
Yes [X] No [ J
12/31/99
Date of permit file review:
Date fill contruGtion started:
Finished:
Number of fill size revisions:
%Sandstone in overburden;
05/03/00
12/15/87
05/21/97
1
80
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes.
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Fhreatie Surface
Construction
Bo cum enta tion
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Length (fl)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (dog.)
Static
Seismic
Unit Weight (pcf)
.Friction Angle
Cohesion (psf)
Unit Weigh! (pel)
Friction Angle (dcg.)
Cohesion (psf)
Conventional
2400
46.8
2.7
Convex
1 675
950
11.0
19.0
Perimeter
Utiderdrain
REAME
1.5
1.1
125
35
100
Durable Rock
1425
24.8
2.7
Convex
1660
1020
11.0
27.0
Perimeter
Grav. Segregated
REAME
1.4
1.1
125
35
100
Plirestic Surface
p-.OS
Appl. Phase
Certification
Appi. Quarterly
Certification
Photography
Type
Foundation Preparation Yes [X] No f ]
Underdraws Yes [ ] No [x]
Surface Drains Yes [ ] No [X]
Grading and Revegetetion Yes [ ] No [X]
Final Certification Yes [ ] No [X]
4/g8
None
None
None
None
None
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ 3
Foundation data:
Dip of strata relative to fill:
Were KOV's written on the fill? Yes [X]
No[ ]
Text
Surface drainPge control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under cnnstruction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Disceraable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest prt-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill Face or benches?
Number of benches on fill:
Yes[
Yes[
Yes[
Yes[
Yes[
Yes!
No[ ]
No[ I
No{ ]
No[
No[
No[
No[
KY-165
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location "f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the till benches? Yes { ] No [ J
Were there areas of erosion on the fill benches? Yes [ 1 No [ ]
Were there bulges or hummoeky terrain? Yes [ ] No [ ]
Werethcre springsor seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ j No [ j
Did a failure occur on (be fill? Yes [x] No [ j
f so, enter the source of information On the failure: 0£p Inspector
Stage of construction during failure: Active, Port Construction, Inactive - Post Constr
Mass 1 Mass 2
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rats of Movement
Extent ofFailurc Movement
cause of Movement Mass 1
Mass 2
Mass 3
ii Failure occurred 6111/89 Permit revision 03/09/90 cotiiained remedial repairs No certs after this dare
Dmpiete release 0/25/97
emedial measures included rock foe buttress (free draining) Holbwfillwas stable at lime of inspection on 6/22/0Q
(Potential Water Depth)
(Maximum Gully Depth)
Mass 3
KY-166
-------
Kentucky
Pine Branch Coal Sales
Haddock Fork Mine
Permit: 897-0271
Fill: HF#10
Fill: HF #13 (No Photo)
Fill: HF#DD
KY-167
-------
BLANK PAGE
KY-168
-------
Company: pine Branch Coal Sales
Permit: 897-0271
State: KY
County: Perry
Latitude: 37-23-04
Longitude: 83-19-37
Fill: HF#10
Mine: Haddock b'ork Mine
Was this till visited al ground level'? Yes Ixj
Date ol'visit:
Nu[ ]
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
10127198
Yes[ 1 No[X]
12131199
Date of permit tile review: 02110100
Date fill contraction started: 09101193
Finished: / /
Number of till size revisions: 1
%Sandstone in overburden: 52
Type of Fill
Size of Pill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcalic Surface
Construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review
As constructed
Revision
Original design
Length (A)
Area (acres)
Volume (nicy)
Crown(ft)
Toe (A)
Toe Foundation {%)
FillFace (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg,)
Cohesion (psf)
Durable Rock
3550
9S.1
27.8
Flat
1330
975
5.0
27.0
Perimeter
Grav. Segregated
RliAME
125
38
160
Durable Rock
2100
43.2
13.0
Flat
1270
99u
5.0
27.0
Perimeter
Grav. Segregated
REAME
1.6
1.6
125
38
160
None
Appl. Phase
Certification
Appl.Quarterly
Certification
Photography
Type
Foundation Preparation
Underdraws
Surface Drains
Grading and Revegetation
Final Certification
Yes [ ] No [X]
Yes [ J No [X]
Yes I 1 No [XI
Yes [ ] No [X]
Yes [ J No [ ]
93/3
93/3
N
N
None
None
KY-169
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions'
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Comments
897-0271
HFS10
nl
2
3
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Wafer Depth)
Were there areas of erosion on the fill benches? Yes [ J No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ J
Were there springs or seeps observed in disposal areas? Yes [ ] No [
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ J
I
2
Did a failure occur on the fill? Yea [ j No { ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench 1t
Length in)
Width (ft)
Scarp Height (ft)
Depth 10 Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
mendment #3 (6/21/96) -expanded fill size
11 joins with backfill/same elevation, no special drainage provisions
Quarterly certs began 4/93 through 3/2000 No photos of fills and no critical construction phase cenificstes
Fill is completed to 120' high and reeded
Mass 3
KY-170
-------
Company: p;ne Branch Coal Sales
Permit: 897-0271
State: KY
county: Perry
Latitude: 37-22-08
Longitude: 83-18-40
Fill: Iff # 13
Mine: Haddock Fork Mine
Was this fill visited at ground level? Yes[X] Nof ]
Date of vis it:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
10/27/98
Yes[ ] No[X]
12/31/99
Date of permit tile review: 02/10/00
Date fill contraction started: 03/31/00
Finished: / /
Number of fill size revisions: 2
%SandstOne in overburden: 52
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Length (ft)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (A)
Toe Foundation (14)
Fill Face (dcg.)
Static
Seismic
Unit weight (pcf)
Friction Angle
Cohesion (psf)
Durable Rock
2250
33.0
68
Flat
1260
990
5.0
27.0
Perimeter
Grav. Segregated
REAME
1.6
1.2
125
24
160
Durable Rock
2650
33.0
10.8
Flat
1300
980
5.0
27.0
Perimeter
Grav. Segregated
REAME
1.6
125
24
160
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
P-.OS
P-.os
Appl. Phase
Certification
Appl.Quarterly
Certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading and Revegctation
Final Certification
Yes! ] No PC] 00/1
Yes [ ] No [ ]
Yes [ ] No [ ]
Yes[ ] No[ ]
Yes [ ] No [ ]
None
If a DRF. did the photographs show the rock blanket or core underdrain by gravity segregation?
foundation data:
Dip of strata relativeto fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completionrevision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
YesJ ]
Yes I J
Yes[ ]
Yes[ ]
Yes [ ]
Yes[ 1
Yes[ ]
Yes[ ]
Yes[ ]
Nof J
Text
NO[X]
No [ ]
No [ ]
Nof ]
Nof ]
Nu[ ]
No[ ]
Nof J
KY-171
-------
Location
Length (ft) Width (ft) Depth (in)
Location "f
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location o f
Changes
Movement
Characteristics
Comments
897-0271
HFSM3
Were there depressions on the fill benches? Yen [ ] No f ]
(Potential Water Depth)
Were there areas of erosion oil the fill benches? Yes [ ] No [ J
ihere bulges or humniocky terrain? Yes [ ] Ko [ )
Were there springs or seeps observed in disposal areas? Yes [ ] No [
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the fill? Yes [ ] No [
If so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench £
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (it)
Mass 2
Extent of Failure Movement
Cause of Movement Mass 1
Mass!
Mass 3
'ill tf 13 added-AiDendmrart & 2 (5/OS/95
unendmcnt # 14 (11/19/98) revised fill (smaller)
first cert, found was 3/3 t/OD which staled brushing was completed as of 3/2000 fiU «mstuvcuoi\ Imd sot s
KY-1 72
(Maximum Gully Depth)
Mass 3
-------
Company: pine Branch Coal Sales
Permit: 897-0271
State: KY
County; Perry
Latitude; 37-22-22
ongitude: 83-18-45
FHh HK#DD
Mine: Haddock Fork Mine
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
timeof the air survey?
Date of survey:
Yes [X] No [ ]
10/27/98
Yes I ' No M
12/31/99
Date of pennit file review: 02/10/00
Date fill contraction started: 10/01/95
Finished: / /
Number of fill size revisions: 2
%Sandstone in overburden: 52
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Aoalysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
an
-------
Location
Location of
Cracks
Location "f
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
897-0271
HFSDO
Length (ft)
Width (ft)
Depth Cta)
Were there depressions on the HI benches? Yes I ] No[ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No[ J
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure oceur on the fill? Yes f j No [
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench H
Length (ft)
Width (ft)
Scaip Height (ft)
Depth to Slip Plane (El)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
Mass 2
Mass 3
atitude -37-22-22
ad cleared arid grubbed entire area before fill construction
roposed permanent stream at the top of Ihe fill
ill size increased in Amendment # ! and Amendment #4
uarter!y certs from 6/95 through 3/2000. No photos or critical phase certs.
KY-174
-------
Kentucky
Pine Branch Coal Sales
Haddock Fork Mine
Permit: 897-0271
Fill: HF# 10
Permit: 897-0271
KY-175
Fill: HF# 10
-------
Kentucky
Pine Branch Coal Sales
Haddock Fork Mine
'.*< .
:*.'•«•-.» ' -: >
Permit: 897-0271 Fill: HF# 10
KY-176
-------
Kentucky
Pine Branch Coal Sales
Haddock Fork Mine
Permit: 897-0271
Fill: HF# DD
Permit: 897-0271 Fill: HF# DD
KY-177
-------
Kentucky
Pine Branch Coal Sales
Haddock Fork Mine
-*
; .
Permit: 897-0271
Fill: HF# DD
Permit: 897-0271
KY-178
Fill: HF# DD
-------
Kentucky
Richardson Fuels, Inc.
Mine #2
Permit: 836-0212
Fill: HF#1
KY-179
-------
BLANK PAGE
KY-180
-------
Company: Richardson fuels. Inc.
Permit: 836-0212
State: KY
County: Floyd
Latitude: 37-30-36
Longitude: 82-49-28
Fill: HF#1
Mine: Mine #2
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey'?
Date of survey:
Ye.s[X] No[ ]
04105199
Yes[ ] No[X]
12/3 1199
Date of permit file review: 05/17/00
Date fill contraction started: 06/06/90
Finished: / /
Number of 1111 size revisions:
%Sandstone in overburden: 32
Type of Fill
Size "f Pill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Saferv Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrearic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
1500
25.3
2.6
Flat
Crown (A)
Toe (ft)
Toe foundation (%)
Fill l-'acc (deg.)
1300
750
30.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pet)
Friction Angle
Cohesion (psf)
1.7
1.3
125
34
200
unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
P-.05
AppL Phase
Certification
Ap pi. Q ua rterly
Certification
Photography
Type
Foundation Preparation Yes [X]
Underdrains Yes [X]
Surface Drains Yes [X]
Grading and Revegetation Yes ! 1
Final Certification Yes [ ]
No! 1 90/2
No! ] 90/5
No[ ] 91/1
No [X] 91/1
No[ ]
Color
Color
Color
None
I fa DRF, did Ihe photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill
WereNOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
Yes [X]
Yes [X]
Yes 1 1
Yes[ )
Yes[ ]
No[ ]
Text
No ! !
NofX]
No[X]
No[ ]
If spoil disposal site inactive, haw long was disposal operation idle (months)?
fa durable rock fill is under construction;
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discemable blanket or core drain forming?
Yesf 1
Yes I ]
If the fill is completed, compare the size rith the size in the latest pre-completion revision?
No[ ]
No[ ]
Same
Jf the till is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were (here ground cracks observed on the fill face or beaches?
Number of benches on fill:
Yes [X]
Yes [X]
Flat
No[ 1
No[ ]
KY-181
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location 0 f
*
Erosion Areas
Location of
Ground Bulges'
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
836-0212
HF«1
Were there depressions on the fill benches? Yes [X] No [
(Potential Water Depth)
Wcrcthcre areas of erosion on the fillbenches? Yes [X] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ }
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? YeslX] No [ ]
Did a failure occur on Hie fill? Yes [X] No [
If so, enter the source of information on the failure: FieldMeasurements
Stage of construction during failnre:
Mass i
Bench if #1
Length (ft)
Width (ft)
Scarp Height (ft)
Depth (o Slip Plane (ft)
Transport Distance (ft) 50
Rate of Movement Slow
Extent of Failure Movement Slide
Mass!
Cause of Movement
Mass 1 Inadequate UnderDrains
Mass 2
Mass 3
Completion of fill-4/30/91
N/C issued for Fill failure 3/23/9-1, Slide due to inadequate underdrain (Hazard*! ?)
Operator advised in fill visit that fill had been placed in 4" lifts but perrnit says durable rock fill
Revision was issued 7/13/99 \o atcomwla^e Trading offUi due lo Mhive As of 1/G4/2GGG fegrading has continues
KY-182
(Maximum Gully Depth)
Mass 3
-------
Kentucky
Richardson Fuels, Inc.
Mine #2
Permit: 836-0212
Fill: HF# 1
Permit: 836-0212 Fill: HF# 1
KY-183
-------
Kentucky
Richardson Fuels, Inc.
Mine #2
I ':
Permit: 836-0212
Fill: HF# 1
*M
Permit: 836-0212
KY-184
Fill: HF# 1
-------
Kentucky
Starfire Coals, Inc.
Skyline
Permit: 060-0080
Fill: HF#1 (No Photo)
KY-185
-------
BLANK PAGE
ICY-186
-------
Company: Starfire Coals. Inc.
Permit: 060-0080
State; KY
County: Knott
Latitude: 82-55-51
Longitude: 37-77-56
Fill: IIF# I
Mine: Skyline
Was this fill visited at ground level? Yes [ J No [Xl
Had the fill been reclaimed at the
time of the air survey'? Ycs ' ' No 1XJ
Date of survey: 12131199
Date of permit file review:
Date till contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
05103100
/ I
I 1
\
56
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsu rface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original design
Lenglli (it)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Toe Foundation (%}
Mil face (dcg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Durable Rock
1035
39.0
1.6
Flat
1280
1110
23.0
27.0
Perimeter
Grav. Segregated
REAME
Conventional
1035
39.0
1.6
Flat
1280
3110
23.0
27.0
Perimeter
Underdrain
REAME
1.6
1.3
125
34
0
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
p. ns
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Appl. Phase
Certification
Appl.Quarterly Photograph)
Certification Type
Foundation Preparation Yes [ ] No [ ]
Underdrains Ycs [ ] No [ ]
Surface Drains Yen [ ] No [ ]
Grading and Revegetation Yes f ] No f ]
If aDRF, did thepliotographs show the rock blanket or core underdrain by gravity segregation? Yes [ ] No [ J
Founuatiou oata: i ext
Dip of strata relative to fill:
Were NOVs written or. trie fi!l? Yes fX] No [ ]
Surface drainage control working properly? Yes [ I No [ ]
Subsurface drainage control working properly? Yes [ ] No [ ]
'' activefill. was active spoil disposal determined to be on-going? Ifes [ J No [ J
If spoil disposal site inactive, how long was disposal operation idle (months)?
If i) durable ruck till is under construction,
Approximately S0% durable rock by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [ 1 No [ 1
lithe fill is completed, compare the size with the size in the latest pre-completion revision?
If the till is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the till situated in landslide topography? Yes [ j No [ J
Were there ground cracks observed on the fill face or benches? Yes [ ] No [ J
Number of benches on fill:
ICY-187
-------
Location
Length • *
Depressions
Location of
T- • i *
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes'
Movement
Characteristics
Comments
Were there depressions on the fill benches? Yes [ ] No [ ]
Were there areas of erosion on the fillbenches'? Yes [ J No [ ]
Were there bulges orhiirnrnocky terrain? Yes [ I No [ J
Were there springs or seeps observed in disposal areas? Yes [ j No [ I
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ J
I
Did a failure occur on the fill? Yes [X] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench ff
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement Slow
Extent of Failure Movement
Cause of Movement Mass i Inadequate UnderDrains. Durability of Rock
Mass 2
Mass 3
Mass 2
verlappcd by permits #460-0080 and then #860-9005 with Mtowfills greatly enlarged to 300 2 acres
ew fills cover original flli-rio field inspection possible
(Potential Water Depth)
(Maximum Gully Depth)
Mass 3
ICY-188
-------
Kentucky
Sunny Ridge Mining Co.
Jones Fork
Permit: 898-0507
Fill: HF#7
Fill: HF#9
ICY-I83
-------
BLANK PAGE
KY-190
-------
Company: Sunny Ridge Mining Co.
Permit: 898-0507
State: KY
County: Pike
Latitude: 37-25-05
Longitude: 82-10-38
Fill: HF#7
Mine: Jones Fork
Was this fill visited al ground level?
Date of visit:
Mad the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[x] No[ J
07/07/99
Yes [ ] No [X]
12131199
Date of permit file review: 04/16/99
Date fill contraction started: 03/17/97
Finished: / /
Number of till size revisions: 2
%Sandstone in overburden: 78
S constructed
Revision
Original design
Type, of Fill
She of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review
Durable Rock
Durable Rock
Durable Ruck
1200
6.9
0.3
Concave
1835
1643
70
27.0
Perimeter
Grav. Segregated
REAME
Length (ft)
Area (acres)
Volume (nicy)
Crown (el)
toe (ft)
"Toe Foundation (%)
Fill Face (deg.)
3150
18.1
42
Flat
1880
1440
7.0
27.0
Perimeter
Grav. Segregated
REAMF,
3125
31.6
5.1
Flat
1880
1420
70
270
Perimeter
Grav. Segregated
REAME
2.0
1.4
125
35
200
P-.05
Static
seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.6
1.3
125
35
200
P-.05
1.7
1.3
125
34
200
P-.05
Appl, Phase
certification
AypLQuarterly
Certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading and Revegetation
Final Certification
Yes[ ]
Yes[ ]
Yes[ ]
Yes{ ]
Yes[ ]
No[X]
No[X]
No 1 ]
No[ ]
No[ ]
9711
9712
9912
9912
None
None
None
None
If a DRF. did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ 1 No [ ]
Foundation data: Texi
Dip of strata relative to fill:
Were NO\"-.witter, on the fill? Yes [ ] No [X]
Surface drainage control working properly? Yes[X] No [ ]
Subsurface drainage control working properly? Yes[X] No I 1
If active fill, was active spoil disposal determined to be on-going'! Yes f ] No [X]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ j No [ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pie-completion revision?
If the fill is significantly smaller, what is the reason according to tlie documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography'!
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes [ ] No [ ]
Smaller
Don't know
Concave
Yes [ ] No [X]
Yes I ] NofX]
KY-191
-------
Location of
Cracks
Location of
Depressions
Location »f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
898-0507
HF*7
J ocation
Length (ft) Width (ft)
Depth (in)
Were there depressions on the fillbenches? Yes[ ] No [ J
(Potential Water Depth)
Were there areas of crosk™ on the fill benches'! Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes[ J No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
2
3
4
5
6
Did a failure occur on the fill? Yes [ ] No [
so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench#
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (it)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Muss 1
Miiss 2
Mass 3
nendment #2 added Fill H 7 , Amendment # 4 (1/17/98) reduced fill size
Inal as-built was submitted 3s revision to original design
QSt Cots-3/1TO7,6ft
-------
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-------
Location
Length (ft) width (ft)
Depth (in)
Location of
Cracks
Location o f ,
Depressions
Location of ,
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location QI
Changes
Movement
Characteristics
Comments
898-0507
MF*9
Were there depressionson the 111! benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No f
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ J No [ 1
Were there springs or seeps observed in disposal areas'? Yes [ 1 No[ 1
Were changes in-vegetation or spoil color observed on fill? Yes ( ] No [ J
Did a failure occur on the fill?
f so, enter the source of information on the failure:
Stage of construction during failure:
Yes[ ] No[
Massl
Mass 2
Cause of Movement
Bench tt
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
"ate of Movement
Extent of Failure Movement
Mass 1
Mass 2
Mass 3
KY-194
Mass 3
mendrnent # 4 added hollowfdts 8- 13 to balance reduction of Fill tt 1
wincfill construction on steep side hill with 11 foot wide terraces
Quarterly certifications 10/04/99, 04/21/00 only. First cert, shows fill completed No critics] phase certifications or photos
-------
Kentucky
Sunny Ridge Mining Co,
Jones Fork
Permit: 898-0507
Fill: HF# 7
Permit: 898-0507
KY-195
Fill: HF# 7
-------
Kentucky
Sunny Ridge Mining Co.
Jones Fork
Permit: 898-0507
Fill:HF#7
+ .<->r-^-
5*JSfc '•*•" *••"- V
*r^P^xSF^'
•jf^Cf
?*^-'-.-
u*^
t_»- '"^t
Permit: 898-0507 Fill: HF# 9
KY-196
-------
Kentucky
Sunny Ridge Mining Co.
Jones Fork
+ *1
Permit: 898-0507
Fill: HF# 9
as
^et^^*W. . .'-".
Permit: 898-0507
KY-197
Fill: HF# 9
-------
Kentucky
Sunny Ridge Mining Co.
Jones Fork
Permit: 898-0507
Fill: HF# 9
Permit: 898-0507
KY-198
Fill: HF# 9
-------
TENNESSEE
TN-l
-------
BLANK PAGE
TN-2
-------
TENNESSEE
Company
Cumberland Coal Co.. LLC
Gatliff Coal Co.
Gatliff Coal Co.
Valley View Coal, Inc.
Valley View Coal. Inc.
Valley View Coal, Inc.
Mine
Turner Mine/Area #1
Wolfpen Hollow
Wolfpen Hollow
Area #2
Area #2
Area #3A
Permit
2981
2833
2833
2431
2431
2475
Fill
Excess Spoil Storage
HF#1
HF#2
Fill A 1
Fill B
Area #3A Hollowfill
TN-3
-------
BLANK PAGE
TN-4
-------
Tennessee
Cumberland Coal Co., LLC
Turner Mine/Area #1
Permit: 2981
Fill: Excess Spoil Storage
TN-5
-------
BLANK PAGE
TN-6
-------
Type of Fill
Durable Rock
Size of Fill Length (ft)
Area (acres)
Surface
Configuration
Elevations
Slopes
Surface Drainage
Gun fro)
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(FounJatiun)
Phreafic Surface
Volume (tncy)
3200
91.0
5.2
Convex
Crown (K)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2050
1840
11.0
27.0
Perimeter
Gray. Segregated
Other
static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pef)
Friction Angle (deg.)
Cohesion (pst)
1.6
1.6
110
35
100
None
Appl. Phase AppLQuarterly
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [Xj No [ ]
Undcrdrains Yes I 1 No [X]
Surface Drains Yes [X] No [ J Y
Grading and Revegetation Yes [ J No [ ]
Final Certification Yes [ ] No [ 1
If a DRF, did tlie photographs show the rock blanket or core underdrain by gravity segregation?
foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
f a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discemable blanket or core drain forming?
If the fill is completed, compare the size with the size ill the latest pre-cornpletion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector'!
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on thefillface or benches?
Number of benches on fill:
Photography
None
None
Yes[ ] Nn[ ]
None
Yes[ ! No[X]
Yes[X] No[ ]
Ycs[X] No I ]
Yes [XI No f 1
YcsfX] No[ ]
Yes[X] No[ j
Flat
Yes[ 1 No [XI
YesL ] No[X]
TN-7
-------
Location
Length (ft)
Width (ft)
Depth (in)
Locution of
Cracks
Location "f
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
,r-* *
Changes
.Movement
Characteristics
Comments
29&1
Excess Spoil Storage
Were there depressions on the fill benches? Yes [1 No [x]
{Potential Water Depth)
Were there wear of erosion on the Jill benches? Yes [ ] No [x j
(Maximum Gully Depth)
Were there bulges or liummocky terrain? Yes [ ] No[x]
Were there springs or seeps observed in disposal areas? Yes [ ] No [x ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No jx]
Did a failure occur on ihe fili?
f so, enter the source of iBfonuation on the failure:
Stage of construction during failure:
Yes[
Mass 1
Mass!
Mass 3
Cause of Movement
Bench ri
Length (ft)
Width (ft)
Scarp Heighi (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Massl
Mass 2
Mass 3
nis fill has northern 2nd southern sides with the crown in the center. The north side has been totally revegetsted, while the
-------
Tennessee
Cumberland Coal Co., LLC
Turner Mine/Area #1
Permit: 2981
Fill: Excess Spoil Storage
Permit: 2981
Fill: Excess Spoil Storage
TN-9
-------
Tennessee
Cumberland Coal Co., LLC
Turner Mine/Area #1
Permit: 2981
Fill: Excess Spoil Storage
Permit: 2981 Fill: Excess Spoil Storage
TN-10
-------
Tennessee
Cumberland Coal Co., LLC
Turner Mine/Area #1
Permit: 2981
Fill: Excess Spoil Storage
Permit: 2981 Fill: Excess Spoil Storage
TN-11
-------
Tennessee
Cumberland Coal Co., LLC
Turner Mine/Area #1
Permit: 2981
Fill: Excess Spoil Storage
-±mm
*&S>-;j?^
Permit: 2981 Fill: Excess Spoil Storage
TN-12
-------
Tennessee
Gatliff Coal Co.
Wo If pen Hollow
Permit: 2833
Fill: HF #1 (No Photo)
Fill: HF#2
TN-13
-------
BLANK PAGE
TN-14
-------
Type of Fill
Size of Fill
Conventional
Length (ft)
Area (acres)
Volume (nicy)
250
0.0
Surface
Configuration
Elevation!!
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safely Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcatic Surface
Fiat
Crown (ft)
Tne, (m
Toe Foundation (%)
Fill Face (deg.)
Perimeter
Underdrain
SWASE REAME
static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.6
1.3
30
unit Weight (pcf)
Friction Angle (deg.)
Cohesion (pst)
None
Construction
Documentation
nd Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [
Underdrains Yes [1 No [
Surface Drains Yes \ ] No [
Grading and Revegetation Yes [ ] No [
Final Certification Yes [ ] No f
j
]
]
J
]
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fin, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Disceraable blanket or core drain forming?
lithe fill is completed, compare the si/e with the size in the latest pre-completion revision?
If the fillis significantly smaller, "what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fillsituated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes [ ] No [ ]
None
YSS[ J No! ]
Yes[ ] No[ ]
Yes [ ] No ( }
Yes [ ] No [ 1
Yes[ ] No I ]
Yes[ ] No[ ]
Ycs[ J No[ 1
Yes [ ] No [ ]
TN-15
-------
Location
Length terrain? Yes \ ] Nu \ I
Were there springs or seeps observed in disposal areas? Yes [ ] No [ J
Were changes in vegetation or spoil color observed on fill? Yes [ 1 Nu [ ]
1
2
3
4
5
6
Didafailure occur on the fill? Yes f ] No [X]
"so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (it)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 2
Cause of Movement
Mass 1
Mass 2
Mass 3
illowfill #l was never constructed.
(Maximum Gully Depth)
Mass 3
TN-16
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Conventional
550 Length (ft)
Area (acres)
Volume (nicy)
Concave
1920 Crown (ft)
1840 Toe (ft)
23 0 Toe Foundation (%)
21.0 Fill Face (deg.)
Perimeter
Underdrain
RliAMIi
Conventional
820
0.1
Flat
1960
1840
230
270
Perimeter
Underdrain
SWASE REAMli
2.4 Static
Seismic
128 Unit Weight (pcf)
33 Friction Angle
200 Cohesion (psf)
1.6
1.3
125
30
200
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-0 05
Appl- Phase Appl.Quarterly
Certification certification
Foundation Preparation Yes [ 1 No [X]
Underdrains Yes f 1 No [X]
Surface Drains Yes [ ] No [X]
Grading and Revcgetation Yes [ J No [X]
Final Certification Yes [X] No [ ] 92/2
P-0. 05
Photography
Type
Copies
If a DR1-', did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurfacedrsinage control working properly?
if active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fillface or benches?
Number of benches on fill:
Yes [ ] No [ ]
Holes
Yes[X] No[ J
Yes[ j No I ]
Yes[ ] Nof ]
Yes [ ] No { I
Yes[ 1 Nof ]
Yes I J Nof ]
Smaller
Yesf ] Nof ]
Yesf 1 Nof ]
TN-17
-------
2833
HF#2
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the fillbcnches? Yes [ ] No f I
(Potential Water Depth)
Were tlierc areas of erosion on the fillbenchcs? Yes [ J No [
(Maximum Gully Depth)
Weie iliac bulges or hummocky terrain? Ycs[ ] No\ I
Were there springs or seeps observed in disposal areas? Yes [ J No [ 1
Were changes in vegetation or spoil color observed on iilS? Yes f ] No [ ]
Dici a failure occur on the fiii? Yes | ] No [X ]
If so, enter the sonrce of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 1
Mass 2
Mass 3
Icllowfill #2 was built considerably smaller than designed.
in NOV was issued 10/16/91 for a diversion ditch breach allowing water Lo flow across the fill
Mass 3
TN-18
-------
Tennessee
Gatliff Coal Co.
Wolfpen Hollow
"":
i ^™ •
••«• .
'J
!•..-.= " "
r^. •
• v. •
Permit: 2833
Fill: HF# 2
Permit: 2833 Fill: HF# 2
TN-19
-------
Tennessee
Gatliff Coal Co.
Wolfpen Hollow
_T -»_
.f &F , *
,
i~
'!>•'
.,>^
:^ir, -
^ -.
Permit: 2833
Fill: HF# 2
Permit: 2833 Fill: HF# 2
TN-20
-------
Tennessee
Valley View Coal, Inc.
Area #2
Permit: 2431
Fill: Fill A
Fill: FillB
TN-21
-------
BLANK PAGE
TN-22
-------
Company: Valley View Coal, Inc.
Permit: 2431
State: TN
County: Anderson
Latitude: 36-15-16
ongitude: 84-13-55
Fill: Fill A
Mine: Area #2
Was this fill visited at ground level? Yes [ ] No [Xj
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [ ] No [X]
Date of permit file review: 04/08/99
Date fill contraction started: 05/26/89
Finished: 10/12/90
Number of till size revisions:
%Sandstone in overburden: 55
Type of Fill
Size of Fill
Surf-ace
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
As constructed
Revision
Original design
Durable Rock
1500 Length (ft)
37,8 Area (acres)
5.8 Volume (nicy)
Concave
Durable Rock
1500
37.8
5.8
Concave
2900 Crown (ft)
2600 Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Perimeter
Grav, Segregated
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pel)
Friction Angle
Cohesion (psf)
1.5
1.5
120
30
200
Unit Weight (pc-f)
Friction Angle (deg.)
Cohesion (psf)
Appi, Phase
Certification
Appt Quarterly
Certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading and Revegetation
Final Certification
Yes[ I
Yes[ ]
Yesf ]
No[ )
No[ 1
No[X]
No [ ]
No[ ]
Color
Aerial Survey
and Ground
Level Review
Ifa DRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data;
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fin, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If tio to above, estimate percentage:
Discemable blanket or core dram forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes [X] No [ ]
Yes [X] No [ ]
Yes jX] No [ ]
Yes[ ] Nol ]
Yes [
No [
Yes [ ] No [ ]
Same
Concave
Yes [ ] No [XJ
Yes [ ] No [ ]
TN-23
-------
Location
Length (ft) Width (ft) Depth (in)
Locationof
Cracks
Location of
Depressions
Location 0 f
T- • i *
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes I ] No I I
Were there bulges or hummocky terrain? Yen[ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No f ]
Were changes in vegetation orspoil color observedon fill? Yes [ J No [ j
Did a failure occur on the fill? Yes [ ] No[Xj
f so. enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Hare (it)
Transport Distance (fl)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass i
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
iNOV was issued 5/2/90 for failure to consiruclFill "A" in accordance wilb revision #03 The final graded configuration was approved in revision *?I3 on 10114190
he quarterly certs, referenced a seep that contributed to a small slough on one of the terraces after fill construction was complete.
TN-24
-------
Company: Valley View Coal, Inc.
Permit: 2431
State: 'IN
County: Anderson
Latitude: 36-15-16
Longitude: 84-13-55
Kill: FillB
Mine: Area #2
Was this fill visited at ground level? Yes 1 1 No fx]
Had the fill been reclaimed at the
time of the air survey? Yes [X] No [ J
Date of survey: / /
Date of permit file review:
Date fill contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
04/08/99
01/10/86
09/21/89
1
65
SJopes
Surface. Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Ertgi need tig
Properties
(Foundation)
Phreatie Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original desisn
Type of Fill
Sire "f fill
Surface
Configuration
Elevations
Durable Rock
1400
35.6
6.5
Concave
2900
2600
Length (fl)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Durable Rock
1 400
24.6
4 1
Concave
11.0
Perimeter
Gray. Segregated
REAME
IJ
1.4
95
35
0
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
11.0
27.0
Perimeter
Grav. Segregated
KEAME
1.6
1. 5
120
30
200
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Phreafic Surface
Appl, Phase
certification
AppKQuarferly
Certification
Photography
Type
Foundation Preparation Yes [x] No [ ]
Underdrains Yen [X] No [ J
Surface Drains Yes [ 1 No [X]
Grading and Revegetation Yes [X] No [ ]
Hnal Certification Yes [ J No! J
Copier
Copies
Color
None
Tf a DRF, did the photographs show the rock blanket or core undcrdraio by gravity segregation? Yes [ j No [ J
Prtitn/feH/™ Hot*' T^v* TJ«W
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [ ] No [X]
Surface- drainage, control working properly? Yes [X] No [ ]
Subsurface drainage control working properly? Yes [X] No [ j
If active fill, was active spoil disposal determined to be on-going? Yes [ j No f ]
If spoil disposal rife inactive, how long wag disposal operation idle (months)?
If a durable rock fill is under eon struct! on >
Approximately 80%durable rock by volume? Yes [ 1 No [ I
If no to above, estimate percentage:
Diseernable blanket or core drain funning? Yes [ ] No [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision? Same
If the fill is significantly smaller,, what is thereason according in the documentation or inspector?
fill surface configuration: Concave
Is the fill situated in landslide topography'! Yes [ J No [X]
Were there- ground cracks observed on the fill face- or benches? Yes [ ] No [ ]
Number of benches on fill:
TN-25
-------
Location
Length (ft) Width (ft) Depth (in)
Location or
Cracks
Location if
Depressions
Location of
Erosion Areas
Location or
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
2431
FIIIB
Were there depressions on ihe fill benches? Yes [ J No [ ]
(Potential Water Depth)
Were there areas of erosion on the fillbenches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes I ] No [
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [
1
No [
Did a failure occur on the fill? Yes [
f so, enter the source of information on the failure:
Stage of construction during failure:
Bench #
Length (ft)
Width (II)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
No[X]
Mass 1
Mass 2
Cause of Movement
Mass 1
Mass 2
Mass 3
y of spoil vnatena^'was added to V\\\ "B* in revision $03
TN-26
(Maximum Gully Depth)
Muss 3
-------
Tennessee
Valley View Coal, Inc.
Area #2
Permit: 2431
Fill: A
Permit: 2431 Fill: A
TN-27
-------
Tennessee
Valley View Coal, Inc.
Area #2
Permit: 2431
Fill: B
Permit: 2431 Fill: B
TN-28
-------
Tennessee
Valley View Coal, Inc.
Area #2
Permit: 2431
Fill: B
Permit: 2431 Fill: B
TN-29
-------
BLANK PAGE
TN-30
-------
Tennessee
Valley View Coal, Inc.
Area #3A
Permit: 2476
Fill: Area #3A Hollowfill (No Photo)
TN-31
-------
BLANK PAGE
TN-32
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
1250
51.0
7.4
Concave
Crown (ft)
toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2900
2560
2.0
270
Perimeter
Grav. Segregated
Other
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.5
1.5
95
35
0
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
Phreatic Surface
Appl. Phase Appl.Quarterly
Cci'tif ~~i: ~" /---.j^--*:-..
J N°I ]
Foundation Preparation Yes f . xr r i
Underdraws Yes [
I No 1 J
Surface Drains Yes 1
1 No [ ]
Grading and Revegetation Yes [
j No I J
Final Certification Yes [ No [ J
If a DRF, did the photographs show (he rock blanket or core tinderdrain by gravity segregation1!
Dip of strata relativetofill.
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going!
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durahle rock fill is under construction,
Approximately 80% durable rack by volume?
If no to above, estimate percentage:
Discernible blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Photography
Yes[ 1 No[ ]
None
Yes [ ] No [ ]
Yes[ ] No[ 1
Yes[ ] No[ ]
Yes[ ] No[ ]
Yes 1 ] No 1 ]
Yes[ ] No[ 1
Yes[ 1 No[ 1
Yes[ ] No[ 1
TN-33
-------
Location
Length (ft) Width (ft)
Depth (in)
Location "f
Cracks
Location of
Depressions
Location "f
Erosion Areas
Location of
£
Ground Bulges
Location of
Springs/Seeps
Location 0 f
Changes
Movement
Characteristics
Comments
2476
Area *3A Hollowfill
Were there depressions on the fill benches? Yes [ ] No [
(Potential Water Depth)
Were there areas of erosion on the till benches? Yes [ ] No [ J
Were there bulges or hummocky terrain? Yes [ ] No ( ]
Were there springs
-------
VIRGINIA
VA-I
-------
BLANK PAGE
VA-2
-------
VIRGINIA
Company
A & G Coal Corp.
A & G Coal Corp,
A & G Coal Corp.
Clmchfield Coal Co.
Cumberland River Coal Co.
Cumberland River Coal Co.
Motivation Coal Co.
Motivation Coal Co.
.Motivation Coal Co.
Motivation Coal Co.
Red River Coal Co.
Red River Coal Co.
Red River Coal Co.
Red River Coal Lo , Inc
Red Rivei Coal Co ., Inc.
Red River Coal Co., Inc.
Red fiver Coal Co., Inc.
Red River Coal Co., Inc.
Red River Coal Co., Inc.
Red River Coal Co., Inc.
Red fiver Coal Co., Inc.
Red River Coal Co., Inc.
Rrd River CoalCo,5 Inc
Virginia Iron, Coal and Coke
Virginia Iron, Coal and Coke
Mine
Coastal Coal Co.
Coastal Coal Co.
Coastal Coal Co.
The Black Thunder Mme
Trace Fork Strip Mine
Trace Fork Strip Mine
Pawpaw Gap Surface Mine
Pawpaw Gap Surface Mine
Pawpaw Gap Surface Mine
Lovers Gap Surface Mine
Buckhead
Buckhead
Buckhead
Flat Gap Mine
Flat Gap Mine
Flat Gap Mine
Flat Gap Mine
North Fox Gap Surface Mine
North Fox Gap Surface Mine
North Fox Gap Surf ace Mine
Black Creek Surface Mine
Black Creek Surface Mine
Black Creek Surface Mine
Boldcamp Surface Mine
Boldcamp Surface Mine
Permit
1101692
1 101 692
1101692
1101218
1101623
1101623
HO 1369
1101369
1101360
1101548
1100717
1100717
1100717
1101272
1101272
1101272
Fill
HF#1
HF#2
HF#A
HF #3
Fill A
FillB
Fill#l
Fill #3
Fill #4
Fill C
HF#1
HF #3
HF#5
HF#1
HF#2
HF#3
1101272 HF#4
1101401
1101401
1101401
1601576
160 1 576
1601576
1101537
1101537
Fill #6
FillK7
Fill #8
HF-B
HF~C
HF-D
Fill#lB
Fill #5
VA-3
-------
BLANK PAGE
VA-4
-------
Virginia
A & G Coal Corp.
Coastal Coal Co.
Permit: 1101692
Fill: HF#1
Fill: HF#2
Fill: HF #A (No Photo)
VA-5
-------
BLANK PAGE
VA-6
-------
Type of Fill
Sire of Fill
Surface
Configurarion
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
1200
1.2
1.1
Flat
Crown (fl)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2300
2080
12.0
22.0
Perimeter
Const. Underdrain
RHAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psi)
1.8
125
30
200
yijjt Weight (pet)
Friction Angle (deg.)
Cohesion (psf)
P-.05
AppL Phase
Certification
AppI.Quarterly
certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading and Revegetation
Final Certification
Yes[x]
Yes [X]
Yes [X]
Yes [X;
Yes[ ]
No 1 ]
No[ ]
No[ 1
No[ 1
Nu[ ]
Y
Y
Y
Y
If a DRF. did the photograph show th e rock blanket or core underdrain by gravity segregation?
Foundation data:
D i p of strata relati ve to fill :
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
Tf spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill i s under construction.
Approximately 80% durable rack by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the till is completed, compare the size with the size in the latest pre-completion revision?
If the fill i s significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yen[ j
Yesf 1
Ycs[ ]
Yes[ ]
Yes[ ]
Yes I ]
Yes[ ]
Yes[ ]
Yes[ ]
Color
Color
Color
Color
No[ ]
No[X]
No[
No[
No[
No[
No 1
Nof
No 1
1
]
]
1
]
1
VA-7
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks'
Location of
r* • *
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
r^ *
Changes
Movement
Comments
1101592
HF*1
Were there depressions on the fill benches? Yes [ ] No [ J
(Potential Water Depth)
Were there areas of erosion on (he fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ I No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No f J
1
2
3
4
5
6
Did a failure occur on the fill? Y'es [I No [X ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Bench a
Length (fl)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
TransportDtstancc (A)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
(Maximum Gully Depth)
Mass 3
Sttllit review fill completion pending find vegetation on upper terrace H, photos show some exposureof travel inside of the dcilt side drain Possibly erosion related, but not
bulated
VA-8
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatie Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
2500
26.9
5.9
Ebt
Crown (ft) 2420
Toe (ft) 1990
Toe Foundation ('K>
Fill Face (dcg.)
2370
1990
12.0
22.0
Perimeter
Grav. Segregated
REAME
Static
Seismio
Unit Weight (pet)
Friction Angle
Cohesion (psf)
1.5
125
30
200
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
P-.05
Appl. Phase
Certification
AppLQuartcrly
Certification
Photography
Type
Foundation Reparation Yes [Xj No [ 1
Undcrdrains Yes [X] No [ ]
Surface Drains Yes [X] No [ ]
Grading and Kevegetation Yes [X] No [ 1
Final Certification Yes f 1 No [ ]
Y
Y
Y
Y
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes {X]
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [ ]
Surface drainage control working properly? Yes [ ]
Subsurface drainage control working properly? Yes [ !
If active fill, v*as active spoil disposal determined to be on-going? Yes I 1
If spoil disposal Site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rack by volume? Yes [ ]
Tf no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [ ]
If the fill is completed, compare the size with the size in the latest pro-completion revision?
Tf the fill is significantly smaller what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ]
Number of benches on fill:
Color
Color
Color
Color
No[ J
Text
NofXJ
No( ]
No[ 1
Nol 1
No[ J
No[ I
Flat
No [ ]
No[ ]
7
VA-9
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1101692
HF #2
Were there depressions on the till benches? Yes [x] No [ ]
R4-5,Q]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes { ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No |x]
1
2
3
4
5
6
Did a failure occur on the nil? Yes [ ] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Mass 2
Mass 3
Bench #
Length (ft)
Width (ft)
Scarp Heigh! (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
:rmit Revision (5/12/97) raised fill by 50'. New stability analysis bur no revised volume amounts. As of 7/07/99 fill is complete except for vegetation on fill crown, H, pholos show a
w areas of minor moisture concentration^ yn benches. Not tabulated. Fill face is primarily ilat. First Q is concave above the second bench and this is the area where the tsbuiated
^pressio?! and color change occur. The depression is placed on the slope between benches May result from njnofT erosion or minor slippage.
VA-10
-------
review:
Type of Fill
size OT Pill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatk Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (tt)
Area (acres)
Volume (mcy)
1900
1.3
Crown (ft)
roc (ft)
Tor Foundation (%)
fill Face (dcg.)
2475
2000
12.0
22.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion{psf)
1.5
125
30
200
Unit Weight (pcf;
Friction Angle (deg.)
Cohesion (psf)
P-.os
Appl. Phase Appl.Quarterly
Certification Certification
FoundationPreparation Yes f ] No [X]
Underdrains Yes [ ] No [ ]
Surface Drains Yes[ 1 No [ 1
Grading and Revegetation Yes [ ] No [ ]
Final Certification Yes [ ] No [ ]
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to till
Were NOV's written on the fill''
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined 1 o be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
f a durable rock fill is under construction.
Approximately 80% durable rock by volume?
Tf no to above, estimate percentage:
Discernable blanket or core drain forming?
If the till is completed, compare the size with tlie size in the latest pre-complction revision?
If the fill is significantly-smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the till situated in landslide topography?
Were there ground cracks observed on the fillface or benches?
Number of benches on fill:
Photography
Type
None
Ycs[ ] No I ]
Pits
Yes[ ] No[X]
YesI ] No I ]
Yes [ ] No [ j
Yes [ ] No [ )
Ycs[ ] No[ 1
YesJ ] No[ ]
Yes[ ] No[ 1
Yes[ ] No[ !
VA- 11
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location If
Erosion Areas'
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
H01692
HF*A
Were there depressions on the fill benches? Yes [ j No [
(Potential Water Depth)
Were there areas of erosion on the till benches? Yes [ ] No [ J
Were there bulgesorhummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes[ ] No [ J
Were changes in vegetation or spoil color observed on till? Yes [
I
2
3
4
5
6
Did a failure occur on the fill? Yes [
I so, enter the source of information on the failure;
Stage of construction during failure:
Bench 8
Length (ft)
Width (ft)
Scarp Height (it)
Depth 10 Slip Plane (ft)
Transport Dislance (A)
Rate of Movement
Extent of Failure Movement
No[Xj
Mass i
Mass 2
Cause of Movement
Mass I
Mass 2
Mass 3
ill added 1/28/99, Amendment #9107471
ill construction has "of started
(Maximum Gully Depth)
Mass 3
VA-12
-------
Virginia
A & G Coal Corp.
Coastal Coal Co.
Permit: 1101692
Fill: HF# 1
Permit: 1101692 Fill: HF# 1
VA-13
-------
Virginia
A & G Coal Corp.
Coastal Coal Co.
Permit: 1101692
Fill: HF# 2
VA-14
-------
Virginia
A & G Coal Corp.
Coastal Coal Co.
Permit: 1101692
Fill: HF# 2
Permit: 1101692 Fill: HF# 2
VA-15
-------
BLANK PAGE
VA-16
-------
Virginia
Clinchfield Coal Co.
The Black Thunder Mine
Permit: 1101218
Fill: HF#3
VA-17
-------
BLANK PAGE
VA-18
-------
As constructed
Revision
Original design
Type of Fill
Sizeof Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Durable Rock
Length (ft)
Area (acres)
Volume {rncy)
Flat
Crown (h)
Toe (ft)
Toe Foundation (%)
26.0 Fill Face (deg.)
Perimeter
Grav. Segregated
Durable Rock
1445
2.0
Flat
1990
1800
5.0
24.0
Perimeter
Grav. Segregated
REAME
Conventional
1150
1.2
Flat
1940
1810
10.0
23.0
Perimeter
Const. Undcrdrain
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcfj
Friction Angle (deg.)
Cohesion (psfj
1.7
1.3
130
38
0
][5
34
400
P-0.05
1.5
125
40
0
115
34
400
P-0.05
Appl, Phase
Certification
construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [x] No [ ]
Underdrmns Yes [X] No [ ]
Surface Drains Yes [X] No [ ]
Grading and Revegetation Yes [X] No [ ]
Final Certification Yes [X] No [ ]
Appl. Quarterly
Certification
9212
9512
98/3
98/3
9S/4
If a DRF, did the photographs show the rock blanket or core underclraia by gravity segregation?
Foundation data:
Dip of strata relative to fill:
If active till
Were NOV's written on the fill?
Surface drainage control working properly1!
Subsurface drainage, control working properly?
was active spoil disposal determined lobe on-going?
Photography
Yes [X]
Right Fl
Yes [X]
Yes [XI
YesfX]
Yes[ ]
None
Color
None
Color
None
No [ ]
Holes
Jnk High
No[ ]
No[ ]
No [ ]
No[ ]
If spoil disposal Site inactive, how long was disposal operation idle (months)?
fa durable rockfill is underconstrucfion,
Appronimatcly 80% durable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If lh.e fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what i s the reason
according to the documentation or inspector?
Fill surface configuration:
Is the fiil situated in landslide- topography?
Were fli ere. ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[ ]
Yes [ ]
No [ ]
Nof ]
Un known
Yes [X]
Yes[ ]
Flat
Nof ]
No[X]
3
VA-19
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges'
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1101218
HF#3
Were there depressions on the fill benches? Yes [ ] No[x]
(Potential VVater Depth)
Were there areas of erosion on the fill benches? Yes [X] No [ ]
Right Side Drain below B 3
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [xj No [
I 1/4 on face between B2 & B3
Were there springs or seeps observed m disposal areas? Yes IX] No f ]
I Flowing into right drain below B3
Were changes in vegetation or spoil color observed on fill? Yes [ ] No|x]
Did a failure occur on the ti 11 ? Yes [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench ii
T^-.-fj. iet\
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Kate of Movement
Extent of Failure Movement
Mass 1
Mass!
Mass 3
svisson approved 5/26/92 changed HF#:» 10 a durable rock fill Revision approved 6/24/94 added 8 5 acres of new mining area and modified HF #3 to accommodate the additional
'Oil The toe was moved approximately 100 feet downstream resulting in an extra 50-foot lift An NOV was issued 9112/97 because flooding severely eroded the perimeter ditches
ndslidejust above the right side perimeler ditch appeared 10 be caused by water emanating from orphan spoil Loin of trees leaning and water flowing in right side ditch There was
rge side-hill fill to the left side of llf $3 The difference in elevation between benches £2 and #3 was estimated to be 70 feet
VA-20
-------
Virginia
Clinchfield Coal Co.
The Black Thunder Mine
Permit: 1101218
Fill: HF# 3
Permit: 1101218
Fill: HF#
VA-21
-------
Virginia
Clinchfield Coal Co.
The Black Thunder Mine
Permit: 1101218
Fill: HF# 3
Permit: 1101218
Fill: HF#
VA-22
-------
Virginia
Cumberland River Coal Co.
Trace Fork Strip Mine
Permit: 1101623
Fill: Fill A
Fill: FillB
VA-23
-------
BLANK PAGE
VA-24
-------
As constructed
Revision
Original design
Type of Pill
Sire of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Durable Ruck
Length (ft)
Area (acres)
Volume (mcy)
1240
3.4
Crown (ft)
Toe®
Toe Foundation (%)
ffll Face (deg )
3030
2630
18.0
Perimeter
Gray. Segregated
REAME
Static
Seismic
Unit Weight
Friction Angle
Cohesion (psf)
Unit Weight (pet)
Friction Angle (deg )
Cohesion (psf)
1.8
135
34
2SO
530
32
146
Phreatic Surface
Aerial Survey
and Ground
Level Review
Appl. Phase
Certification
Appl, Quarterly
Certification
Photography
Type
Foundation Preparation Yes [X] No [ ]
Underdrains Yes [ ] No [ 1
Surface Drains Yes [ ] "No I ]
Grading and Revegetation Yes [ ] No [ ]
Final Certification Yes [ J No [ ]
None
If a DRF. did the photographs shew the rock blanket or core underdraiti by gravity segregation?
Foundation data:
Yes [ ] No f ]
Dip of strata relative to fill:
Were NOV's written OH
Yes [
No [XI
Surface drainage control working properly? Yes I 1 No [ J
Subsurface drainage control working properly? Yes [ ] No [ ]
If active till, was active spoil disposal determined to be on-going? Yes [X] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
f a durable rock fill is under construction.
Approximately 80% durable rock by volume? Yes [ ! No [ ]
Tf no lo above, estimate percentage:
Dlscemable blanket or core drain forming? Yes [X] No [ 1
If the till h completed, compare the size with the size in the latest pre-completlon revision?
If the till is significantly smaller, what is the reason according to the documentation or inipector?
Fill surface eoriilDuration;
Is the fill situated in landslide topography1! Yes [ ] No [ ]
Were there ground cracks observed on the till fac-c or benches'! Yes [ ] No [ 1
Number of benches on fill:
VA-25
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location Of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges'
Location of
Springs/Seeps
Location of
Changes
Movement
Comments
1101623
Fill A
Were there depressions on the fill benches? Yes [ ] No f ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ j No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No ( ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ j
Were changes in vegetation or spoil color observed on fill? Yes f ] Nu [ ]
Did a failure occur on the fill? Yes \ ] No [X ]
if so. enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distauce (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
iollowfill "A" was added in a revision approved 4/15/99.
ndcrgroimd mining of the Parsons and Lowsplint coal seams occurred below rhe fill.
ccording to the aerial photos, a gravity segregated underdrain was in place, but recent dumping was not reaching the toe
Mass 3
VA-26
-------
Company: Cumberland River Coal Co.
Permit: 1101623
State: VA
County: Wise
Latitude: 37-01-28
Longitude: 82-45-45
Fill: Fill B
Mine: Trace Fork Strip Mine
Was ihis fillvisited at ground level? Yes[X] No [ ]
Date of visit: 04/18/00
Had the fill been reclaimed at the
time of the air survey?
Date of survey: 02/23/00
Yes I
No
Date of permit tile review: 04/17/00
Date fill contruction started: 03/01/99
Finished: / /
Numberof fill size revisions:
%Sandstone in uverburden 42
Type«f Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safer;' Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
Certification
Certification
Type
Durable Rock
Length (ft)
Area (acres)
Volume (tncy)
2120
8.8
Concave
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (dcg.)
3270
2510
18.0
25.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit weight (pet)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
1.5
1.1
135
34
250
130
32
182
Phreatic Surface
Construction
Documentation
and Certifications
Aerial survey
jincl Ground
Level Review
Foundation Preparation
Underdrains
Surface Drains
Grading and Revegetation
Final Certification
Yes [X]
Yes[ ]
Yes [ ]
Yes[ 1
Yes[ ]
No[ 1
No[X]
No[ ]
NofX]
No[ 1
99/1
9912
9914
Color
None
None
ir a DRF. did the photographs show the rock blanket or core imderdrain by gravity segregation? Yes [ 1
Foundation data:
No[X]
Pits
Dip of strata relative to fill:
If active fill
Were NOV's written on the till? Yes f ]
Surface drainage control working properly? Yes [ ]
Subsurface drainage control working properly? Yes [ ]
, was active spoil disposal determined lo he on-ping? Yes [X]
NofX]
No IX]
No [XJ
No 1 1
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction.
Approximately 80% durable rock by volume? Yes [ ]
If no to above, estimate percentage:
Disceraablc blanket or core drain forming? Yes [ ]
No [X]
50
No [XJ
If the till is completed, compare the size with the size in the latest pre-completion revision1?
If the fill is significantly smaller, what is the reason according lo the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ J
Were theie pound cracks observed o\\ the itU face Of benches? Yes [ J
Number of benches on till
Nn[ 1
No [ ]
VA-27
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location 0 f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
rv- *
Changes
Movement
Characteristics
Comments
(101623
FilIB
Were there depressions on the fill benches? Yes [ ] No [
(Potential Water Depth)
Were there areas of erosion on the fill benches'? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ J No [ ]
Were there springs or seeps observed in disposal areas? Yes [x] No [ ]
1 Near toe on right side
Werechanges in vegetation or spoil color observed on fill? Yes [ 1 No [ 1
Did a failure occur on the fill? Yes [ ] No [X]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip rlarie (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 2
Mass 3
Cause of Movement
Mass 1
Mass 2
Mass 3
ollowfill "B" was added in a revision approved 11/23/98 Underground mining occurred beneath the fill An old refuse embankment that was located in the same hollow had failed
vera! years earlier. Net all cf this refuse m atedal was removed during fill construction. Seeps and springs noted during pre-rnine site visit estimated at 10 gpm, They were not
jllected by an underdrain. They flowed across the surface of the fill. Two roads across the fill will serve as the terraces upon final reclamation The problem is that these terraces will
! 350 to 400 led apart in elevation Surface drainage plans call for a diversion above the fill and diversions along Hie rwo internal access roads Drainage will alt flow to right side of
VA-28
-------
Virginia
Cumberland River Coal Co.
Trace Fork Strip Mine
Permit: 1101623
Fill: Fill A
Permit: 1101623
Fill: Fill A
VA-29
-------
Virginia
Cumberland River Coal Co.
Trace Fork Strip Mine
r
Permit: 1101623
I
Fill: Fill B
Permit: 1101623 Fill: Fill B
VA-30
-------
Virginia
Cumberland River Coal Co.
Trace Fork Strip Mine
Permit: 1101623
Fill: Fill B
Permit: 1101623XX Fill: Fill B
VA-31
-------
Virginia
Cumberland River Coal Co.
Trace Fork Strip Mine
Permit: 1101623
Fill: Fill B
Permit: 1101623
Fill: Fill B
VA-32
-------
Virginia
Motivation Coal Co.
Pawpaw Gap Surface Mine
Permit: 1101369
Fill: Fill#l
Fill: Fill #3
Fill: Fill #4
VA-33
-------
BLANK PAGE
VA-34
-------
Company: Motivation Coal Co.
Permit: 1101369
State: VA
County: Bnchanon
Latitude: 37-12-09
Longitude: 82-13-17
Fill: Fill # 1
Minr: Pawpaw Gap Surface Mine
Was this fi I Ivisited at ground level? Yes [ ] No [xj
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [X] No [
02123100
Date of permit file review: 12/06/99
Date till contraction started: 12/31/91
Finished: 11/23/94
Number of fill size revisions: I
%Sandstone in overburden: 71
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
SurfaceDrainage
Control
Subsurface
Drainage
Control
Stability
Analysis-
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original rlesipn
Durable Rock
Length (fi)
Area (acres)
Volume (rncy)
Flat
Crown (ft)
Toe (ft)
ToeFoundation{%)
Fill Face (deg.)
Durable Rock
2080
4.1
Flat
2000
1550
20.0
23.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg )
Cohesion
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1101368
Fill S 1
Were there depressions on the fill benches? Yes [ J No [ ]
(Potential Water Depth)
Were Ihere areas of erosion on the fill benches? Yes [x] No [ ]
Top of Fill
Were there bulges or hummocky terrain? Yes f ] No [ J
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
1
2
3
4
5
6
Did a failure occur on the fill? Yes [ ] No [X ]
If so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Pmiie (HI
Transport Distance (K)
"Rate of Movement
Extent of Failure Movement
Mass I
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
Revision approved 4^29/')3 addressed the placement of additional material in HF ifl. The fill toe was extended 20D Feet to coincide with the originally approved plans. More material wai
generated after the fill was initially rcvegetaaed.
A portion of the fill overlies an old deep mmc
An NOV dated 2/25/92 cited failure 10 Gonstnict diversions above and around fill.
VA-36
-------
Type of Fill
Size of Fill
Surface
configuration
Elevations
Slopes
surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (ft) 880
.Ai'ea (acres)
Volume (nicy)
Concave
Crown (fi)
Toe (A)
Toe Foundation (%)
26.0 Fill Face (deg.)
Concave
1950
1700
5.0
23.0
perimeter
Grav, Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.5
125
30
200
127
34
942
P-0.05
Appl, Phase AppLQuarterly
Certification Certification
Foundation Preparation Yes [ I No [XJ
Underdrains Yes [X] No f ] 93/2
Surface Drains Yes [ ] No [X]
Grading arid Revegetation Yes [ ] No [X]
Final Certification Yes [X] No[ ] 94/2
Photography
Type
Copier
Color
If a DRF, did the photographs show the rock blanket or core underdram by gravity Segregation?
Foundation dzta:
Dip of strata relative to fill :
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the si^e with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[X] No[ ]
5its
YesF 1 NofX]
Yes [X] No [ 1
Yes[X] No[ 1
Yesf] No[ ]
Yes [ j No [ ]
Yes[ ] No[ ]
Concave
Yes [ 1 No [X]
Yes [X] No 1 1
5
VA-37
-------
Location
Location of
Crack*
Location of
Depression!
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
comments
1101369
Fill* 3
Length (ft)
Width (fl)
Depth (in)
I Crown Q 314 to Q
2 B2QOtoQl/8
Were there depressions on tiie fill benches? Yen [XI No [
I B4 Ql/8 to Q 1/4
2 B2Q3/4toQl
3
4
5
(Potential Wafer Depth)
Were there areas of erosion on the fillbcnchcsl Yes [X] No [ ]
1 Side Drains
2
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yea[ 1 No[x]
Were there springs or seeps observed in disposal areas? Yes [ J No[x]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [X]
Did a failure occur on the fill? Yes f ] No[X]
so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Bench #
Length (ft)
Width (ft)
Scarp Height (A)
Depth to Slip Plane (ft)
Transpon Distance (A)
E.aie of Movement
Extent ofFailure Movement
Cause of Movement Msiss 1
Mass 2
Mass 3
M I S SZ
vision approved 3/17/03 added Fill fj to the approvedpennii plans This small til] was needed to mine an additional 301 acres
gas -well and its associated bench are located adjacent (right hand side) to the fill face between benches 4 and 5
ie crests of several fill face had seltled and broken ofYrifJht at the bench intersection
VA-38
Mass 3
-------
Type of Fill
Size "fPill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Software Us eel
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
anil Ground
Level Review
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
Concave
Crown (ft)
Toe (ft)
Toe Foundation {%)
Fill Face (deg.)
950
Concave
1950
1750
5.0
24.0
Perimeter
Grav. Segregated
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psJ)
Unit Weigiit (pcf)
Friction Angle (deg)
Cohesion (psf)
1.5
125
30
200
115
33
922
P-0,05
Foundation Preparation Yes [ ] No [X]
Underdrains Yes[X] Nof ]
Surface Drains Yes f ] No [X]
Grading and Revegetalion Yes [ ] No[XJ
Final Certification Yes [X] No [ 1
93/2
94/2
If a DRF, did the photographs show the rock blanket or cote underdrain by gravity segregation?
Foiindation data:
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainase control working properly?
Subsurface drainage control working properly?
If active ffll^ was active spoil disposaldctcrmincd to be on-going?
If spoil disposal site inactive, how long war disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Disceniable blanket or core drain forming'?
If the fill is completed, compare the si/e with the size in the latest pre-completion revision?
If the fill i s significantly smaller, wliat is the reason according to the documentation or inspector?
Fill surface configuration:
Is the (111 situated in landslide Topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Copies
Color
YesfX] No[ ]
Yes[ ] NofX]
Yes[ ] No[ ]
Yes[ ] Nu[ ]
Yes[ ] Nof ]
Yes{ ] No[ ]
Yes[ 1 No[ 1
Concave
Yes[ ] No[ ]
Yes[ ] No[ ]
VA-39
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location 0 f
Ground Bulges
Location 0 f
Springs/Seeps
Location of
Changes
Movement
Comments
1101369
Fill * 4
Were there depressions on the fill benches? Yes [XI No [ ]
I Multiple locutions
(Potential Water Depth)
Were there area? of erosion on the fill benches? Yes [X] No [
I Multiple locations
Were there bulges or hummocky terrain? Yes f ] Nu [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes £ ] No [ ]
Did a failure occur on the fill? Yes [ ] No [X ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench it
Length (ft)
Width (ft)
Scarp Height (ft)
Deplh lu Slip Plane (ft)
Transport Distance (ft)
RateoCMovement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
VA-40
(Maximum Gully Depth)
Mass 3
cvision approved 3/17/93 added Fill #4 to the approved permit plans. This small fill was needed In mine in additional 101 acres.
-------
Virginia
Motivation Coal Co.
Pawpaw Gap Surface Mine
Permit: 1101369
Fill: Fill # 1
Permit: 1101369 Fill: Fill # 1
VA-41
-------
Virginia
Motivation Coal Co.
Pawpaw Gap Surface Mine
Permit: 1101369
Fill: Fill #3
Permit: 1101369 Fill: Fill # 3
VA-42
-------
Virginia
Motivation Coal Co.
Pawpaw Gap Surface Mine
Permit: 1101369
Fill: Fill #
B-.1
J
Permit: 1101369
Fill: Fill # 3
VA-43
-------
Virginia
Motivation Coal Co.
Pawpaw Gap Surface Mine
Permit: 1101369
Fill: Fill #4
Permit: 1101369 Fill: Fill # 4
VA-44
-------
Virginia
Motivation Coal Co.
Lovers Gap Surface Mine
Permit: 1101548
Fill: FillC
VA-45
-------
BLANK PAGE
VA-46
-------
Company: Motivation Coal Co.
Permit: 1101548
State: VA
County: Buchanon
Latitude: 37-12-43
Longitude: 82-09-21
Fill: Fill C
Mine: Lovers Gap Surface Mine
Was this fill visited at ground level? Yes [ J No [Xl
Had the fill been reclaimed at the
time of the air survey?
Date ofsurvey:
Yesj ] No[X]
02123100
Date of permit file review: 12/15/99
Date fill contraction started: 07/01/96
Finished: / /
Number of fill size revisions:
%Saridsi.one in overburden; 78
Type of Fill
Sizt of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Soft* are Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial survey
and C round
Level Review
As constructed
Revision
Original design
Durable Rock
Length (A)
Area (acres)
Volume (incy)
450
0.1
Flat
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face ((leg.)
2200
2050
11.0
19.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.6
135
36
100
129
31
104
Phreatic Surface
Certification
certification
Foundation Preparation Yes [ J No [X]
Underdrains Yes [ 1 No [X]
Surface Drains Yes { ] No [X ]
Grading and Revegetation Yes { ] No [X]
Final Certification Yes [ 1 No [ ]
9811
9973
Color
None
None
If a DRF, did the photographs show the rock blanket or core underdraia by gravity segregation? Yes I ] No 1 ]
Foundation data: Pits
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [ 1 No [X]
Surface drainage control working properly? Yes [ j No [ ]
Subsurface drainage control working properly? Yes [ 1 No [ ]
If active fill, was active spoil disposal determined to be on-going? Yes [X] No [ j
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes f ] Nu [ 1
If no to above, estimate percentage:
DiscemaWe blanket or core drain forming? ^fes [1 No [ 1
Tf the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller., what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ] No [ 1
Werethere ground cracks observed on the fill face or beaches? Yes I ] Nu [ ]
Number of benches on fill;
VA-47
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location 0 f
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1101548
FilIC
Were there depressions on the fill benches? Yes{ ] No [ J
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ J No [ ]
I
Did a failure occur on the fill? Yes [ ] No |x]
if so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depjh 10 Slip Plane (ft)
TransportDistance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mars 2
Mass 3
nderground mining of the Hagy coal seam occurred benealh the fill
(Potential Water Depth)
(Maximum Gully Depth)
Mass 3
VA-48
-------
Virginia
Motivation Coal Co.
Lovers Gap Surface Mine
fe'
Permit: 1101548
Fill: Fill C
L
Permit: 1101548 Fill: Fill C
VA-49
-------
Virginia
Motivation Coal Co.
Lovers Gap Surface Mine
Permit: 1101548
Fill: Fill C
Permit: 1101548 Fill: Fill C
VA-50
-------
Virginia
Red River Coal Co.
Buckhead
Permit: 1100717
Fill: HF#1
Fill: HF#3
Fill: HF#5
VA-51
-------
BLANK PAGE
VA-52
-------
Company: Re(j Rjver Coal Co.
Permit: 1100717
State: VA
County: Wise
Latitude: 37-03-04
Longitude: 82-38-36
Fill: HF # 1
Mine: Buckhead
Was this fill visited at ground level?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
An constructed
Yes[ ] No[X]
Yes[ ] No[X]
02/23/00
Revision
Dale of permit filerevievv:
Date fill contruclion started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
Original design
12/01/99
01/10100
10101185
70
Typo cf Fill
Sire of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatie Surface
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
1500
9.8
Concave
Crown (ft)
roe (ft)
Toe Foundation (%)
FillFace(deg.)
2625
2300
2.0
27.0
Perimeter
Giav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.9
125
30
200
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
Appl. Phase
certification
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [X]
Undcidrains Yes [ ] No [X]
Surface Drains Yes [ ] No [X]
Grading and Revegetation Yes [ ] No [X]
Final Certification Yes [ ] No [ ]
Appl. Quarterly
Certification
1/86
If a DRF, did Ihe photographsshow the rack blanker or core imderdrain by gravity segregation?
Foundation data:
Photography
Type
Yes[ 1
B&W
No[X]
Text Holes
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
Yes [X]
Yes[ ]
YSS[ ]
Yes[ ]
Na[ ]
No[X]
No[ 1
No[X]
If spoil disposal site inactive, how long was disposal operation idle (months)?
[fa durable ruck fill is under construction,
If the fill is completed, compare the s
Approximately 80% durable icckby volume?
If no to above, estimate percentage:
Discemable blanket or core drain fonning?
ze with the size in the latest pre-cornpletion revision?
Yes [X]
Yes [X)
No[ 1
No[ 1
Smaller
IF the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or beaches?
Number of benches on till:
Concave
Yes[ 1
Yes[ ]
No [XI
No [XI
4
VA-53
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Localism of
Changes'
Movement
Characteristics
Comments
1100717
HF*1
Were there depressions on the fill benches? Yes [ J No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [X] No [ ]
Bt
(Maximum Gully Depth)
Were there bulges or hummocky terrain'! Yes I 1 No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
I
2
3
4
5
6
Dili a failure occnr on the nil? Yes [ j No [X ]
f so, enter the source of information on the failure:
Stage of construction dnring failure:
Mass 1
Mass 1
Mass 3
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth lo Slip Piane (i'i)
Transport Distance (ft)
Rate of Movement
Extent of Failnre Movement
Cause of Movement Mass 1
Mass 2
Mass 3
ispcction Repori (10/16/99) indicates fills £ 1 and £5 were active then PIsns show construction in 50' lifts. Helicopter photos show two smaller fills in adjoining hoiknvs One seems t
; reclaimed but without surface drains. Is this temporary reclamation'' The other is unreclaimed Natural vegetation setting in, Seems to have been idle for some time.
VA-54
-------
Company: Red River coal Co.
Permit: 1100717
State: VA
County: Wise
Latitude: 37-03-04
.ongitude: 82-38-36
Fill: HP #3
Mine: Huckhead
Was this fill visited at ground level? Yes [ ] No fxl
Had the fill been reclaimed at the
time of the air survey?
Dale of survey:
Yes [X] No [ 1
02/23/00
Date of permit file review: 12/01/99
Date fill contraction started: / /
Finishad: 10/17191
Numberof fill size revisions:
%Sandstone in overburden: 70
Type of Fill
Sizeof Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreafk Surface
Construction
Documentation
and certification,
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original
Durable Rock
Length (ft)
Area (acres)
Volume (sncy)
Convex
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2000
2.2
Flat
2725
2400
ISO
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pet)
Friction Angle
Cohesion (psf)
1.6
125
30
200
Unit Weight (pet)
Friction Angle (deg.)
Cohesion (psf)
P-.05
AppJ. Phase
Certification
Appl. Qua rte rly
Certification
Foundation Preparation Yes [Xj No [ J
Underdrains Yes [ ] No [X]
Surface Drains Yes [ ] No [X]
Grading and Revegefofion Yes [ J No [XI
Final Certificata Yes [ 1 No [X]
Photography
Type
None
If a DRF,. did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [
Dip of strata relative to fill
Were NOV's written on the fill? Yes [ ] No[X]
Surface drainage control working properly? Yes [ 1 No[X|
Subsurface drainage control working properly? Yes [ 1 N o [ 1
ii active fill, was active spoil disposal determined to be on-going? Yes [ ] Nu [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
Ifa durable rock fill is uoxJer construction,
Approximately 80% durable rock by volume? Yes [ ] N o [ ]
if no to above, estimate percentage:
Discernable blanket or core drain forming? Yes f 1 N o [ ]
If the fill is completed, compare the size with the size in the latest pre-eompletion revision? Smaller
Tf the till is significantly smaller., what is the reason according to the documentation or inspector?
Hi! surface configuration: Convex
Is the fill situated in landslide topography? Yes [ I No [X]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [X]
Number of benches on fill: 6
VA-55
-------
110071?
HP #3
Location "f
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Length (ft)
Width (ft)
Depth (in)
Were there depressions on the fill benches'! Yes [ ] No [ }
(Potential Water Depth)
Were there areas of erosion on the fillbcnchcs? Yes [X] No [ ]
B toc-
B2-3.
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ 1 No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
I
2
3
4
5
6
Did a failure occur on the fiil?
f so. enter the source of information on the Failure:
Stage of construction duringfailure:
Yes[ ] No[x]
Mass I
Mass 2
Mass 3
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth io Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mars 1
Mass 2
Mass3
ispection Report (10/16/99) showed fill completed with 80 % vegetative cover Plans show construction m 50' lifts H photos show the fill is concave at the first bench, bur convex
jcve The side drains are poorly developed to non-existent Permit plsji view of the fillshow^ 6 benches
VA-56
-------
Company: Red River Coal Co., Inc.
Permit: 1100717
State: VA
Count)1: Wise
Latitude: 37-03-04
Longitude: 82-38-36
Fill: I IF #5
Mine: Buckhead
Was this till visited at ground level'? Yes [X] No [ 1
Date of visit: 04/20/00
Had the fill been reclaimed at the
time of the air survey'! Yes [ ] No [X]
Date of survey: 02/23/00
Date of perm it tile review: 12/01/99
Dale Jill contraction started: 12131/99
Finished: / /
Number of fill size revisions:
%Sandstonc in overburden: 70
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
2400
7.3
Crown (ft)
toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2700
2175
180
270
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.5
125
30
200
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-.05
Appl. Phase.
Certification
Appl.Quarterly
certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading and Revegetation
Final Certification
Yes[X] No[ 1
Yesf ] No[X]
Ycs[ 1 No[X]
Yes[ ] No[X]
Yes[ ] No[X]
Yesf ] No[X]
Text Holes
If aDKJ\ did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill
Were NOV's written on the fill? Yes [ ] No [XI
Surface drainage control working properly? Yes [ J No [Xj
Subsurface drainage control working properly? Yes [X] No ! ]
If active fill; was active spoil disposal determinedto be on-going? Yes [ ] No [X]
If spoil disposal site inactive, how long was disposal Operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes ( ] No [X]
]f no to above, estimate percentage: 60
Discemable blanket or core drain forming? Yen[XJ No [ ]
Ifthe fill is completed, compare the sr/e with the size in the latest pre-coniplction revision?
Ifthe fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes[ ] No [XI
Were there ground cracks observed on the fill race or benches? Yes [ ] No [X]
Number of benches on fill:
VA-57
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks*
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1100717
HF*5
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [X] No [ ]
I R toe-crow
2
3
4
5
(Maximum Gully Depth)
Were there bulges or huinmocky terrain? Yes [ 1 No [ ]
Were there springs or seeps observed in disposal areas? Yea [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
1
2
3
4
5
6
Did a failure occur on the fill? Yes [ ] No [X ]
If so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench *
Length (ft)
Width (R)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass I
Mass 3
Mass 2
Mass 3
"ill has been in Temporary Cessation stams for several years. Surface drainage over face of the fill with severe surface erosion One pond full and second pond partially full
\ppearance of 60 Vu durability results from prolonged exposure of spoil to weathering Perimeter dilch at Inp completed day before we arrived on April 20,00, Surface drainage contrc
md temporary vegetation inadequate to maintain fill stability. Inspecliun report (7/17/98) required temporary seeding on Fill H 5. H. photos show good gravity segregation on right pa[
)f Till, but not to the left where severe weathering and erosion occurs Seems to include old terraces that are now being wiped away.
VA-58
-------
Virginia
Red River Coal Co.
Buckhead
Permit: 1100717
Fill: HF# 1
Permit: 1100717
Fill: HF# 1
VA-59
-------
Virginia
Red River Coal Co.
Buckhead
Permit: 1100717
«
Fill: HF# 1
Permit: 1100717 Fill: HF# 1
VA-60
-------
Virginia
Red River Coal Co.
Buckhead
Permit: 1100717
Fill: HF# 3
Permit: 1100717
Fill: HF#
VA-61
-------
Virginia
Red River Coal Co.
Buckhead
Permit: 1100717
Fill: HF# 5
Permit: 1100717 Fill: HF# 5
VA-62
-------
Virginia
Red River Coal Co.
Buckhead
Permit: 1100717
Fill: HF# 5
Permit: 1100717
Fill: HF# 5
VA-63
-------
Virginia
Red River Coal Co.
Buckhead
Permit: 1100717
Fill: HF# 5
Permit: 1100717
Fill: HF# 5
VA-64
-------
Virginia
Red River Coal Co., Inc.
Flat Gap Mine
Permit: 1101272
Fill: HF#1
Fill: HF#2
Fill: HF#3
Fill: HF#4
VA-65
-------
BLANK PAGE
VA-66
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surf ace Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
ami Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (A)
Area (acres)
Volume (nicy)
290
2.3
Concave
Crown (A)
Toe (A)
Toe Foundation (%)
Fill Face (deg.)
2300
2020
5.0
27.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.9
130
40
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psi)
P-.05
Appl. Phase AppLQuarterly
certification Certification
Photography
Tvi»e
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [ ] No [X]
Surface Drains Yesf ] No[X]
Grading and Rcvcgctafion Yes [ ] No [X ]
Final Certification Yes [ ] No [ ]
If aDRP, did the photographs sbaa the rock blanket orcorcimdcrdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
WereWV's written on the fill1
Surface drainage control working properly?
Subsurface drainage control working properly?
if active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, liow long was disposal operation idle (months)?
if a durable rock fill i s under construction,
Approximately S0% durable rock by volume?
If no to above, estimate percentage:
Diseemable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision'?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface, configuration:
is the fill situated in landslide, topography?
Wore there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes [ ] No [ ]
Pits
Yes! ] No[X]
Yes[ ] No[ ]
Yes ! ! No[ ]
Yes[ ] No[ ]
Yes [ ! No [ 1
Yes( ] No[ ]
Concave
Yes [ ] No [ 1
Y«[ ] No[ ]
6
VA-67
-------
Location of
Cracks *
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comment.
1101272
I
2
3
Were there depressions on the till benches? Yes [ ] No [ J
1
3
4
5
Were there areas oferosion on the fill benches? Yes [ ] No [ ]
I
2
3
4
5
Were there bulges or hummocky terrain1? Yes [ ) No I 1
1
2
3
4
5
Were there springs or seeps observed in disposal areas'! Yes [ ] No [ ]
1
3
4
5
(Potential Water Depth)
(Maximum Gully Depth)
Were changes m vegetation or spoil color observed on fill? Yes [Xj No [ ]
1
2
4
5
6
Did a failure occur on the fill? Yes [ j No [X]
fso. enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench*
Length (ft)
Width (ft)
Scarp Height (A)
iJcptli to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass]
Mass 2
Mass.?
Mass 2 Mass 3
orapleted to third terrace with 75% vegetative cover H pholos show numerous vegetation changes that may represent minor concentrations of moisture from runnoff as opposed to
epage One anomaly at tee is> tabulated Toe is up against the pond
VA-68
-------
Type of Fill
She of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Fhreatic Surface
Construction
Documentation
and Certification.
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
420
8.9
Concave
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2270
1910
5.0
270
Perimeter
Grav, Segregated
REAME
Slalic
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.6
130
40
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-,05
Aerial Survey
and Ground
Level Review
Appl. Phase
Certification
Appl.QuKrterl;
Certification
Photography
Type
Foundation Preparation Yes [ ] No [X] Y
Underdraws Yes[ 1 No [X] Y
Surface Drains Yes [ ] No [X] Y
Grading and Revegetation Yes [ ] No [X] Y
Final Certification Yes [1 No [X]
None
None
None
None
If aDRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Frumdation data:
Dip of strata relative to fill:
Were NO V!s written on the fill')
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rockfill js under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
Ifthefillis completed, compare the si^e with the size in the latest pie-completion revision?
If the fillis significantly smaller, what is the reason according to the documentation or inspector?
i;ill surface configuration:
Is the fill situated in landslide topography?
Were theve ground cracks observed on the fill face ov benches?
Number of benches on fill:
Ycs[ ] No[ J
Pits
Yes[ ! No[X]
Yes 1 1 No I 1
Yes [ 1 No [ 1
Yes[ ] NoM
Yesf 1 No[ ]
Yes[ ] No[ ]
Concave
Yes[ ] No[ ]
Y«[ ] Nol 1
VA-69
-------
Location
Length
-------
Company: Red River Coal Co., Inc.
Permit: 1101272
State: VA
county: Wise
Latitude: 37-04-15
Longitude: 82-42-30
Fill: I1F#3
Mine : Flat Gap Mine
Was this till visited at ground level? Yes [ 1 No [X]
Had the till been reclaimed at the
time of the air survey? Yes t ] No ^
Date of survey; 12131/99
Date of permit file review:
Date fill contraction started:
Finished:
Number of till size revisions:
%Sandstone in overburden:
12101199
01/17/91
/ /
56
Type of Fill
Size of Fill
Surface
Co nfigu ration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
300
7 9
Flat
Crown (A)
Toe (A)
Toe Foundation {%)
FillFace(dcg.)
2170
1920
5.0
27.0
Perimeter
Gray, Segregated
REAME
Static
Seismic
Unit Weight (pet)
Friction Angle
Cohesion (psf)
1.6
130
40
0
Unit Weight (pcf)
Friction Angle (dog.)
Cohesion (psf)
P-.05
Appl. Phase
Certification
Appl.Quarterly
Photography
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [ ] No [x]
Surface Drains Yes [ ] No [XI
Grading and Revcgclalion Yes [ ] No [XI
Final Certification Yes [ ] No [X]
Y
Y
Y
Y
If aDRF, did the photographs show the rock blanket orcoreiinderdrain by gravity segregation?
Dip of strata relative to fill:
Yes[ ] No[
Were NOV's written on the fill? Yes [ ] No [X]
Surface drainage control working properly? Yes [ ] No [ j
Subsurface drainagecontrol working properly? Yes [ 1 No [ 1
If active fill.was activespoil disposal determined to be on-going? Yes [ ] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
Ifr durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes f 1 No [ ]
If no to above, estimate percentage:
IMseemable blanket or core drain forming? Yes( ] No [ J
Ifthc fillis completed, compare the size with the size in the latest pre-cornpletion revision?
Ifthc fillis significantly smaller, what is tie reason according to the documentation or inspector?
Fill surface configuration: Flat
Is the till situated in landslide topography? Yes [ ] No f ]
V\fere there ground cracks observed on the 611 lace or benches? Yes [ J No [ ]
Number of bcndics on fill:
VA-71
-------
Location
Length (ft) Width (ft)
Depth (in)
Locution Of
Cracks
Location of
Depressions
Location ©f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1101272
HF#3
Were there depressions on the fill benches? Yes [ J No [ ]
(Potential Wafer Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [I No [ ]
Were there springsor seeps observedin disposal areas? Yes [ ] No [ J
Were changer in vegetationor spoil colorobserved on fill? Yes [ ] No [
Did a failure occur on the fiii? Yes[ j No [x]
-f so, enter the source of information on the failure:
Stage of construction during Failure:
Mass I
Bench #
Length (ft)
Width (ft)
Scam Height (A)
Depilii" Slip Plane (It)
TransportDistarice (R)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass?
Mass 2
Mass 3
Mass 2
Mass 3
Qmplete 10 third terrace with 75% vegetative cover Clearing and grubbing operations 300" ahead of active raining H photos show fill toe against sediment pond
VA-72
-------
Company: Red River Coal Co.. Inc.
Permit: 1101272
State: VA
County: Wise
Latitude-, 37-04-15
Longitude: 82-42-30
Fill: HI: #4
Mine: Flat Gap Mine
Was this fill visited at ground level? Yes f J No [X]
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[ ] No[X]
02/23/00
Date of permit tile review: 12/01/99
Date fill contraction started: 08/21/90
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 56
Type of Fill
Si« «f Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spuil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
A s constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
295
6.2
Flat
Crown (it)
Toe (it)
Toe Foundation (%)
Fill Face (deg.)
2210
1900
5.0
27.0
Perimeter
Grav, Segregated
REAME
static
Seismic
unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.6
130
34
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psi)
P-.05
Appl. Phase
Certification
Appl. Quarterly
Certification
Photography
Type
foundation Preparation Yes [ ] No [XI
Underdrains Yes [ 1 No [XI
Surface Drains Yes [ ] No [X]
Grading and Revegetation Yes [ ] No [XJ
Final Certification Yes [ ] No [X]
Y
Y
Y
Y
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ] No [ ]
Foundation data: Pits
Dip of strata relative to fill:
Were NOV's written on the fill1 Yes [ ] No [X]
Surface drainage control working properly? Yes [ ] No £ ]
Subsurface drainage control working properly? Yes [ ] No [ ]
If active fill, was active spoil disposal determined to be on-going? Yes[ ] No[ I
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock fillis under construction
Approximately 80%durable rock by volume? Yes [ ] Noll
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes II No [ 1
If the fill is completed, compare tiie size with the size in the latest pre-completionrevision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Flat
Is the fill situated in landslide topography? Yes [ ] No [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ] Na [ ]
Number of benches on fill: 4
VA-73
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1101272
HFfM
Were there depressions on the fill benches? Yes [ ] No [ J
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummoeky terrain? Yes [ J No f ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ j
Were changes invegetation or spoil color observed on fill? Yes [ J No [
Did a failure occur on the fill? Yes [ ] N o [x ]
so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (fl)
Rate of Movement
Extentof Failure Movement
Cause ofMovement Mass 1
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
upleted 4 terraces with 75%vegetaiive Cover Clearing ml grubbing operations limited to 300'ahead of mining H photos of only the lower, completed terraces Fill tyg against
linen! pond
VA-74
-------
Virginia
Red River Coal Co., Inc.
Flat Gap Mine
Permit: 1101272 Fill: HF# 1
Permit: 1101272 Fill: HF# 2
VA-75
-------
Virginia
Red River Coal Co., Inc.
Flat Gap Mine
Permit: 1101272
Fill: HF# 2
Permit: 1101272 Fill: HF# 2
VA-76
-------
Virginia
Red River Coal Co., Inc.
Flat Gap Mine
Permit: 1101272
Fill: HF# 3 and HF#4
Permit: 1101272 Fill: HF# 3 and HF#4
VA-77
-------
Virginia
Red River Coal Co., Inc.
Flat Gap Mine
Permit: 1101272
Fill: HF# 3 and HF#4
Permit: 1101272 Fill: HF# 3 and HF#4
VA-78
-------
Virginia
Red River Coal Co., Inc.
North Fox Gap Surface Mine
Permit: 1101401
Fill: Fill #6
Fill: Fill #7
Fill: Fill #8
VA-79
-------
BLANK PAGE
VA-80
-------
Company: Red River Coal Co , Inc.
Permit: 1101401
State: VA
County: Wise
Latitude: 37-03-59
Longitude: 82-39-38
Fill: Fill # 6
Mine: North Fox Gap Surface Mine
Was this fill visited at ground level? Yes [ ] No [X]
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [X] No [
02123100
Date of permit file review: 12/07/99
Date fill contraction started: 12131/92
Finished: / /
Number of fill size revisions: 1
%Sandstone in overburden: 55
Type of Pill
Sire of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (incy)
Flat
Crowk (ft)
Toe (ft)
Toe Foundation (%)
Fill Face fdeg.)
2700
7.1
Flat
1400
1890
11.0
18.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.5
130
35
0
726
29
0
P-0.05
Appl, Phase
Certification
AppLQuarterly
Certification
Photography
Type
Foundation Preparation Yes [x] No [ 1
Underdrains Yes [X] No [ ]
Surface Drains Yes [ ] No [XI
Grading and Revegetation Yes [X] No [ 1
Final Certification Yes [ ] No [X]
li'a DRF, did the photographs show me
99/3
rock blanket or core imderdrain by gravity segregation?
Foundation data:
YesJ ]
Color
Color
Color
No f 1
Fits
Dip of strata relative to fill:
If active
'WereNOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
fill, was active spoil disposal determined to be on-going?
Ycs[ ]
Yes[ ]
Yesi 1
Yes[ 1
No[X]
Na[ ]
No[ j
No[ ]
If spoil disposal site inactive, how long ^ras disposal operation idle (months)?
fa durable rack fill is under construction,
Approximately 80% durable rook by volume?
Ifno to above, estimate percentage:
Disceraable blanket or core drain forming?
Yes[ ]
Yes[ ]
No [ 1
No[ ]
If the fill is completed, compare the size with the size in the latest pre-cornpletion revision?
lithe fill is significantly smaller, what is the reason according io the documentation or inspector?
Fill surface configuration
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on till:
Yes[ 1
Yes[ ]
Flat
No[ 1
No[ 1
VA-81
-------
Location
Length (ft) Width (ft)
Depth (in)
Location "f
Cracks
Location "f
Depressions
Location of
Erosion Areas
Location Of
Ground Bulges
Location 0 f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1101401
Fill # 6
Were there depressions on the fill benches? Yes [x] No [ ]
B2QI/4toQ3/4
Were there areas of erosion on the fillbenclies? Yes[x] No[ ]
1 Right side drain near fop of fi II
2
3
4
Were there bulges or hummocky terrain? Yes I 1 No [ 1
Were there springs or seeps observed in disposal areas? Yes [1 No I I
Were changes in vegetation or spoil color observed on fill? Yen [ ] No [ ]
Did a failure occur on the fill? Yes [ J No [x ]
If so. enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench #
-Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
"Rate of Movement
Extent of Failure Movement
Cause of Movement Mass i
Mass 2
Mass 3
vision approved 7/14/92 allowed approximately 230,000 cy ofspoil to be taken to another permit instead of Fill #6,
e upper part of the fill covers the highwall associated with mining the Tmboden Marker coal scam
VA-82
(Potential Water Depth)
{Maximum Gully Depth)
Mass 3
-------
CompanyrRed River Coal Co.. Inc.
Permit: 1101401
State: VA
County: Wise
Latitude: 37-03-42
Longitude: 82-39-37
Fill: Fill #7
Mine: North Fox Gap Surface Mine
Was this fill visited at ground level? Yes [ ] No [X]
Had the till been reclaimed at the
time of the air survey? Yes [X] No [ 1
Date of survey: 02/23/00
Dale of permit file review:
Date fill contrueiion started:
Finished:
Number of fill size revisions:
%Sandstonc in overburden:
12/07/99
12/31/93
7/
55
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatk Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
I
-------
Location
Length (ft) Width (ft) Depth (in)
Location "f
Cracks
Location of
Depressions'
Location of
Erosion Areas
Location of
Ground Bulges
Location Of
,, . ,_ *
Springs/Seeps
Location of
Changes
Movement
1101401
Fill* 7
Were there depressions on the fill benches? Yes [xl No [ ]
1 B1Q1/2WQ1
2
3
4
5
Were there areas of erosion on the fill benches? Yes [X] No [
1 Riglit side drain near fop of fill
2
3
4
5
Were there bulges or humrnocky terrain? Yes [ J No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No f ")
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [
i
2
3
Did a failure occur on the fill? Yes [ ] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Massl
Bench #
Length (ft)
Width (ft)
Scarp Height (A)
Depth to Slip Plane (A)
Transport Distance (R)
Rate of Movement
Extent of Failure Movement
Causeof Movement Mass i
Mass 2
Mass 3
Mass 2
eviskm approved 7/21/M added Pill#7
small, previously repaired slide to the right of the third face toes out at the right perimeter ditch on bench #
(Potential Water Depth)
(Maximum Gully Depth)
Mass 3
VA-84
-------
Company: Red River Coal Co.. Inc.
Permit; J101401
State: VA
County: Wise
Latitude: 37-04-00
Longitude: 82-40-30
Fill: Fill # 8
Mine: North Fox Gap Surface Mine
Was this fill visited at ground level? Yes [x] No [ ]
Date, of visit:
Had the fill been reclaimed at the
time of the air survey'!
Date of survey:
04/20/00
Yes [XJ No [ ]
02/23/00
Date of permit flic review: 12/07/99
Date fill contraction started: 03/01 /94
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 55
Type of f ill
Size of Fill
surface
Configii ration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level .Review
As constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
1080
0.3
Flat
crown (ft)
Toe (ft)
Toe Foundation (%)
23.0 Fill Face (deg.)
2235
2080
21.0
Perimeter
Grav. Segregated
REAMH
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pel)
Friction Angle (deg.)
Cohesion (psf)
1.5
130
35
0
132
32
188
P-0.05
Appl. Phase
certification
AppLQuarterly
Certification
Photography
Type
Foundation Preparation Yes [X] No [ I
Underdraws Yes [X] No [ j
Surface Drams Yen [1 No [X|
Grading and Revegetalion Yes ( ] Nu [X]
Final Certification Yes[ ] No[XJ
Y
Y
Color
Color
If a DRF, did the photographs show the rock blanket or core vmderdrain by gravity segregation? Yes [ 1 No [ ]
Foundation darn: Pits
Dip of strata relative to fill:
Were NOVs wline
e R"? Yes [ ] No [Xj
Surface drainage control working properly? Yes [ ] No [X]
Subsurface drainage control working properly'? Yes [Xj No[ ]
If active fill, was active spoildisposal determined to bcon-going? Yes [ ] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
f n durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Disrcniable blanket or core drain forming? Yes [ ] No f ]
If the fill is completed, compare the size with the size in the latest pre-eorapletion revision?
If the till is significantly smaller, what is the reason according lo the documentation or inspector?
Fill surface configuration: Flat
Is the rlli situated in landslide topography? Yes [ ] No { ]
Were there mound cracks observed on the fill face or benches? Yes [X] No [ ]
Number of benches on fill: 3
VA-85
-------
Location
Location of
Cracks
Location of
Depressions'
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Li.ica liuii o i
Changes'
Movement
Characteristics
Comments
1101401
F Hi
Length (ft)
Width (ft)
Depth (in)
I Face#2 Q 1/8 tog 1/2
2
3
30
10
Were there depressions on tile fill benches'! Yes [X] No [ ]
I B3 Q I i 4 to Q 3/4
(Potential Water Depth)
3
Were there areas of erosion onthe fillbenehes? Yes [ ] No[Xj
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No[x]
Were there springs or seeps observed in disposal areas? Yes [ ] No [x ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] NofX]
Did o failure occur on the fill? Yes [ ] No[X}
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent ofFailure Movement
Cause of Movement Mass i
Mass!
Mass 3
Mass 2
Mass 3
evision approved 2/8/94 added Fill #8 Deep mining of Lower Kelley coal seam occurred below Fill £8 location An old "healed over" slip plane surface between benches 31 and #2
iay have resulted from ponding on bench #1 Benches #1 and $2 had recently been regradedlo get rid of ponding Bench #3 had water standing with cattails The perimeter ditches
ere regraded prior to our arrival at the site We could not tell what prompted this action
VA-86
-------
Virginia
Red River Coal Co., Inc.
North Fox Gap Surface Mine
i
Permit: 1101401
Fill: HF# 6
i
Permit: 1101401 Fill: HF# 6
VA-87
-------
Virginia
Red River Coal Co., Inc.
North Fox Gap Surface Mine
Permit: 1101401
Fill: HF# 7
Permit: 1101401 Fill: HF# 7
VA-88
-------
Virginia
Red River Coal Co., Inc.
North Fox Gap Surface Mine
Permit: 1101401
Fill: HF# 8
Permit: 1101401
Fill: HF# 8
VA-89
-------
Virginia
Red River Coal Co., Inc.
North Fox Gap Surface Mine
Permit: 1101401
Fill: HF# 8
Permit: 1101401 Fill: HF# 8
VA-90
-------
Virginia
Red River Coal Co., Inc.
Black Creek Surface Mine
Permit: 1601576
Fill: HF-B
Fill: HF-C
Fill: HF-D (No Photo)
VA-91
-------
BLANK PAGE
VA-92
-------
Company: Red River Coal Co,, Inc.
Permit: 1601576
State: VA
county: Wise
Latitude: 36-56-11
Longitude: 82-41-12
Fill: HF-B
Mine: Black Creek Surface Mine
Was this fill visited at ground level? Yes f 1 No fX
Had the fill been reclaimed at the
time of the air survey'?
Date of survey:
Yes[ ] No[X]
02123100
Date of permit file review. 12/16/99
Date till contraction started: 06/01/97
Finished: / /
Number of fill si/e revisions:
%Sandstone in overburden: 63
Type of Fill
Size of Pill
surface
configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Encjineexincr
Properties
(Foundation)
Phreatic Surface
Durable Rock
Length (ft)
Area (acres)
Volume (racy)
4200
16.7
Crown (A)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2450
2150
5.0
25.0
Perimeter
Grav. Segregated
REAME
Static
Seismic
Unit Weight (pel)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.5
130
33
200
131
26
544
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [X]
Undcrdrains Yes [ ] No [x]
Surface Drains Yes [ ] No [ ]
Grading and Revegetation Yes [ ] No [ ]
Hnai Certification Yes [ ] No [ ]
9913
9812
None
None
1-fTJRF, did the photographs show the rock blanket or core undcrdrain by gravity segregation? Yes [ ] No [ ]
Foundation data: Pits
Dip of strata relative to fill:
were NOVs written on the fill? Yes [ ] No [X]
Surface drainage control working properly? Yes [ ] No [ ]
Subsurface drainage control working properly? Yes [ ] No [ ]
If active fill; was active spoil disposal determined to be on-going? Yes [X] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ] No [XJ
If no to above, estimate percentage: 60
Diseemable blanket or core drain forming? Yes [ ] No [X]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If tile fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes[ ] No [ ]
Were there ground cracks observed on the fillfaec or benches? Yes [ ] No [ ]
Number of benches on till:
VA-93
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Locution of
Depressions
Locution of
Erosion Areas
I.KatMnol
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes
Movement
Comments
1601576
HF-B
Were there depressions on the fill benches? Yes f ] No [
(Potential Water Depth)
Were there nensof erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ I No [ j
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ I
Did a failure occur on the fill? Yes [ J No [x ]
'so, enter the source oCinfonnation on the failnre:
Stage of construction during failnre;
Mass 1
Mass 2
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (1)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
derground mining occurred beneath the fin 3n the 1960!s
I'!BM has been end dumped in up to 8 different lifts
(Maximum Gully Depth)
Mass 3
VA-94
-------
Company: Red Rjver Coal Co., Inc. Fill: HF-C
Permit: 1601576
Slate: VA
County: Wise
Latitude: 36-56-56
Longitude: 82-40-40
Type of Fill
Surface
Configuration
Mine: Black Creek Surface Mine
War this fill visited at ground level'? Yes [ ] No [X]
Had the fill been reclaimed at the
time ofthe air survey? Yes [ ] No M
Date of survey: 02/23/00
A S constructed Revision
Date of permit file review; 12116199
Date till contraction started: / /
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 63
Original design
Durable Rock
Area (acres)
Volume (mcy)
Flat
3.7
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safer}1 Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
crown (it)
Toe (tt)
Toe Foundation (%)
Fill Face (deg.)
2320
2140
2.0
24.0
Perimeter
Gray. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.6
130
33
200
129
31
108
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [ J
Underdrains Yes [ ] No [ ]
Surface Drains Yes [ ] No [ ]
Grading and Rcvcgctation Yes [ ] No { \
Final Certification Yes [ ] No f ]
No[ ]
Pits
If a DRF.. did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ]
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [ ] No [X]
Surface drainage control working properly? Yes [ ] No [ ]
Subsurface drainage control working properly? Yes f ] No [ ]
If active fill, was active spoil disposal determined (o he on-going? Yes [ ] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ j No [ ]
Tf no lo above, estimate percentage:
Discernable blanket or core drain forming? Yes [ | No [ ]
if the fill is completed, compare tlie size wilh the size in the latest pre-completion revision?
If the till is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Flat
Is the fill situated in landslide topography? Yes [ ] No [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [ ]
Number of benches on fill:
VA-95
-------
1601576
HF-C
Location of
_ , i
Cracks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Locution of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Location
Length (ft)
Width (ft)
Depth (in)
Were there depressions on the Ell benches? Yes [ ] No [ I
(Potential Water Depth)
Were there areas of erosion on the fill benches'? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ 1 No [
Were changes in vegetation or spoil color observed oti fill? Yes I ] No [
1
Did a failure occur on the fill? Yes [ 1 NofX]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass2
Mass 3
Cause of Movement
Bench a
Length (ft)
Width (ft)
Scarp Height (ft)
Depth lo Slip Plane (ft)
Transport Distance (A)
Kate of Movement
Extent of Failure Movement
Massl
Mass 2
Mass 3
F -C not started as of Inspection Report dated 9/16/99 Fill could not be located during aerial flight
nderground mining occurred beneath the proposed fill location Jnthe 1960!s
VA-96
-------
Company: Red River Coal Co.. Inc.
Permit: 1601576
State: VA
County: Wise
Latitude: 37-87-13
Longitude: 82-40-20
Fill: HF-D
Mine: Black Creek Surface Mine
Was this fill visited at ground level? Yes [ 1 No [X]
Had the fill been reclaimed at the
lime of the. air survey?
Date of survey:
Yes[ ] No[X]
02/23/00
Date of permit file review: 12116199
Date fill contraction started: / /
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 63
Type of Fill
Sire of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(spoil)
Engineering
Properties
(Foundation)
Phrearic Surface
As constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
1200
1.8
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2330
2170
3.0
25.0
Perimeter
Gras'. Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psi)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.5
130
33
200
130
22
634
Phreatic Surface
Construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review
Foundation Reparation Yea [ ] No [ ]
Underdrains Yes [ ] No [ ]
Surface Drains Yes [ ] No [ ]
Grading andRevegelation Yes [ ] No [ ]
Final Certification Yes [ ] No [ J
If a DRF, did the photographs show the rock blanket or core undcrdrain by gravity segregation? Yes [ ] No [ 1
foundation data Pits
Dip of strata relative to fill
Were NOVs written on the fill? Yes [ ] No [X]
Surface drainage control working properly? Yes [ ] No [ ]
Subsurface drainage control working properly? Yes [ ] No [ ]
If active fill,was active spoil disposal determined to he on-going? Yes [ ] No [ j
If spoil disposal rite inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume0 Yes [ ] No [ ]
If 110 to above, estimate percentage:
Discernable blanket or core drain forming? Yes [ ] No [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ] No [ ]
Were there ground cracks observed on the fillfaec or benches? Yes [ ] No [ j
Number of benches on fill:
VA-97
-------
Location
Length (ft) Width (ft) Depfll (in)
Location of
Cracks
Location of
Depressions
Location "f
Erosion Areas
Location 0 f
Ground Bulges
Location Of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1601576
HF-D
Were there depressions on the fill benches? Yes [ ] No [
(Potential Water Depth)
Were there areas of erosion on the fill benched Yes [ J No [ J
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ I No [ J
Were changes in vegetation or spoil color observed on till? Yes [ ] No [ ]
I
2
3
4
5
6
Did a failure occur on the fill? Yes [ ] No[X]
If so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Bench II
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rale of Movement
Extern of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
Mass 2
FF -D not started as of 12116199 F i 11 could not be located during aerial flight
inderground mining occurred beneath the proposed fill location in the [960!s
(Maximum Gully Depth)
Mass 3
VA-98
-------
Virginia
Red River Coal Co., Inc.
Black Creek Surface Mine
Permit: 1601576
Fill: HF- B
Permit: 1601576 Fill: HF- B
VA-99
-------
Virginia
Red River Coal Co., Inc.
Black Creek Surface Mine
^f^
Permit: 1601576
Fill: HF- C
Permit: 1601576 Fill:HF-C
VA-100
-------
Virginia
Virginia Iron, Coal and Coke
Boldcamp Surface Mine
Permit: 1101537
Fill: Fill#lB
Fill: Fill #5
VA-101
-------
BLANK PAGE
VA-102
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Software Used
Safely Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Conventional Lift
Length (ft)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1430
6.0
0.4
1950
1760
16.0
240
Perimeter
Underdrain
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
TJr.it Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.6
125
30
200
111
32
12
Phreatic Surface
Foundation Preparation
Underdrains
Surface Drains
Grading and Revegetation
Final Certification
Yes[X] Na[ ]
Yes[X] No I ]
Ycs[ ] "NoiX]
Tfes[ ] No[X]
Yes[ ] No[ ]
If a DRF, did tlia photographs show the rock blanket OT core Underdrain by gravity segregation? Yes [ ]
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill? Yes ! J
Surface drainage control working properly? Yes f ]
Subsurface drainage control working properly? Yes [ ]
If active fill, was active spoil disposal determined to be an-going? Yes [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
Color
Color
No[ ]
Pits
No[X]
No [ ]
No[ 1
No[ 1
If a durable rock fill is under construction,
Approximately 80% durable rook by volume? Yes [ 1
If no to above, estimate percentage:
Discemablc blanket or core drain forming? Yes [ ]
No[ ]
No[ ]
If the fill is completed, compare the size with the size in the latest pre-complction revision?
If the fill is significantly
smaller, what i s the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography! Yes [ 1
Were there ground cracks observed on the fill face or benches? Yes [ ]
Number of benches on fill:
Flat
No[ ]
No[ ]
VA-103
-------
1101537
Fill # 1B
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges'
Location of
Springs/Seeps
Location of
Changes'
Movement
Characteristics
Comments
Location
Length (it)
Width (ft)
Deplh (in)
Were there depressions on the Fill "benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas oferosion on the fill benches? Yes f ] No [
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No f ]
Were there springs or seeps observed in disposal areas? Yes | ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ J No [ ]
1
2
Did a failure occur on the fill?
fro. enter the source of information on the failure:
Stage of construction during f ai I u re:
Ycs[ ] No(X]
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench #
Length (ft)
Width (It)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (It)
Rate of Movement
Extent of Failure Movement
MassI
Mass 2
Mass 3
11 #1B is a "zoned concept" till The "staicturaf zone" near die toe is compacted m 4-foot lifts and h e vmderdrain is wrapped in filter fabric Tbe"noriStrueturaiVone is typical of
irsble rock fills Spoil associated with removal of the Norton coal seam was the only material placed in Fill #\B Fill #tB is separated from Fill #1A by s rock outcrop divide
cording to the aerial photos
VA-104
-------
Company: Virginia Iron. Coal and Coke
Permit: 1101537
State: VA
County: Wise
Latitude: 37-04-34
tmgitude: 82-30-41
Fill: Fill #5
Mine: Bokicamp Surface Mine
Was this till visited at ground level? Yes [ ] No [x]
Had the fill been reclaimed at the
lime of the air survey?
Date of survey:
Yes [X] No [
02/23/00
Dale of permitfile review: 12/08/99
Date fill contraction started: 04101199
Finished: / /
Number of fill size revisions:
%Sandstonc in overburden:
Type of Fill
Size "fPill
surface
Configuration
Elevations
Slopes
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original design
Conventional
Length (ft)
Area (acres)
Volume (incy)
Flat
Crown (ft)
Toe (ft)
Toe Foundation (%)
1050
8.0
1.9
Flat
2000
1710
17.0
Perimeter
Underdrain
REAME
Static
Seismic
Unit Weight (pet)
.Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
1.6
125
30
200
122
31
37
Phreafic Surface
Appl. Phase
Certification
construction
Documents tian
nd Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No f ]
Underdrains Yes [ } No [ }
Surface Drains Yes { ] No [ ]
Grading and Revegeuition Yen [ ] No [ ]
Final Certification Yes [ ] N o [ ]
AppLQuarterlj
Certification
Photography
Type
IfaDRF, did the photographs snow the rock blanket or core underdraw by gravity segregation?
Fo
indation data'
Yes[ ] No[ ]
Tits
Dip of strata relative to fill:
Tf active fill, wa
If spoil disposal site inactive
If s durable rock fill is under construction,
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
s active spoil disposal determined to be on-going?
, how long was disposal operation idle (months)?
Approximately 80% durablerock by volume?
|-fb lo above, estimate percentage:
Discernable blanket or core drain forming?
Yes [ ] No [XJ
Yes [ ] No [ ]
Yes I 1 No[ ]
Yes I ] No[ ]
Yes[ ] No[ 1
Yes[ J No[ ]
If the till is completed, compare the size with the size in the latest pre-eompletion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fili situated in landslide topography'!
Were there ground cracks observed on the fill face or benches?
Number of benches on till:
Flat
Yes [ ] No [ ]
Yesf 1 No[ ]
VA-105
-------
Location of
Cracks"
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comment.
1101537
Fill* 5
Location
Length (fl)
Depth (in)
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were (here springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ J
Did a failure occur on tiie fill? Yes[ ] No [xj
If so, enter the source of information on the failure:
Stage of consfructioii during failure:
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Siip Plane (ft)
Transport.Distance (ft)
Rate, of Movement
Extent of Failure Movement
Mass 1
Mass!
Mass 3
ill #5 is a "zoned concept" fill. The "structural zone*' near the toe is compacted in 4-foot lifts andthc underdrain is wrapped infilter fabric The1'nonstructurainzone is typical of durabl
>ck fills llollowfili #5 ivas added in. a revision approved 10/8/96 Someponditig and erosion on this freshly revegetated fill The 1st and 2nd fill faces look rough in the aerial photos
VA-106
-------
Virginia
Virginia Iron, Coal and Coke
Boldcamp Surface Mine
Permit: 1101537
Fill:Fill# IB
Permit: 1101537 Fill: Fill# IB
VA-107
-------
Virginia
Virginia Iron, Coal and Coke
Boldcamp Surface Mine
Permit: 1101537
Fill:Fill# IB
Permit: 1101537 Fill: Fill# IB
VA-108
-------
Virginia
Virginia Iron, Coal and Coke
Boldcamp Surface Mine
Permit: 1101537
Fill:Fill# 5
Permit: 1101537 Fill: Fill# 5
VA-109
-------
BLANK PAGE
VA-110
-------
WEST VIRGINIA
WV-1
-------
BLANKPAGE
WV-2
-------
WEST VIRGINIA
Company
Apogee (or Amherst)
Apogee
Appalachian Mining, Inc.
Appalachian Mining, Inc.
Battle Ridge Coal
Bluestone Coal Corp
Bradford Coal Co.
Bradford Coal Co.
Bradford Coal Co.
BUE.CO Resources
Cannelton, Inc.
Cannelton, Industries, Inc.
Caternary Coal Co.
Chafin Branch Coal Co.
Chafin Branch Coal Co.
Chafin Branch Coal Co.
Colony Bay
Costain Coal
Mine
Amlierst 3 A
Caitwright Valley Fill #3
No Mine Identifier
Alloy #1
Orgas No. 2
Poca 1 1
Brown Tract
Brown Tract
Brown Tract
East Cazy Surface Mine
Custer Hollow Surface Mine
Cannelton 9 S Surf ace Mine
Stanley Heritage Surface Mine
Harrys Branch Surface Mine
Rich Fork of Harrys Branch
Skillet Creek Surface Operations
No Mine Identifier
Pax No. 5
Cumberland River Coal
Cyprus Kanawha Corp
No Mine Identifier
Sycamoie South Mtn Top Job
Permit
S- 159-74
S-5069-92
S-6034-88
S-6009-88
S-5004-91
S-4021-88
102-77
102-77
102-77
S-5016-90
S-78-55
615-70C
S-3035-93
180-77
S-5015-86
S-5082-86
S-15-81
S-3023-91
S-5027-89
S-6020-89
Fill
#8
#3
#1
HF#1
Fill #1A
#2
#1
#2
#3
#2
#1
Fill #1
DRF#3
#1
#1
Fill #1
#5
#1
if?
112
Laurel Branch #1
Dal-Tex Coal Corp
Eastern Associated
Elkav Coal Co
Evergreen
Bumbo #2 Mine j S-5049-91
No Mine Identifier
Tower Mountain
No Mine Identifier
S-53-85
S-5023-93
S-35-76
Fill #5
#6
Fill # I
#1
WV-3
-------
WEST VIRGINIA
Company
Evergreen Mining Co
Fola Coal Co.
High Powei Energy
High Power Energy
Hobet Mining, Jnc.
Independence Coal Co., Inc.
Mine
Knight-Ink #-1 Mine
No Mine Identifier
Twenty Mile Creek Mme #901
Twenty Mill Creek Mine #90
West Ridge
Twilight MTR Surface Miiie
James Coal Co. (River Ridge No. 1 Surface Mine
Coal)
Julianna Mining
1 K & B Coal Co. (after Lionel)
|| K & B Coal Co. (after Lionel)
Lone Star
Marrowbone Development
(Triad)
Mingo-Logan
I New Land Leasing Co., Inc.
Peerless Eagle Coal Co.
Pen Coal Corp.
Princess Beverly
Rawl Coal Sales & Processing
/""*_
v-u.
Rawl Coal Sales & Processing
Co.
Red River Coal
Suzanne Fuels, liic
Terry Eagle Coal Co.
Westmoreland Coal Co.
Camp Creek Surface Mine
Grace #3
Grace #3
Surf ace Mine No. 6
Dingess Tunnel Mine #1
Low Gap Branch Surface Mine
#2
Pax if2
Lilly Fork Surface Mme
Devilstrace Smface Mine
Carbon Fuel Tract
Sprouse Creek Surface Mine
Mary Taylor Mtn Project
RRC-Surface Mine No 2
Laurel Cieek#l Mine
Little Elk Mine #1
Hampton #47
Permit
S-2019-88
S-20 12-93
S-3026-90
S-51-85
S-5033-87
S-2002-94
S-3010-86
Fill
#5
B
S2-X
E
FMfifflgs§reei
#1
VF#1
IB
S-3010-86 1 #4
S-3016-92
S-5024-S8
S-4013-95
S-3039-91
S-3021-93
O-5015-89
27-81
S-5033-88
S-5011-87
S-5089-87
S-3011-90
S-3034-88
S-5050-89
#3
#2 .
#4
VF#6
VF#7
#2
#2
Calf's Branch #4
C
#5
#1
Fill #1
K
-------
WEST VIRGINIA
Company
White Flame (Mingo Logan
Coal)
Mine
Surface Mine #5
Permit
S-5066-92
Fill
Fill A
wv-5
-------
BLANK PAGE
WV-6
-------
West Virginia
Apogee (or Amherst)
Amherst 3A
Permit: S-l 59-74
Fill: #8
WV-7
-------
BLANK PAGE
WV-8
-------
Company: Apogee (orAniherst)
Permit: S-J 59-74
State: WV
County: Logan
Latitude: 37-46-15
Longitude: XI-42-30
Fill: #8
Mine: Arnherst3A
Was this fill visited at ground level? Yes [ J No [Xl
Had the till been reclaimed at the
time o/the air survey'?
Date of survey:
Yes[X| No[
12/22/99
Date o/pennit file review: 10/13/99
Dale 1111 contraction started: 04/01/82
Finished: 09/04/98
Number of til I size revisions:
%Sandstone in overburden: 89
Type of Fill
SheafFill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Type
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
Flat
Cro\\n (ft)
Toe (A)
Toe Foundation (%)
Fill Face (deg.)
Perimeter
Gravity Segregated
Chimney
1100
Flat
2120
1850
10.0
27.0
Chimney core
Chimney Core
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (per)
Friction Angle (deg )
Cohesion(psf)
construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review*
Foundation Preparation Yes f ] No [X] 82/2
Underdrains Yes [ ] No [X] 9312
Surface Drains Yes [1 No ixi 96/2
(Jrading and Revcgetation Yes [ ] No [X] 9711
Final Certification Yes [ ] No [XJ 98/2
Color
Color
Color
Color
Color
If a DRF, did the photographs show the rack blanket or core underdrain by gravity segregation? Yes [ J
Foundation data:
Dip of strata relative to fill:
WSre NOV's written on ths fill? Yes [ ]
Surface drainage control working protrerly? Yes [ ]
Subsurface drainage control working properly? Yes [ ]
If active fill, -was active spoil disposal determined to he on-going? Yes [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock till is under construction,
Approximately 80% durable rock by volume? Yes [ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ]
Number of benches on fill:
No [ ]
None
No[ ]
No[ ]
Nof ]
No I ]
No[ ]
No[ 1
Same
Flat
No [ ]
No [ ]
10
wv-9
-------
Location
Length (ft)
Width (ft)
Depth (in)
Locatipn "f
Cracks
Location "f
Depressions
Location of
Erosion Arras
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-159-74
its
Were there depressions on the fill benches? Vcs [I No [ I
(Potential Water Dcptn)
Were there areas of erosion on the fill benches? Yes [ ] No [ J
(Maximum Gully Depth)
Were there bulges or huinmocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes f ] No [ J
Describe location of seep
1
2
3
4
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the fill? Yes [
f so. enter the source of information on the failure:
Stage of construction during failure:
J No[
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench #
Length
Width
Scaip Height
Depth to Siip Plane
Transport Distance
Rate of Movement
Extent of Failure Movement
Mass 1
Mass 2
Mass 3
(ft)
(ft)
(ft)
(ft)
ji undated modification request includes a diagram of chimney-drain design. A 12/O/94 map shows a groined rip rap or fabivforrn at toe that crosses a minor existing road The
'irnitfilc includes both a rock-durability and soil-substitute study of the predominant sandstone (both dated 1981). Rock durability is justified by high SOI values Soil substitution is
sect on favorable chemical characteristics The same samples seem to be used in both reports- The soil-substitute report indicates the author's preference that the spoil be crushed prii
application. But the certification photographs indicate rapid natural breakdown of the dumped spoil; i.e. crushing may not have been necessary. A stability analysis was not found. I
ck-durability report presented friction-angle and cohesion values and these might reflect that an analysis was in fact done. There seemed lo be lots of fill-related NOVs for this peuni
ost of them do not specify which fill. Did not find 2 specific reference to fill 8, except in a couple of inspection reports (11/IO/9S and 4/2/99) referencing the "reclamation" of the fill
21/79 inspection report mentions a slide on fill 6. The helicopter pholos show K steep and shallow Fill S, There were small dark areas On the snow-dusted surface, potentially indicath
' seeps and/or uncontrolled surface drainage. These are not curtain enough to warrant tabulation.
WV-10
-------
West Virginia
Apogee (or Amherst)
Amherst 3A
Permit: S-159-74
Fill: # 8
x .
I
Permit: S-159-74 Fill: # 8
WV-11
-------
West Virginia
Apogee (or Amherst)
Amherst 3A
Permit: S-159-74
Fill: # 8
Permit: S-159-74 Fill: #
WV-12
-------
West Virginia
Apogee
Cartwright Valley Fill #3
Permit: S-5069-92
Fill: #3
WV-13
-------
BLANK PAGE
WV-14
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
construction
Docu m en tation
and Certifications
Durable Rock
2860
154.0
23.9
Flat
2200
1340
7.0
19,0
Perimeter
Gravity Segregated
REAME
1.5
1.2
136
37
0
121
37
0
None
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation {%)
Fill Face Meg.)
static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Durable Rock
2860
154.0
239
Flat
2200
1340
7.0
19.0
Perimeter
Gravity Segregated
REAMS
1.5
1.2
136
37
0
121
37
0
None
Aerial Survey
and Ground
Level Review
Appl. Phase
Certification
Appl.Quarferly
certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading andRevegetation
Final Certification
Yes [X] No [
Yes [X] No [
Yes [X] No [
Yes [X] No [
Yes [X] No [
] 94/1
] 9813
J 9612
] 99/3
] 99/2
If a DRI% did the photographs show the roclc blanket or core underdraitt by gravity segregation?
Foundation data:
Dip of strata relative to filli
Were NOV's written on the fiiii
Surface drainage control working properly?
Subsurface drainage control working properly?
If active till, was active spoil disposal determined to be on-going?
Tf spoil disposal
site inactive, how lung was disposal operation idle (months)?
Yes [X]
Copies
Copies
Copies
Copies
Copies
No{ ]
Pits
Toward Fill
Yes [X]
Yes [X]
Yes[ ]
Yes [ ]
No[ 1
No[ ]
No[ ]
No[X]
If a durable rock fill i s under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discemable blanket or core drain forming?
Ycs[ ]
Yes[ ]
No[ ]
No[ ]
Ifthe fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill i s significantly smaller, what is the reason according to the documentation or inspector?
EDI surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill
Yes[ ]
Yes[ ]
Flat
No[ ]
No[ ]
16
WV-15
-------
Location
Length (ft) Width (ft)
Depth (in)
Location "f
Cracks
Location 0 f
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
comments
S-5Q69-S2
93
Were there depressions on the fill benches? Yes [ ] No [ }
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes [ 1 No I 1
Were there springsor seeps observed in disposal areas? Yes [ ] Nu [ 1
Were changes in vegetation or spoil color observed on till? Yes [ ] No [ ]
Did a failure occur on the fill? Yes [ ] No [
Ff so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Bench*
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass I
Cause of Movement
Mass I
Mass 1
Mass 3
(Maximum Gully Depth)
Mass 3
o Coal Mined on permit. Only structure on site was spoil disposal for adjoining permits Chilton seam was U/G mined in vicinity of fill but does not appear to be under the fill are;
late NOY issued for downstream flooding butstorm event believed to be greater that 10yr/24hr event
wo fills have been merged into one fill at bench #3
WV-16
-------
West Virginia
Apogee
Cartwright Valley Fill #3
Permit: S-5069-92
Fill: #3
Permit: S-5069-92 Fill: #3
WV-17
-------
West Virginia
Apogee
Cartwright Valley Fill #3
Permit: S-5069-92
Fill: #3
Permit: S-5069-92
WV-18
Fill: #
-------
West Virginia
Appalachian Mining, Inc.
No Mine Identifier
Permit: S-6034-88
Fill: #1
WV-19
-------
BLANK PAGE
WV-20
-------
Elevations
Slopes
SurfaceDrainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineermg
Properties
(Foundation)
Phrcatic Surface
Chimney
4400
5.6
Bat
1175
975
2.7
27.0
Chimney Core
Chimney Core
Length (ft)
Area (acres)
Volume (mcy)
crows (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Chimney
4600
Flat
1250
975
2.7
27.0
Chimney Core
Chimney core
RE
Statit
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.6
132
35
I
91
30
1
None
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [XJ
Underdrains Yes [ ] No [X] 9313 None
Surface Drains Yes [ ] No [X] 9313 None
Grading and Revegetation Yes [ ] No [X]
Final Certification Yes [X] No [ ] 6/94
[
WV-21
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks"
Location of
Depressions
Location of
T- ' I *
Erosion Areas
Location of
Ground Bulges
Location of
Location of
^
Changer
Movement
Characteristics
Comments
S-6034-86
#1
Were there depressions oil the fill benches'! Yes [ ] No [
(Potential Water Depth)
Were there areas of erosion on the Gil benches? Yes [X] No { ]
(Maximum Gully Depth)
Were there bulges or lmmmod
-------
West Virginia
Appalachian Mining, Inc,
No Mine Identifier
Permit: S-6034-88
Fill: # 1
Permit: S-6034-88 Fill: # 1
WV-23
-------
West Virginia
Appalachian Mining, Inc.
No Mine Identifier
Permit: S-6034-88
Fill: # 1
1
f
m
Permit: S-6034-88
WV-24
Fill: # 1
-------
West Virginia
Appalachian Mining, Inc.
Alloy #1
Permit: S-6009-88
Fill: HF#1
WV-25
-------
BLANK PAGE
WV-26
-------
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88-6009-S
-------
Location of
Cracks
Location of
Depressions
Location of
*
Erosion Arras
Location Of
C round Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-6009-88
HF#1
Location
Length (ft) Width (ft)
Depth (in)
Were there depressions on the fill benches? Yes [ ] Nofx]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [X ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [
Were there springs or seeps observed in disposal areas? Yes [ ] No[x]
Were changes in vegetation or spoil color observed on fill? Yes f ] No [
Did a failure occur on the fill?
f so, enter the source of information on the failure:
Stage of construction duringfailurc:
Yes[ 1 No[x]
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench #
Length !"!
Width (ft)
Scarp Height (ft)
Depth to Slip Tlane (ft)
Transport Distance (ft)
Rate of Movement
Extent ofFailure Movement
Mass!
Mass 1
Mass 3
2ria! photos show adjacent backfill area with an old failure surface and lots of erosion yn it
;vision #08, approved 10/19/94, completely changed the £11! configuration, size, volume, and location Material volume was significantly reduced If was changed from a durable rod
I to a conventional fill with rock chimney core
II face slope measurements in field 15% from toe to first bench, 10% frcm first bench to fop of 611
WV-28
-------
West Virginia
Appalachian Mining, Inc.
Alloy #1
Permit: S-6009-88
Fill: HF# 1
Permit: S-6009-88
WV-29
Fill: HF# 1
-------
West Virginia
Appalachian Mining, Inc.
Alloy #1
Permit: S-6009-88
Fill: HF# 1
Permit: S-6009-88 Fill: HF# 1
WV-30
-------
West Virginia
Battle Ridge Coal
Orgas No. 2
Permit: S-5004-91
Fill: Fill #1A
WV-31
-------
BLANK PAGE
WV-32
-------
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Length (ft)
Area (acres)
Volume (mcy)
Concave
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Durable Rock
2070
1550
1015
8.0
15,0
Perimeter
Gravity Segregated
REAME
Durable Rock
3300
166.7
21.4
Flat
1450
1000
8.0
15.0
Perimeter
Gravity Segregated
SB Slope
Static
Seismic
Unit Weight (pcf)
Friction Angk.
Cohesion (psi)
1.9
1.6
135
36
200
1.7
1.3
135
36
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psi)
P-0.05
None
Aerial Survey
and Ground
Level Review
Appl. Phase
Certification
Appl.Quarterly
certification
Foundation Preparation Yes [ ] No [ j
Underdrains Yes [X] No [ ]
Surface Drains Yes [X] No [ ]
Gtading and Revegefafion Yes [ ] No [ j
Fiua! Certification Yes [ ] No [ 1
91/3
9212
Photography
Type
Copies
Copies
If a DRF., did the photographs show the rack blanket or core- unde-rdrain by gravity segregation? Yes [X] No [ ]
Foundation data: Pits
Dip of strata relative to fill;
Were NOV's written-on the fill? Y« [X] No [ ]
Surface drainage control working properly? Yes [X] No [ ]
Subsurface drainage control working properly? Yes [ ] "No | ]
If active fill, was active spoil disposal determined to be on-going? Yes [ } No [X]
If spoil disposal site inactive, how long was disposal operation idle (months)?
Fa durable rock till is under construction,
Approximately 80% durable rock by volume'? Yes f ] No [ ]
Tf no to above, estimate percentage.
Discernible blanket or core drain forming? Yes [ J No [ ]
if flic fill is completed, compare the size with the ske in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the doeumentafion or inspector?
Fill surface configuration: Concave
lithe fill situated in landslide topography? Yes [ ] No [ ]
Were, there ground cracks observed on the fill face or benches? Yes [ ] No [ ]
Number of benches on fill; 12
WV-33
-------
Location
Lcnath (frt
Width (ft)
Dcnth (m\
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes'
Movement
Characteristics
Comments
S- 5004-91
2
3
Were there depressions on the fiil benches? Ye5 [ I No [ I (Potential Water Depth)
2
3
4
5
Were there wear of erosion on the fin benches? Yes [ ] No [ J (Maximum Gully Depth)
2
5
Werc there bulges or hummocky terrain? Yes [ } Nu [ ]
1
2
3
4
5
Were there springs or seeps observed in disposal areas? Yes [ ] No [ J
1
2
3
4
5
Were changes in vegetation or spoil color observed on till? Yes f ] No [ ]
t
2
3
4
5
6
Did a failure occur on the fill? Yes[ ] No [ ]
fro, enter the souree of information on the failure:
Stage of construction during failure:
Mass 1 Mars 2 Mass 3
Bends #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (A)
Rate of Movement
Extent of Failure Movement
cause of Movement Mass i
Mass 1
Mass 3
oal seams #5 Block, Original fill #1 was modified to two separate fills in August 97, Some ponding on benches # 6,7,8 and 9 near center of fill. Two fills separated by a ridge mad
,1A Smaller fil is flal
WV-34
-------
West Virginia
Battle Ridge Coal
Orgas No. 2
Permit: S-5004-91
Fill: Fill# 1A
Permit: S-5004-91 Fill: Fill# 1A
WV-35
-------
West Virginia
Battle Ridge Coal
Orgas No. 2
Permit: S-5004-91
Fill: Fill# 1A
WV-36
-------
West Virginia
Bluestone Coal Corp.
Poca 11
Permit: S-4021-88
Fill: #2 (No Photo)
wv-37
-------
BLANKPAGE
WV-38
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreaiic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Chimney
390 Length (ft)
1.6 Area (acres)
Volume (mey)
Concave
2450 Crown (ft)
2355 toe (ft)
8.0 Toe I-'oundatioii (%)
22 0 Fill Face (deg.)
Chimney Core
Chimney
390
1.6
Flat
2450
2355
8.0
22.0
Chimney Core
Chimuev Core Chimney Core
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Ura't Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Certification Certification
Foundation Preparation Yes [x] No [ ] 9214
Underdraws Yes [ ] No [ ]
Surface Drains Yes [X] "No [ ] 96/2
Grading and Rcvegetation Yes f ] No [X] 97/t
Final Certification Yes [ ] No! ]
Type
None
None
None
None
If a DRI-\ did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ] No [X]
Foundation data: None
Dip of strata relative to till Left Flank High Toward Fill
Were NOVs written on the till? Yes [X] No [ ]
Surface drainage control working property?
Subsurface drainage control 'working properly?
If active fill, was active spoil disposal determined to bo on-going'?
If spoil disposal site inactive, haw long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
Tf no lo above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the till is significantly smaller, what is the reason accordingto the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography'!
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[ ] No[ 1
Yes[ ] No[ ]
Yes[] No[ ]
Yes[ 1 Nof 1
Yes [ ] No [ ]
Yes[ ] No[ ]
Yes[ ] Nof ]
WV-39
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location "f ,
Depressions
Locution "f ,
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-4021-88
#2
Were there depressions on the till benches? Yes [ ] No [ j
(Potential Water Depth)
Were there areas of crosionon the fill benches? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs ot seeps observed in disposal areas? Yes [ I No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ J No [ ]
1
2
3
4
Did a failure occur on the fill? Yes [ J No [ ]
: so. enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
Mass 2
Mass 3
l seams Pocahontas #11. Pocahonfas # ] 2, No design found i n permit, All engnieedng properties were left blank on form; State NOVs issued for lifts greater than 4 feet
WV-40
-------
West Virginia
Bradford Coal Co.
Brown Tract
Permit: 102-77
Fill: #1 (No Photo)
Fill: #2
Fill: #3
WV-41
-------
BLANK PAGE
WV-42
-------
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/./.-EOT U
-03
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location 0 f
Springs/Scops
Location of
Changes
Movement
Characteristics
Comments
102-77
«M
Were there depressions on the fill benches? Yes [ I No I I
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
Were there bulges or hummocky terrain? Yes \ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ J
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [
I
Did a failure occur on the fill? Yes[ ] No [ ]
f so. enter the source of information on the failure:
Stage of construction during failure:
Mass i
Mars 2
Bench #
Length (ft)
Width (ft)
Scarp Height (it)
Depth to Slip Plane (flj
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass i
Mass!
Mass 3
(Potential Water Depth)
(Maximum Gully Depth)
Mass 3
jal seam #5 Block, Ho design criteria found ill permit Permit issued in 1977 during interim program One revision to permit to chance from 4 foot lift tc 50 foot lifts
"swer five tiffs were pre-law and likely liave no OSM jurisdiction
3 photography available
WV-44
-------
Company: Bradford Coal Co.
Permit: 102-77
State: WV
County: Boone
Latitude: 38-06-40
Longitude: 81-35-58
Fill: #2
Mine: Brown Tract
Was this fill visited at ground level? Yes [ ] No [X]
Had the fill been reclaimed at the
time of the air survey? Yes [X] No [ ]
Date of survey: 12/21/99
Date of permit file review:
Dale Jill contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
10119199
/ /
09/01/89
84
As constructed
Revision
Original design
Type of Fill
She of Fill
Surface
Configuration
Elevations
Slope*
Control
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Chimney
1585
26.7
Flat
1410
1010
6.0
23 0
Chimney core
Other
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face fdou.)
Chimney
1585
26.7
1410
1010
6.0
23.0
Chimney Core
Chimney Core
Other
Chimney
1585
26.7
Hat
1410
1010
6.0
22,0
Chimney core
Chimney Core
Other
Static
Seismic
Unit Weight (pd)
Friction Angle
Cohesion (pst)
Aerial Survey
and Ground
Level Review
Foundation Preparation
Underdrains
Surface Drains
Grading andRevegetation
Final Certification
Yes[ ]
Yes[ ;
Yes fX]
Yes[ ]
Yesf ]
No [ j
No[ ]
No[ ]
No[X]
No[ j
8012
89/12
If a DRF, did the photographs show the rock blanket or core undcrdrain by gravity segregation?
Foundation data:
Ycs[
Dip of strata relative to fill: Righl Flank High
Were NOV's written or. ths fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active till, was active spoil disposal determined to be on-going?
None
None
None
None
] No[
11U1
]
C
Toward Fill
YSS[ ] No PC]
Yes[
Yes[
Yes[
] N°[
] N°[
j Nof
]
j
}
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durablerock fill is under construction,
If the fill is completed, compare the size
ff the fillis significantly smaller,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Disceraable blanket or core drain forming?
with the size in the latest pre-completion revision?
Yes [
Yes[
] No[
1 No I
1
1
what is the reason according lo (he documentation or inspector?
Fill surface configuration:
Is the fillsituated in landslide topography'?
Were there ground cracks observed on the till face or benches?
Number of benches on fill:
Yes[
Yes[
] No[
] Nof
]
]
WV-45
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
1Q2-77
#2
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ J
Wcrc there bulges or hummocky terrain'.' Yes [ ] No [ ]
Were (here springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ 1 No [ j
Did a failure occur on the fill? Yes [ 1 No[ ]
f so, enter the source of information on tlic failure:
Stage of construction during failure:
Mass I
Mass 2
Bench if
Length (ft)
Width (ft)
Seatp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft]
Rate of Movement
Extent of Failure Movement
Cause of Movement Massl
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
oal seam #5 Block No design criteria found in permit Permit issued m j 977 during interim program One revision to permit 10 change from 4 foot lift to 50 toot lifts
me tree established on V* of fill face Volunteer trees on otlicr Vi of ill! (Look at on the ground)
WV-46
-------
Company: Bradford Coal Co, Fill: #3 Date of permit file review: 10/19/99
Permit: 102-7? Mine: Brown Tract Dale fill contruction started: //
State: WV Was this fill visited at ground level? Yes [ J No [X] Finished: 09/01/89
County: Boonc Number of fil! size revisions:
Latitude: 38-06-40 Had the fill been reclaimed at the %Sandstone in overburden: g4
Longitude: 81-35-58 time of the air survey? Yes[XJ No [ ]
Dale of survey: 12/20/99
Type of Fill
Size of Fill
Surface
Configuration
As constructed Revision Original design
Chimney Chimney Chimney
1220 Length (ft) 1220 1220
22.4 Area (acres) 22.4 22.4
Volume (mcy)
Fiat Flat
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Fhreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
1420
1020
14.0
23.0
Chimney Core
Other
Crown (ft) 142°
Toe (ft) 1020
Toe Foundation (%) 14.Q
Fill Face (deg.) 23.0
Chimney Core
Chimney Core
Other
1420
1020
14.0
23.0
Chimney Core
Chimney Core
Other
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
AppL Phase
Certification
A ppl,Quarterly
Certification
Photography
Type
Foundation Preparation Yes [ ] No [ ]
Undsrclrains Yes [ ] ' No [ ]
Surface Drains YesfX] No [ ]
Grading and Revegetatiou Yes [ ] No [X]
Final Certification Yes I ] No [ ]
go/2
89/12
None
None
None
None
None
If a DRF» did tb.e photographs show the rock blanket or core uaderdrain by gravity segregation? Yes [
Foundation data;
Dip of strata relative to fill; Right Flank High
Were NOV's written on the till? Yes [
Toward Fill
] No[X]
If a durable rock fill
Surface drainage control working properly?
Subsurface drainage control working properly?
Tf active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
is under construction*
Approximately 80% durable rock by volume?
If tio to above, estimate percentage:
Discernable blanket or core drain forming?
YeS[ J
Yes[ ]
Yes[ ]
Yes[ ]
Y«[ J
No[ ]
No[ ]
No[ ]
No[ ]
No[ 3
If the fill is completed, compare the size with the size in the latest pre-cdmpletion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration;
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[ ]
Yes[ ]
No[ ]
No[ ]
WV-47
-------
102-77
#3
Location Of
Cracks
Location of
Depression^
Location of
Erosion Areas
Location uf
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Location
Length (ft) Width (ft)
Depth (in)
Were there depressions on the fill benches! Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ j No [ ]
Were there springs or seeps observed in disposal areas? Yes f ] No [ ]
Were changes in vegetation or spoil color observedon fill? Yes [ ] No [ ]
Did a failure occur on the fill?
I so, enter the source of information on the failure:
Stage of construction during failure:
Yesf ] No{ ]
Massl
Mass 2
Mass 3
Cause of Movement
Bench #
Lenglii (ft)
Width (ft)
Scarp Height (ft)
Depth to Si i p Pi ane (ft)
Transport Distance (ft)
Rstc of Moverp.ent
lixtent of Failure Movement
Mass 1
Mass 2
Mass 3
*oai seam: $5 Block, No design criteria found in permit Permit issued in [977 during interim program; One revision to permit to change from 4 foot lift to 50 foot lifts Slate NOVs
ssued for failing to construct in four foot iifls. State NOV issued for contamination of rock core with fine material.
'ili has pine trees established on approximately 1/3 of the face. (Field visit should be done to examine surface erosion and seeps)
WV-48
-------
West Virginia
Bradford Coal Co,
Brown Tract
Permit: 102-77
Fill: #2
Permit: 102-77
Fill: #3
WV-49
-------
West Virginia
Bradford Coal Co.
Brown Tract
Permit: 102-77
Fill: #3
Permit: 102-77
Fill: #3
WV-50
-------
West Virginia
BURCO Resources
East Cazy Surface Mine
Permit: S-5016-90
Fill: #2
WV-51
-------
BLANK PAGE
WV-52
-------
Company: BURCO Resources
Permit: S-5016-90
State: WV
County: Boone
Latitude: 37-55-25
Longitude: 81-42-40
Fill: «2
Mine: East Cazy Surface Mine
Was this fill visited at ground level? Yes [ } No [X]
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [ ] No [X]
12/21/99
Date of permit file review: 10/07/99
Date fill contraction started: 01/01/91
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 79
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (ft)
Area (acres)
Volume (mey)
4800
113.0
40.7
Concave
Fiat
Crown (it)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Center Drain
1780
1170
7.0
23.0
Perimeter
Gravity Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pel)
Friction Angle (deg.)
Cohesion (psf)
1.5
1.3
140
36
0
135
36
200
Phreatic Surface
AppL Phase
Certification
Appl. Quarterly
Certification
Photography
Type
Foundation Preparation Yes [xj No [ J
Underdraws Yes [X] No [ ]
Surface Drains Yes [X] No [ ]
Grading and Revegetarion Yes [ ] No [ ]
Final Certification Yes [ 1 No [ 1
91/2
91/2
98/4
Copies
Copies
Copies
If a DRF, did the photographs show the rock blanket or core widerdrain by gravity segregation? Yes [X] No [ ]
Dip of strata relative to fill: Toward Fill
WereNOV's written on the fill? Yes [X] No [ ]
Surface drainage control working properly?
Subsurface drainage contra* working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% dorable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-complctkm revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes [X]
Yes[ ]
Yes [X]
Yes[
Yes[
Yes[
Yes f
No[
No[
No[
No[ 1
No[ j
WV-53
-------
Location
Location of
Cracks
Location of
Depressions
Location Of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-5QI6-90
#2
Length (ft)
Width (ft)
Depth (in)
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the till benches? Yes [ ] No [
(Maximum Gully Depth)
Were there bulges or humtnocky terrain? Yes f ] No f ]
Were there springs or seeps observed in disposal areas? Yes [ ] Nu [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Didafailureoccuroiithefill? Yes [ ] No [ ]
If so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench ff
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rats of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
Muss 2
Mass 3
•earns mined $5 Block, Upper Stockton, Lower Stockton, Coalburg, Middle Stockton, Cedar Grove seam wasU/G mined on this permit, Wing dumping proposed as the construction
lethod,
ower seven benches reclaimed upper three benches under construction Appears to be wing dumping on right flank of fill
WV-54
-------
West Virginia
BURCO Resources
East Cazy Surface Mine
Permit: S-5016-90
Fill: #2
Permit: S-5016-90 Fill: #2
WV-55
-------
West Virginia
BURCO Resources
East Cazy Surface Mine
'
Permit: S-5016-90
Fill: #2
Permit: S-5016-90 Fill: #2
WV-56
-------
West Virginia
Cannelton, Inc.
Custer Hollow Surface Mine
Permit: S-78-55
Fill: #1
wv-57
-------
BLANK PAGE
wv-58
-------
Company: Cannelton, Inc.
Permit: S-78-85
state: WV
County: Kanawha
Latitude: 38-11-58
Longitude: 81-22-14
Fill: #1
Mine: Custer Hollow
Surface Mine
Was Ibis fill visited af ground level? Yes [ ] No [Xl
Had the fill been reclaimed at the
time, of the air survey?
Date of survey:
Yes[ ] No[ ]
12/31/99
Date of permit tile review
Date fillcontruetion started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
i 0/19/99
04/01/88
10/13/90
52
Type of Fill
Size of Fill
Surface
configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
AS constructed
Revision
Original design
Durable Rock
2400
22.1
Length (ft)
Area (acres)
Volume (nicy)
Durable Rock
2400
22.1
Concave
975
760
9 0
160
Ce.nter Drain
Gravity Segregated
REAME
1.7
120
37
0
95
34
200
None
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Anglo
Cohesion (psf)
unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
975
760
9.0
16.0
Center Drain
Gravity Segregated
REAME
1.7
120
37
0
95
34
200
None
Appl. Phase
Certification
Construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review
FoundationFreparation Yes [ J No [XJ
Underdrams Yes! ] No fXl
Surface Drains Yes [ ] No [X]
Grading and Revegetafioa Yes [ ] No [Xj
Final Certification Yes! 1 No [X]
AppLQuarterly
Certification
Photography
Type
None
None
None
None
None
If a DRP, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Yes [ J NofXJ
TSvt Holes
Dip of strata relative to fill: Right FJarik High Away from Fill
if active fill,
Were NOV's -written on the fill?
Surface drainage control working properly?
Subsurface drainage, control working properly?
was active spoil disposal determined to be on-going'!
Yes [X] NO [ ]
Yes[ ] Nu[ ]
Ycs[ ] No[ 1
Yes[ ] No[ j
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock fill is underconstruction,
Approximately §0% durable rock by volume?
If no to above, estimate percentage:
Disccmable blanket or tore drain forming?
Yes[ 1 No[ 1
Ycs[ 1 No[ 1
If the fill is completed, compare the size with the size in the latest pie-completion revision?
If the Ell is significantly smaller, what i s the reason
according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide, topography?
Were there grou nd cracks observed on the fill face or benches?
Number of benches on fill:
Yes[ ] No[ J
Yes[ ] No[ ]
WV-59
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location "f
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location 0 f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-78-85
*1
I
2
3
Were there depressions on the fill benches? Yes [ 1 No [ ]
I
2
4
5
Were there areas of erosion on the till benches? Yes [ ] No [ ]
1
"\
3
4
5
(Potential Water Depth)
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ J No [ 1
2
3
4
5
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
1
-)
3
4
5
Were changes in vegetation or spoil color observed on till? Yes [ ] No [ \
I
2
3
4
5
6
Did a failure occur on the fill? Ycs[ ] No [ ]
S so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip rhme (ft)
Transport Distance (ft)
Kate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
oa] seams: Upper Wioifrcdc Lower Winifred, Coalbuig, Stockton, Clarion, £5 Block; L7G miningoccurred under |
ilh fines;
Mass 2 Mass 3
art of fill site, State NOV issued far contamination of rock core
WV-60
-------
West Virginia
Cannelton, Inc.
Custer Hollow Surface Mine
Permit: S-78-85
Fill: #1
Permit: S-78-85
WV-61
Fill: #1
-------
BLANK PAGE
WV-62
-------
West Virginia
Cannelton Industries, Inc.
Cannelton 9S Surface Mine
Permit: 615-70C
Fill: Fill#l
WV-63
-------
BLANK PAGE
WV-64
-------
Company: Cannelton Industries, Inc. Fill; Fill#l
Permit:
State:
County:
Latitude:
3ngitude:
615-70C
wv
Fayette
38-13-01
81-17-26
Mine: Cannelton 9S Surface Mine
Was this fill visited at ground level?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[ ] No[X]
Yes [X] No [ ]
12/20/99
Date of permit file review; 10/06/99
Date fill contraction started: 06/01/78
Finished: 11/01/88
Number of fill size revisions:
%Sandstone in overburden: 55
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Properties
(Foundation)
Phreatic Surface
Construction
Documcn tation
and Certifications
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
Concave
1300
33.1
Concave
1300
33.1
Concave
1350
1000
14.0
24.0
Perimeter Center Drain
Gravity Segregated
SB Slope
1,5
1.2
110
38
0
Phreatic Surface
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1350
1000
14.0
24.0
Perimeter Center Drain
Gravity Segregated
SB Slope
1.5
1.2
110
38
0
Phreatie Surface
1350
1000
14.0
24.0
Perimeter Center Drain
Gravity Segregated
Stabil
1.5
110
38
0
None
Aerial Survey
and Ci round
Level Review
Appl. Phase
Certification
Appl. Qua rterly
Certification
Photography
Type
Foundation Preparation
Uaderdrains
Surface Drains
Grading aid Revegetaliott
Final Certification
Ycs[ ]
Yes[ ]
Yes [X]
Yes[ ]
Yes [X]
No[ ]
No [XI
No[ ]
No[X]
No I ]
87/4
91/4
99/3
91/4
None
None
None
None
None
if a DRF? did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
YC3[ ]
No(X)
None
Dip of strata relative to fill :
if active fill.
Were NOV's written on ft a fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
was active spoil disposal determined to be on-going?
Y«s [XI
Yes [X]
Yes[ 1
Yes{ ]
No[ ]
No[ ]
No[ ]
No[X]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction.
Approximately 80% durable rock by volume? Yes [ ] No [ ]
Tf no to above, estimate percentage:
Disceniable blanket or core drain forming? Yes [ ] No [ ]
Tf the fill is completed, compare the size with the sixe IB the latest pre-corapletion revision?
If the fill is significantly smaller, what is the reason according to the documentation or Inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ] Ho I ]
Were there ground cracks observed on the fill face or benches? Yes [ J No [ ]
Number of benches on fill: 4
WV-65
-------
615-70C
Fill *1
Location ©f
Cracks
Location 0 f
Dcu regions
Location of
Erosion Areas
Location ef
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Location
Length (ft)
Width
-------
West Virginia
Cannelton Industries, Inc.
Cannelton 9S Surface Mine
Permit: 615-70C
Fill: Fill #1
Permit: 615-70C Fill: Fill #1
WV-67
-------
West Virginia
Cannelton Industries, Inc.
Cannelton 9S Surface Mine
Permit: 615-70C
Fill: Fill #1
WV-68
-------
West Virginia
Caternary Coal Co.
Stanley Heritage Surface Mine
Permit: S-3035-93
Fill: DRF#3
WV-69
-------
BLANK PAGE
WV-70
-------
Company: Caternary Coal Co.
Permit: S-3035-93
State: WV
Coumty: Kanawha
Latitude: 37-58-50
ongitude: 81-28-25
Fill: DRF#3
Mine: Stanley Heritage Surface Mine
Was this fill visited at ground level? Yes [ ] No [X]
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [X] No [ ]
12/20/99
Date of permit file review: 09/23/99
Date fill contraction started: 07/01/95
Finished: 07/31/98
Number of fill size revisions: 2
%Sandstone in overburden: go
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
Concave
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2350
4,9
Concave
1910
1590
17.0
21.0
Perimeter
Gravity Segregated
4500
9S.O
44.0
Flat
2040
1350
7,0
21.0
Perimeter
Gravity Segregated
REAME
Static
Seismic
Unit Weight (pel)
Friction Atigle
Cohesion (psf)
1.7
128
38
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-D.05
Appl. Phase
Certification
Appl. Quarterly
Certification
Photography
Type
Foundation Preparation Yes fXj No [ ] 95/2
Umierdrains Yes [X] No [ ] 97/4
Surface Drains Yes [X] No [ ] 98/3
Grading and Revegetation Yes [X] No [ ] 9g/3
"Final Certification Yes [X] No [ ] 9S/3
If a DRF1, did the photographs show the rock blanket or core underdrain by gravity segregation?
Dip of strata relative to fill:
Were NOY's written 02 the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined So be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
Ef a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Diseernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
Tf the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
is tine fill situated in landslide topography?
Were there pound cracks observed on the till face or benches?
Number of benches on fill:
Copies
Copies
Copies
Copies
Copies
Yes[ J No[ ]
Yes[ ] No[Xj
Ycs[ ] No[ ]
Yes[ } No[ ]
Yes (1 No [ ]
Yesf ] No[ 1
Yes[ ] No[ ]
Concave
Yes{ ] No[ ]
Yes I ] No[ ]
WV-71
-------
Location
Length (it) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas'
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
S-3035-93
DRF*3
Were there depressions on tlic fill benches? Yes [ J No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ 1 No [ I
(Maximum Gully Depth)
Were there bulges or hummockyterrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on till? Yes [ ] No { ]
Did a failure occur on the fill? Yes [ ] No [X ]
If so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench *
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (A)
Rste of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass2
}R tf2 moved the toe of DKF #3 400 feet upstream
JR #6 moved the toe of DRF HI 2000 feet upstream
lectrical resistivity soundings were used in the foundation investigations
WV-72
Mass 3
-------
West Virginia
Caternary Coal Co.
Stanley Heritage Surface Mine
Permit: S-3035-93
Fill: DRF #3
Permit: S-3035-93 Fill: DRF #3
WV-73
-------
West Virginia
Caternary Coal Co.
Stanley Heritage Surface Mine
Permit: S-3035-93
Fill: DRF #3
WV-74
-------
West Virginia
Chafin Branch Coal Co.
Harrys Branch Surface Mine
Permit: 180-77
Fill: #1
WV-75
-------
BLANK PAGE
WV-76
-------
Company: Chafm "Branch Coal Co.
Permit: 180-77
State: WV
County: Mingo
Latitude: 37-31-50
Longitude: 81-50-50
Fill: #1
Mine: Harrys Branch Surface Mine
Was this fill visited at ground level?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[ ] NoLX]
Yes [X] No I I
12120199
Date of permit file review:
Dale fill contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
10/08/99
09/01/82
12/01/94
1
Type of Fill
Size of Pill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original design
Durable Rock
Length (8)
Area (acres)
Volume (nicy)
2000
50.8
2200
65.6
Flat
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1700
1115
13.0
22.0
Chimney Core
Gravity Segregated
SB Slope
1680
1040
9.0
IR.O
Chimney Core
Gravity Segregated
Other
Static
Seismic
Unit Weight (pet)
Friction Angle
Cohesion (psf)
Unit Weight (pet)
friction Angle (deg.)
Cohesion (psf)
1.6
1.4
120
35
0
130
32
0
Phreatic Surface
114
32
75
105
25
300
None
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ]
Underdrains Yes [ ]
Surface Drains Yes [X]
Grading and Revegetation Yes [ ]
Final Certification Yes [X]
No[X] 8214
No [X] 8213
No [ ] 94/4
No[X] 9811
No [ ] 9414
1-fDRF, did the photographs show the rock blanket or coreunderdrain by gravity segregation? Yes [X]
Foundation data:
Dip of strata relative to fill: Right Flank High Away
Were NOV's mitten on the £11? Yes [X]
Surface drainage control working properly'! Yes[X]
Subsurface drainage control working properly? Yes [XJ
If active fill, was active spoil disposal determined to be on-going? Yes [ ]
None
None
Copies
copies
Copies
No[ 1
Pits
Rum Fill
N°[ ]
No ! 1
No [ ]
No [X]
ff spoildisposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ]
If no to above, estimate percentage:
Disceniable blanket or core drain forming? Yes! 1
No[ ]
No [ 1
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fillsituated in landslide topography? Yes I ]
Were there ground cracks observedon the till face or benches? Yes I ]
Number of benches on fill :
Concave
No[X]
No[ ]
13
WV-77
-------
180-77
*1
Location "f
Cracks
Location "f
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location <(f
Changes
Movement
Characteristics
Comments
Were there depressions on the fill benches? Yes [ j No [ j
(Potential Water Depth)
Were there areas of erosion on the fill benches'! Yes [ ] No [ ]
(Maximum Cully Depth)
Were there bulges or hummockytcrrain? Yes [ ] No [ ]
Were there springs or seeps observed m disposal areas? Yes [ I No I
Were changes in vegetation or spoil color observed on fill? Yes [ ] No f ]
I
2
3
4
5
6
Did a failure occur on the fill? Yes [X] No [
f so, enter the source of information on the failure:
Stage o f construction during failure:
Mass I
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (A)
Rale of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
Mass 3
oal seams: Cedar Grove, Alma, No original design in permit, Modification #1 used ss original design, TBR#3 was final certification of fill design and construction.State NOVs issued
>r slide* in till during construction and failure to follow permit plan while constructing till. 1BR£3 reduced the face slope.
orne erosion and bare areas on benches 8-11 on right Vi of fill.
WV-78
-------
West Virginia
Chafin Branch Coal Co.
Harrys Branch Surface Mine
Permit: 180-77
Fill: #1
n
I
Permit: 180-77 Fill: #1
WV-79
-------
BLANK PAGE
WV-80
-------
West Virginia
Chafin Branch Coal Co.
Rich Fork of Harrys Branch
Permit: S-5015-86
Fill: #1
WV-81
-------
BLANK PAGE
WV-82
-------
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
D ocum en fa tion
and Certifications
Aerial survey
and Ground
Level Review
Durable Rock
Concave
31.0
Center Drain
Gravity Segregated
Length (ft)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (A)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcD
Friction Angle
Cohesion (pst)
Durable Rock
1320
27.0
Concave
1730
1209
39.0
31.0
centerDraiti
Gravity Segregated
Purdu
1.5
125
35
0
Durable Rock
2000
37.0
4.0
Concave
1750
1170
12.0
27.0
Center Drain
Gravity Segregated
REAMK
1.5
135
37
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Phreatic surface
None
Appl. Phase
Certification
Appl.Quarterly
Certification
Photography
Type
Foundation Preparation Yes [
Underdrains Yes [
Surface Drains Yes 1
Grading and Revegetation Yes [ ]
Final Certification Yes [X^
No [ ]
No [X] 9412
No[ 1
N°[ ]
No [ ] Y
Color
If a DRF, did the photographs showlhc root blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
Yes[ ]
No[ 1
None
Toward Fill
Yes[X]
Ycs[ ]
Yes[ ]
Yes[ ]
No[ ]
No [XI
NopCj
No 1 1
if spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable root by volume'?
If no to above, estimate percentage:
Disee-rnable blanket or core drain forming?
if the fill is completed, compare the size with the size in the latest pre-cornpletion revision?
if the fill is significantly smaller,
what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches!
Number of benches on fill:
Yes [ ]
Ycs[ ]
No[ J
No[ ]
Unknown
Yes [X]
Yen [X]
Concave
No[ ]
No[ ]
11
WV-83
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-5015-36
#1
1 Btoc-l,QI
2
Were there depressions on the fill benches? Yes [Xj No I 1
(Potential Water Depth)
1 B toe-] I
2
3
5
Were there areas of erosion on the fill benches? Yes [x] No [ J
(Maximum Gully Depth)
I B foe-I, Q
Were there bulges or liummocky terrain? Yes [X] No [
Were there springs or seeps observedin disposal areas? Yes fx] No [ ]
Describe location of seep
1 Btoe-1, QI
2
3
4
Were changes in vegetation or spoil color observed on till? Yes [X] No |
uid a failure occur on the fill? Y~es [XI No [ ]
'so, enter the source of information on !he failure: permjt pj)^ Field Measurements, DEP Inspector, Co
Stage of construction during failure: During Construction
Mass I
6
Mass 2
Cause of Movement
Bench*
Length (ft)
Width (ft)
Scarp Height (R)
Depth to Siip Piane (it)
Transport Distance (ft)
Rate of Movement S'8t^ Slow
Extent of Failure Movement Slip Slip
Inadequate UnderDrains, Underground Mine Drainage, Underground
Inadequate UnderDrahis, Underground Mine Drainage, Underground
Inadequate UnderDrains, Underground Mine Drainage, Underground
Mass 3
10
Slow
Slip
Mass 1
Mass 2
Mass 3
cording to 4/1 U93 mine inspection report, NOV# 7 had been issued " for failure to assure static safety factor of i 5 " By the 7/12/91 quarterly certification, seepages had been
'ntified and excavated and drains were being installed Symptoms of failure continued to be reported in the 11/8/93 inspection repon On 1/18/94 it consultant to the mining company
miitted a report to DEP discussing the nature of the stability problems and proposing 4 phases of corrective measurer. The report identified several slip areas which were
;doniinaiuly below the elevation of the Eagle Coalbed outcrop The remedial measures included regrading paris of the fill face, reconfiguration of the center drain where necessary,
3 construction of an additional drain that will intersect old mine workings in the Eagle scam The report noted that the structure of ihecoaibed dips into the fill, there was no record
it any open mine portals beneath tho fill were ever sealed; and no discharge horn the outcrop had been observed prior to and during construction of the fiil In addition to the possible
luence of uncontrolled drainage from tho mine portals, the report concludedthat settlement on the fill miilted from subsidence of underground working in the Eagle Coalbed The
cumcnt proposed inspections 2 times a week and the installation of a piezometer to monitor the fill's stability. The fill was stable at that time ?!anmaps dated 2/94 and 5/94 of thefi
>w several slump areas between me 3rd and 10th benches, and » long subsidence crack above and roughly parallel 10 bench 11 Based on the longitudinal section, the maximum
cknessof the till Is 100 fi or less and rhofiil rests on a steep slope starting at the toe As of the field visit, slips and seepages continue to occur The helicopter survey also noted a se
arcuate cracks near the toe This may correspond to the ground-level inspection report's mention of ground saturation I n the lower 2 benches (the crack pattern may not have been
cemable &t ground fevci) Ponding was prevalent on the benches and there were appearances of over-staking of spoil in some placer Repairs of past failures were noted More recent
WV-84
-------
West Virginia
Chafin Branch Coal Co.
Rich Fork of Harrys Branch
Permit: S-5015-86
Fill: #1
Permit: S-5015-86
WV-85
Fill: #1
-------
West Virginia
Chafin Branch Coal Co.
Rich Fork of Harrys Branch
^^^^^^B
Permit: S-5015-86
Fill: #1
Permit: S-5015-86
WV-86
Fill: #1
-------
West Virginia
Chafin Branch Coal Co.
Skillet Creek Surface Operations
Permit: S-5082-86
Fill: Fill#l
WY-87
-------
BLANK PAGE
WV-88
-------
As constructed
Revision
Original design
Type of Fill
Sine of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safely Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatie Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Perimeter Center Drain
Gravity Segregated
REAME
Center Drain
Gravity Segregated
REAME
1.5 Static
Seismic
135 Unit Weight (pcf)
35 Friction Angle
0 Cohesion (psf)
120 Unit Weight (pcf)
28 Friction Angle (deg.)
250 Cohesion (psf)
Phreatie Surface
Appl. Phase AppLQuarterly
Certification Certification
Foundation Preparation Yes [X] No [ ] 9512
Underdrains Yes [X] No [ ] 97/1
Surface Drains Yes [XI No [ ] 9912
Grading and Revegetation Yes [X] No [ ] 9912
Final Certification Yes [X] No [ ] 9912
If a DRF, did the photographs show the rock blanket or core iinderdraiu by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were T-TGV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
if active till, was active spoil disposal determined to he on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock till is under construction,
Approximately 80% durable rod: by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the till is completed, compare the size with the size in the latest pie-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on till:
1.6
135
31
0
120
2S
250
Phieatie Surface
Photography
Type
None
None
None
None
None
Yes [ ] No [ ]
Pits
Yes [X] No [ ]
Yes [X] No [ ]
Yes [X] No { ]
Yes [ ] No [X]
Yes [ ] No ( ]
Yes [ ] No [ ]
Yes [ ] No [ ]
Yes [ ] No [ ]
13
WV-89
-------
Location
Length
-------
West Virginia
Chafin Branch Coal Co.
Skillet Creek Surface Operations
.
Permit: S-5082-86
Fill: Fill #1
Permit: S-5082-86 Fill: Fill #1
WV-91
-------
BLANK PAGE
WV-92
-------
West Virginia
Colony Bay
No Mine Identifier
Permit: S-15-81
Fill: #5
WV-93
-------
BLANK PAGE
WV-94
-------
Company
Permit;
State:
County:
Latitude:
Mgitude:
Colony Bay Fill: #5 Date of permit file review: 10/26/99
S-15-81 Mine: N/A Dale fill contraction started: 11/30/87
WV Was this fill visited at ground level? Yes [ ] No [X] Finished: 09/01/96
Boone Number of fill size revisions: j
37-53-04 Had the fill been reclaimed at the %Sandslone in overburden: go
81-41-38 lime of the air survey? Yes [X] No [ ]
Date of survey: 12/31/99
As constructed Revision Original design
Type of Fill
Size of Fill
Surface
Configuration
Durable Rock Chimney
Length (ft) 5400 2350
Area (acres)
22,7 Volume (nicy)
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
Construction
Do cum^ntatie n
and Certifications
Aerial Survey
and Ground
Level Review
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1100
5.2
24.6
Center Drain
Gravity Segregated
RKAME
1.7
102
37
0
1835
1360
20.0
26.6
Oiimney Core
Chimney Core
Other
1.9
102
37
0
Unit Weight (pet)
Friction Angle (deg.)
Cohesion (psf)
None
None
Appl. Phase
Certification
AppLQuarterly
Certification
Photography
Type
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [ ] No [X]
Surface Drains Yes [ ] No [X]
Grading and Revegetation Yes [ ] No [X]
Final Certification Yes [ J No [ ]
89/4
96/2
96/4
Color
Color
Color
If a 13RF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [X] No [ ]
Foundation data: Text
Dip of strata relative to fill;
Were NOVs written on the fill? Yes [X] Ns { j
Surface drainage control working properly? Yes fX] No [ ]
Subsurface drainage control working properly? Yes [X] No [ ]
If active fill, was active spoil disposal determined to be on-going? Yes [ ] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Diseemable blanket or core drain forming? Yes f ] No [ ]
If the fill is completed, compare (he size with the size in !he latest pre-completion revision? Unknown
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Wat
Is the fill situated in landslide topography? Yes [ ] No [X]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [X]
Number of benches on fill:
WV-95
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Ci'acks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location uf
Changes
Movement
Characteristics
Comments
S-15-81
#5
Were there depressions on the fill benches? Yes [ 1 No [X ]
(Potential Water DepIB)
Were there areas of erosion on the fill benches? Yes[ ] NoJX]
(Maximum Gully Depth)
Were there bulges or hunimocky terrain? Yes [ 1 NolXj
Were there springs or seeps observed in disposal areas? Yes [ j No [X ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No[X]
Did a failure occur on the fill? Yes [ ] No [x]
f so, enter the source of information on the failure:
Stage ol construction during failure:
Mass 1
Mass 2
Mass 3
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Wane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
he revegitaticn is still setting in, i e. there are some bare spots (not erosion related). Helicopter ptiotoes also may indicate minor seepage and ponding. In the reviewers judgement, if
is is the case, its not significant enough to tabulate above. The shape of the fill is similar to the permit design Includes a long crown and a relatively steep face. Can't tell if there's a
imificant size difference. The as-buiit fill seems to be a durable-rock type with a center dram (as designed in the revision) Permit application indicates 80 % sandstone. Disparity wit
bulated dala may be a matter of which coal scam in the stratigraphic column was the lowest one mined. \ 6/22/87 letter report from Colony Bay refers to tbe "retained slaking test."
his lest seems tess rigorous than the SDL The values fisted are all 100. Could not find any phreatic-surface data.
WV-96
-------
West Virginia
Colony Bay
No Mine Identifier
Permit: S-15-81
Fill: #5
Permit: S-15-81
WV-97
Fill: #5
-------
West Virginia
Colony Bay
No Mine Identifier
Permit: S-15-81
Fill: #5
WV-98
-------
West Virginia
Costain Coal
Pax No. 5
Permit: S-3023-91
Fill: #1
WV-99
-------
BLANK PAGE
wv-100
-------
Company: Costain Coal
Permit: S-3023-91
State: WV
County: Fayclte
Latitude: 37-54-20
mgitude: 81-18-05
Fill: #1
Mine: Pax No. 5
Was this fili visited at ground level?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[ ] No[X]
Yes [X] No [ ]
12/20/99
Date of permit file review:
Date fill contruction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
11/16/99
07/22/92
10/20/94
54
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
Flat
Durable Rock
1640
2.6
Flat
Crown (fl)
Toe (ft)
Toe Foundation {%)
Fill Face (deg.)
Perimeter
Gravity Segregated
2440
2030
12.0
26,6
Perimeter
Gravity Segregated
SB Slope
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Uftii Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.7
110
36
0
145
45
2500
None
Appl. Phase
Certification
AppL Quarterly
Certification
Photography
Type
Foundation Preparation Yes [ ] No [Xf 92/2
Underdrains Yes [ ] No [X] 92/3
Surface Drains Yes [ J No [X] 94' [
Grading and Revegetation Yes [ ] No [X] 94/2
Final Certification Yes [X] No [ 1 Y
Color
Color
Color
Color
Color
If a DRJ, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ]
Foundation data:
Dip of strata relative to ttli:
Were NOV's written on the fill? Yes [X]
Surface drainage control working properly? Yes [ ]
Subsurface drainage control working properly? Yes [ ]
If active fill, was active spoil disposal determined to be on-going? Yes [ ]
If spoil disposal site inactive, ho» long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ]
If no to above, estimate percentage:
Discemable blanket or core drain forming? Yes [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ]
Were liters ground cracks observed on the fill Face or benches? Yes [ ]
Number of benches on fill:
No PC]
Tavt
No[ ]
No[ ]
No[ ]
No[ ]
NOT i
No [ ]
Same
Hal
No[X]
No[ J
7
WV-101
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location 0 f
Erosion Areas'
Location of
Ground Bulges
Location of
Springs/Seeps
Location a
^i N
Changes
Movement
Characteristics
Comments
S-3023-91
#1
Were there depressions on the till benches? Yes [ } No [
(Potential Water Depth)
Were there areas of erosion on the till benches! Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or hiimmocky terrain? Yes [ J No [ ]
Were there springs or seeps observed in disposal areas'? Yen [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [x] No [
I Toe B2-3
2 BI-2
3
Did a failure occur on the till?
so, enter the source of information on the failure:
Stage of construction during failure:
Yes[ ] No IX]
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench#
Length (ft)
Width (ft)
Scaip Height (ft)
Depth to Slip Flane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Massl
Mass 2
Mars 3
WV-1.02
-------
West Virginia
Costain Coal
Pax No. 5
Permit: S-3023-91
Fill: #1
WV-103
-------
BLANK PAGE
WV-104
-------
West Virginia
Cumberland River Coal
No Mine Identifier
Permit: S-38-79
Fill: #2
WV-105
-------
BLANK PAGE
WV-106
-------
Company; Cumberland River Coal
Permit: S-38-79
State: WV
Count}-: Mingo
Latitude: 37-40-34
Longitude: 82-03-23
Fill: #2
Mine; N/A
Was this fill visited at ground level?
Date of visit;
Had the fill been reclaimed at the
time of the air survey?
Date of survey;
Yes [X] No [
02/23/00
Yes [XJ No [
12/21/99
Date of permit file review: 10/13/99
Date fill contraction started: 04/01/92
Finished: / /
Nurnberof fill size revisions: j
%Sandsfone in overburden:
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Phrcatie Surface
^ppi< mast:
Certification
Certification
Underdraws Yes [ ] No [X]
Surface Drains Ycs[ ] No [ )
Grading and Rcvegetation Yes [ ] No [ ]
Final Certification Yes [ ] No [ ]
94/4
Chimney
Fiat
25,0
Perimeter
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg,)
Durable Rock
3000
10.0
Flat
1940
1420
9.2
26.6
Perimeter
Gravity Segregated
Durable Rock
2800
13,6
Flat
1920
1360
26.6
Chimney Core
Chimney Core
Static
Seismic
Unit Weight (pef)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.5
135
35
0
Type
Copies
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ] No [X]
Foundation dsta* None
Dip of strata relative to fill: Right Flank High
Were NQVs written on the fill? Yes [XJ No [ j
Surface drainage control working properly? Yes [X]
Subsurface drainage control working properly? Yes [X]
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
Yes[
No[
No[
No[
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [
If no to above, estimate percentage;
Discemable blanket or core drain forming? Yes [
Ho I I
Smaller
If the fill is completed, compare the size with the size in the latest pre-cornpletion revision?
if the fill is sigiiifieasily smaller, what is the reason according to the doeimientatioti or inspector? Previously mined, pinch
Fill surface configuration; Flat
Is the fill situated in landslide topography? Yes [ ] No [X]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [X]
Number of benches on fill: 10
WV-107
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location "f
Cracks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes'
Movement
Characteristics
Comments
S-38-78
#2
Were there depressions on the fill benches? Yes [XI No [ ]
1 Bench 1, Quarters 1-4
2 Bench 2, Quarter 4
3 Bench 3, Quarter 4
4 Bench 5, Quarters 3-4
(Potential Water Depth)
Were there areas of erosion on the fill bendies? Yes [x] No [ ]
I Benches 6-7, Qtrs 1-2
(Minimum Gully Depth)
Were there bulges or humntocky terrain? Yes [X] No [ ]
1 Benches 7-8, Quarter 1
2
3
Were there springs or seeps observed in disposal areas? Yes [ ] No [x]
Were changes in vegetation or spoil color observed on fill? Yes ( ] No[x]
Did a failure occnr on the till? Yes [ ] No [X]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench it
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass i
Mass 2
Mass 3
Mass 2
Mass 3
tion not recorded for lack of specific dales from field report and insufficient ce
rt and completion of fill construc
rtifications in file. Field report indicates final grading in 8/95.
some ha
king properly
:s an compeon o consrucion no recore or ac o specc ales rom e report an nsucent cert
ndsCone was estimated during the permit review, but geologic column (if present in the tile) was not copied for mea
„.),, ----------- , --- ,u- r.-;.\.~> mi TI._ ,1.1. ----- ,_j.. _
surement Estimated 50-90 %. Field rep
subsurface may be of concern for the long term
WV-108
-------
West Virginia
Cumberland River Coal
No Mine Identifier
Permit: S-38-79
Fill: #2
Permit: S-38-79 Fill: #2
WV-109
-------
West Virginia
Cumberland River Coal
No Mine Identifier
Permit: S-38-79
Fill: #2
Permit: S-38-79 Fill: #2
WV-110
-------
West Virginia
Cumberland River Coal
No Mine Identifier
Permit: S-5027-89
Fill: #2
wv-l 11
-------
BLANK PAGE
WV-I 12
-------
Company
Permit:
State:
County:
Latitude:
Longitude:
• Cumberland River Coal Fill: $2
S-5027-89
WV
Logan
37-42-40
82-03-03
Mine: N/A
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [X] No [ ]
02/23/00
Yes [ ] No [X]
12/21/99
Date of permit file review: 09/08/99
Date fill contraction started: 07/01/92
Finished: 05/01/97
Number of till size revisions: I
%Sandstone in overburden: 64
Type of Fill
Size of Fill
Surface
Configuration
Elevations'
Sloues
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review
As constructeJ
Revision
Original design
Durable Rock
1280
6.0
2.3
Lengfh (ft)
Area (acres)
Volume (nicy)
Durable Rock
1280
6.0
2.3
Durable Rock
2300
24.0
10.6
Flat
1800
1315
320
19.0
Center Drain
Gravity Segregated
MAME
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1SOO
1315
32.0
19.0
Perimeter
Gravity Segregated
REAMF,
1790
1230
32.0
23.0
center Drain
Gravity Segregated
REAME
1.5
1.2
125
35
0
125
35
0
P-0.05
Static
Seismic
Unit Weight (pet)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1.5
1.2
125
35
0
125
35
0
P-0.05
1.6
1.5
120
30
0
135
35
0
None
Appl. Phase
Certification
Appl. Quarterly
Certification
Photography
Type
Foundation Preparation Yes { ] No [ ]
Underdraiiis Yes [X] No [ ] 92/3
Surface Drains Yes [X] No [ ] 97/2
Grading and Rcvegctafion Yes [X] No [ ] 97/2
Final Certification Yes [X] No [ "1 9712
If a DXF. did the photographs show the rock blanket or core underdtain by gravity segregation?
Dip of strata relative to fill:
Were NOV's written on the fill''
Surface drainage control working properly?
Subsurface drainage cor.rrol working properly?
^ active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock till is under construction,
Approximately 80% durablerock by volume?
If no to above, estimate percentage:
DisceniaWe blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
if the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the (ill Situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
None
Color
Color
Color
Color
Yes [ ] No [X]
Ye.<; [ ] No [X]
Yes[X] No[ ]
YesjX] No{ ]
Yes[ ] No(X]
Ycs[ ] No[ ]
Yes[ ] No[ ]
Same
Don't Know
Convex
Yes [ ] No [X]
Yes [XI No [ ]
11
WV-113
-------
Location
Location of
Cracks
Location of
Depressions
Location "f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-5027-89
#2
Length (ft)
Width (ft)
Depth (in)
Bench#5.Qtr2
Bench #5.Qlr 3
3
35
40
Were there depressions on the fill benches? Yes [x] No [ j
Bench #7, Qtr 3 25
Bench #5, Qtr 3 35
3
4
5
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [X] No [ ]
Bench #9, Qtr 2 40
2
3
4
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [X ]
Were there springs or seeps observed in disposal areas? Yes I } No[X]
Were changes in vegetation or spoil color observed on fill?
>L ] N°[x]
Did a failure occur on the fill? Yes [Xj No [ ]
7 so, enterthe source of information on the failure: Field Measurements
Stage of construction during failure:
Bench #
Length (ft)
Width (fl)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 1
P4
35
25
55
Slow
Slip
Mass 2
Mans 3
Cause of Movement
Mass i
Mass!
Mass 3
Inadequate Surface Drains, Durability of Rock
>al seam Dorothy (CaaJburg), Stockton, #5 Block; Three modiofkations to fill, One revised size Two changed construction and final configuration characteristics Slip at bench
s sloughing info center drain \vhich would eventually be caught in sediment pond Wing Dumping occurred during construction of fill The wind dump area is eroded due to
epness
WV-114
-------
West Virginia
Cumberland River Coal
No Mine Identifier
J
Permit: S-5027-89 Fill: #2
Permit: S-5027-89 Fill: #2
WV-115
-------
West Virginia
Cumberland River Coal
No Mine Identifier
Permit: S-5027-89
Fill: #2
Permit: S-5027-89
WV-116
Fill: #2
-------
West Virginia
Cyprus Kanawha Corp.
Sycamore South Mtn. Top Job
Permit: S-6020-89
Fill: Laurel Branch #1
WV-117
-------
BLANK PAGE
WV-118
-------
Company: Cyprus Kanawha Corp.
Permit: S-602049
State: WV
County: Fayette
Latitude: 38-03-11
Longitude: 81-20-53
fill; Laurel Branch #1
Mine: Sycamore South Mtn. Top lob
Was this fill visited at ground level? Yes [ ] No [X]
Had the fill been reclaimed at the
time of the air survey? Yes [XJ No |
Date of survey: 12/20/99
Date of permit fi 1 e review: 09/23/99
Date fill contruciion started: 07/01/93
Finished: 10/01/97
Number of fill size revisions:
%Sandstone in overburden: 68
Type of Pill
Size of Pill
surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineer! rt£
Properties
(Foundation)
Phreatic Surface
Construction
DGCUEueatation
and certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
QriEin
Durable Rack
Length (A)
Area (acres)
Volume (nicy)
Concave
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
3200
Concave
1950
980
12,0
23.0
Perimeter
Gravity Segregated
REAME
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.6
165
40
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psl)
None
Appl. Phase
certification
Appl.Quarterly
certification
Photography
Type
Foundation Preparation Yes [x] No [ 1
Underdraws Yes [X] No [ 1
Surface Drains Yes[X]| "No[ ]
Grading and Revegelation Yes [X] No [ J
Final Certification Yes f I No / 1
95/4
95/1
98/1
9911
Copies
Copies
Copies
Copies
If a DRF. did the photographs show the rock blanket or core undcrdrain by gravity segregation? Yes [X] No [ ]
Foundation data: Text
Dip of strata relative to 611:
Were NOV's written on the fill? Yes [ J NofXJ
Surface drainage control working properly?
Subsurface drainsge control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
Yes I 1 Not 1
Yes[ ] No[ ]
Yes[ ] No [ ]
f a durable rock fills under construction,
Approximately 80% durable rock by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Disceraable blanket or core drain forming? Yes f ] No [ ]
If the Jill is completed, compare the size with the size in the latest pre-completioti revision?
If the till is significantly smaller, what is the teason according to the documentation or inspector?
Fill surface configuration: Concave
Is the fill situated in landslide topography? Yes [ ] No [ J
Were there ground cracks observed on the fillface or benches? Yes [ ] No [ 1
Number of benches on fill: 18
WV-119
-------
Location
Length (ft)
Width (ft) Depth (in)
Location 0 f
Cracks
Location of
Depressions
Location "f
"Erosion Areas
Location 0 f
Ground Bulge*
Location of
Springs/Seeps
Location uf
Changes
Movement
Comments
S-6Q20-89
Laurel Branch #1
Were there depressions on the (ill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [X] No [ ]
Bl,Q2 100
B 2, Q 2 80
B3.Q3 70
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [X] No [ ]
] 'Toe, Q 2
2
3
4
5
Were changes in vegetation or spoil color observed on fill? Yes [X] No [ }
1 B t,Q4 100
2 B2,Q4 50
3
4
5
6
Did a failure occur on the fill? Yes I ] No [X ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Massl
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance {ft)
^xcltC Ci -yloV2i"£iat
Extent of FailureMovetneM
Cause of Movement Mass j
Mass 2
Mass 3
Mass 2
)urth quarter 1993 certification shows piezometers installed in tho lowest li!\ cHlie fill
wv-120
(Maximum Gully Depth)
Mass 3
-------
West Virginia
Cyprus Kanawha Corp.
Sycamore South Mtn. Top Job
Permit: S-6020-89
Fill: Laurel Branch #1
Permit: S-6020-89
Fill: Laurel Branch #1
WV-121
-------
West Virginia
Cyprus Kanawha Corp.
Sycamore South Mtn. Top Job
Permit: S-6020-89
Fill: Laurel Branch #1
WV-122
-------
West Virginia
Dal-Tex Coal Corp.
Rockhouse Mine
Permit: S-5024-86
Fill: VF#6
WV-123
-------
BLANK PAGE
WV-124
-------
lX) °M
[XJ °M
no poAjasqo sifOBaD punoa3 a
] SSA (-,Ai[dcjgodo) 3pi|spuc| m pojenjis ||g sip sj
yopsdsui jo uoiie|ii3iuii30p sqi 01 SuipjoooB noseai sqi si jeq.vv 'J3|[euis X|iueoijiuSis s; ||ij 3154 jj
H3|duiOD-3jd JS3JE[ 3l[) III 3ZIS 3t[| q)[M 3'/IS 31(1 SJB
3JGUIIJS3 '3AOqB OJ OU J|
] °N
i(si)iuoui) sjpi uoijcjgdo psodsip SCM Suoj MOIJ 'SAIIOCUI 5)is [esodsip |iods j[
[Xl °N [ 1 S3A iSuioS-uo sq otpamuijsppjosodsip [iods3Aii3BSB.«'||i(3Ap3cj[
[ 1 °NL I X] SSA ^Xuadojd SUDJJOM [oiiaon a^euiejp gsej-insqnc
[ 1 °N [X] SSA t^IJsdojd Sup(jo« [Ofluo
J °N. [xl S3A inon
M'BB
a;j<« s,AON SJS/A
:(iy OJ 3AfiB[3I BjBJJS JO dlQ
:Binp iioiiBpnnoj
s X)iAej3 AqmBjpjgpnn 3JOO 40 )3JiuB|q )|ooj am ,woip siidojao)OTjd oi[) pip
2/66
1/66
1/06
fr/68
[ jON [ ]S»A
[X]°N f ]S3A
t ]OK
[X]°N
-[ddy
[oui.j
i pue Su
uopepunoj
sy
unojg pue
I'D-d 03FJIHS n]lE3Jqd
0
IE
SCI
0
8E
Sll
81
8-1
3WV3H
0
1C
EH
0
SE
Sfl
i'l
61
3
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges'
Location of
.,...-, N
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the fill benches? Yes [1 No [ I
(Potential Water Depth)
Were there areas of erosion on the fillbenches? Yes [ J No [
Were there bulges or huniraocky terrain'! Yes { ] No [
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
I
Did a failure occur on the fill? Yes [ ] No [
Ef so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (H)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass j
Mass 2
Mass 3
Mass 2
(Maximum Gully Depth)
Mass 3
arge fill 1 5 miles total length, Permit calls for SWASE analysis but KEAME analysis Included in permit. Spoil from S-5005-91 placed in this fill
illweli vegetated with effective surface drains in-place
WV-126
-------
West Virginia
Dal-Tex Coal Corp.
Rockhouse Mine
Permit: S-5024-86
Fill: VF #6
Permit: S-5024-86 Fill: VF #6
WV-127
-------
West Virginia
Dal-Tex Coal Corp.
Rockhouse Mine
Permit: S-5024-86
Fill: VF #6
Permit: S-5024-86 Fill: VF #6
WV-128
-------
West Virginia
Dal-Tex Coal Corp.
Bumbo #2 Mine
Permit: S-5049-91
Fill: Fill #5 (No Photo)
WV-129
-------
BLANK PAGE
wv-130
-------
Company: Dai-Ten Coal Corp.
Permit: S-5049-91
State: WV
Count}': Logan
Latitude: 37-53-50
Longitude: 81-52-36
Fill: Fill #5
Mine: Bumbo $2 Mine
Was this till visited at ground level? Yes [ ] No fx]
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [ ] No [X]
Date of permit file review: 11103199
Date fill contruclion started: / /
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 59
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original desien
Durable Rack
Length (ft)
Area (acres)
Volume (mcy)
5400
55.6
11.9
Flat
Crown (ft)
Toe (ft)
Toe Foundation {%)
Fill Face (deg.)
1380
1180
4,0
24,0
Perimeter
Constructed Underdrain
SB Slope
Static
Seismic
Unit Weight (pet)
Friction Angle
Cohesion (psf)
Unit Weight (pel)
Friction Angle (deg.)
Cohesion (psf)
1.7
1.4
148
50
0
125
36
0
None
Construction
Do cumenta tion
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [ ]
Underdrains Yes [ ] No [ ]
Surface Drains Yes [ ] No [ ]
Grading and Revegetation Yes [ ] No [ ]
Find Certification Yes [ ] No [ ]
Ifa DRP, did the photographs show the rock blanket or core undcrdrain by gravity segregation? Yes [ ] No [ ]
Dip of strata relative to fill Toward Fill
Were NOVfs written on the fill? Yes [ ] No [ ]
Surface drainage control working properly? Yes { ] No [ ]
Subsurface drainage control working properly? Yes [ ] No [ ]
If active fill, was active spoil disposal determined to be on-going? Yes [ ] No [ ]
If spoil disposal Site inactive, how long was disposal operation idle (months)?
If a durable rock 611 is under construction,
Approximately 80%durable rack by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [ ] No [ ]
If the fill is completed, compare the size wiiih. the size in the latest pie-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration
Is the fill situated in landslide topography? Yes [ ] No [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [ ]
Number of benches on fill.
WV-131
-------
Length (ft) Width (ft) Depth (in)
Location of
Cracks '
Location of
Depressions
Location Of
Erosion Areas'
Location "f
Ground Bulges
Location Of
Springs/Seeps
Location of
Changes
Movement
Comment.
S-5049-91
Fill (5
Were there depressions on the fill benches? Yes [ ] No { ]
(Potential Water Depth)
Were there areas of erosion on the fill benches'? Yes [ ] No [ I
Were there bulges or hummocky terrain? Yes [ ] No [ J
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
i
2
Did a failure occur on the fill? Yes [ ] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Massl
Mass 2
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rats of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
til not started. U/G entries encountered during fill construction will be drained lo the rock core undcrdrain.
(Maximum Gully Depth)
Mass 3
WV-132
-------
West Virginia
Eastern Associated
No Mine Identifier
Permit: S-53-85
Fill: #6
WV-133
-------
BLANK PAGE
WV-134
-------
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poieioossv
-------
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location Of
Springs/Seeps
Location of
_, *
Changes
Movement
Length (ft)
Width (ft)
Depth (in)
Comments
Were there depressions on the fillbenches? Yes [ 1 No f ]
(Potential Wafer Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ J No [ I
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the till? Yes [ ] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Mars 3
Bench #
Length (fl)
Width (ft)
Scarp Height (ft)
Depth to Slip Mane (ft)
TransportDistance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
y the first certification on file, 600,000 cy were already m place The spoil in place seemed to liave a fair amount of durable rock Could not discern foundation on the copied photo
le first revision found in the file is dated 10/12/85 By the 1996 revision (1BR), fiil £ 6 had been severely reduced in size into rwo fills 6 and 6A The reason for this was not found
nly fill 6 data is listed above The engineering parameters for the stability analysis is based on the internal properties of the rock lithologies making up the fill. The same revision
dicates previous shallow failure problems on the 2 1 slopes, forcing the use of 2 4 I instead Fill 6 looked stable from the helicopter Possible minor ponding on the 2nd bench nextii
c center drain
WV-136
-------
West Virginia
Eastern Associated
No Mine Identifier
Permit: S-53-85
Fill: #6
Permit: S-53-85
WV-137
Fill: #6
-------
BLANK PAGE
WV-138
-------
West Virginia
Elkay Coal Co.
Tower Mountain
Permit: S-5023-93
Fill: Fill#l
WV-139
-------
BLANK PAGE
WV-140
-------
Company: Elkay Coal Co.
Permit: S-5023-93
State: WV
County: Logan
Latitude: 37-41-33
Longitude: 81-53-51
pill: Fitl#l
Mine: Tower Mountain
Was this fill visited at ground level? Yes f ] No
Had the fill bees reclaimed at the
time of the air survey?
Date of survey:
Yes[ 1 No[X]
12/31/99
])ate of permit tile review: 09/21/99
Date fill contruction started: 10/0 1/93
Finished: / /
Number of fill size revisions: I
%Sandstone in overburden: 49
Type of Fill
Sire of Fill
Surface
configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original desisn
Length (ft)
Area (acres)
Volume (nicy)
Durable Rock
2475
77.0
Durable Rock
4000
102.0
91.1
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1900
1230
16.0
22.0
Perimeter
Constructed Underdrain
REAME
1.6
1.4
130
35
0
1840
1050
8.0
23.0
Perimeter
ConstructedUnderdrain
SB Slope
1.6
1.4
135
35
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Phreatic Surface
None
Construction
Documentation
and Certifications
Aerial Survey
a nil Ground
Level Review
App). Phase Appl. Quarterly
Certification Certification
Foundation Preparation Yes [x] No [ ] 94/3
Underdrains Yea [X] No [ ] 95/2
Surface Drains Yes [ ] No [ ]
Grading andRe-vegetufion Yes [ ] No [ ]
Final Certification Yes! ] No [ 1
If aBRF, did the photographs show the rock blanket or core imderdrain by gravity segregation'?
Foundation data'
Dip of strata relative to fill:
WerftNOVfs written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal detenu ined to be on-going?
if spoil disposal site inactive, how long was disposal operation idle (months)?
'a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage;
Discernible blanket or core drain forming?
if the fill is completed, compare the size with the size in the latest pre-completi on revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill suiface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fillface or benches?
Number of benches on till:
Photography
Type
Copies
Copies
Yes IX] No[ ]
Pit1;
Ye-s[ ] No[X]
Yes[ 1 No[ 1
Yea [ 1 No [ ]
Yes I ] No[ ]
Yes[ J No I ]
Yes [ 1 No [ J
Yes [ ] No [ ]
Yes[ ] No[ ]
WV-141
-------
Location
Leneth (frt Width (ft)
Depth (in)
Location of
Cracks
Location, of
Depression*
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comment.
1
2
3
Were there depressions on the fill benches? Yes [ ] No [ 1
1
2
3
4
5
Were there areas of erosion on the fillbenchcs? Yes { ] No[ ]
I
4
5
Were there bulges or hummocky terrain? Yes [ ] No [ ]
1
I
4
5
Were there springs or seeps observedin disposal areas? YQS [ ] No [ ]
1
2
3
4
5
Were changes in vegetation or spoil color observedofi till? Yes [ ] No[ }
2
4
5
6
Did a failure occur on the till? Yes [ ] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench K
Length (A)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
TransportDistance (A)
Dntg ^f ]i/r™*a,>lo*>f
Extent of Failure Movement
Cause of Movement Mass 1
Mars 2
Mass 3
muittce performed triaxiai shear tests on ibundation material, Fill PI wa$aepanded into two till from a larger single fill
oal burg, Lower Coalburg, GSM issued TDN 94-1 13-524-00! for not capturing drainage from auger holes Jn fill area
(Potential Water Depth)
(Maximum Gull) Depth)
Mass 2 Mass 3
Coal seams mined were Stockton, Upper Coalburg, Middl
WV-142
-------
West Virginia
Elkay Coal Co.
Tower Mountain
Permit: S-5023-93
Fill: Fill #1
Permit: S-5023-93
WV-143
Fill: Fill #1
-------
West Virginia
Elkay Coal Co.
Tower Mountain
Permit: S-5023-93
Fill: Fill #1
Permit: S-5023-93
WV-144
Fill: Fill #1
-------
West Virginia
Evergreen
No Mine Identifier
Permit: S-35-76
Fill: #1
WV-145
-------
BLANKPAGE
WV-146
-------
Company: Evergreen
Permit: S-35-76
State:
County:
Latitude:
Longitude:
WV
Webster
38-25-26
80-36-35
Fill: # i
Mine: N/A
Was this fill visited at ground level?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Date of permit tile review:
Date fill eontruetion started:
Yes [ ] No [X] Finished:
Number offill size revisions:
%Sandstone in overburden:
Yes[ ] No[X]
12131/99
10126199
03/28/91
/ /
1
43
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Saferj Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original design
Durable Rock
Length (ft)
Area (acres)
Volume (nicy)
Durable Rock Conventional
3400
1.1
Flat Flat
Crown (h)
Toe (h)
Toe Foundation {%)
Fill Face (deg.)
2500
2400
26.6
Perimeter Center Drain
Gravity Segregated
REAME REAME
Static
Seismic
UmtWeight(pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcfi
Friction Angle (deg.)
Cohesion (psf)
1.6
140
36
150
115
30
150
None
Appl. Phase
Appl. Quarterly
Photography
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [ ] No [X]
Surface Drains Yes [ ] No [X]
Grading wid Re-vegetation Yes [ ] No [ ]
Final Certification Yes [ ] No [ ]
9111
91/1
9912
Color
Color
Color
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [X] No [ ]
Foundation darar. •™"
Dip of strata relative to fill:
Were NOY's written on the fill? Yes [ ] No [X]
Surface drainage control working property? Yes [ ] No [ ]
Subsurface drainage control working properly? Yes { ] No [ ]
If active fill, was active spoil disposal determined to be on-going? Yes [X] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume? Ycs[ 1 No [ 1
If note above, estimate percentage:
Disc-emable blanket or core drain forming? Yes [X] No [ J
If the till is completed, compare the size with the size in the latest pre-complefion revision? Unknown
If the fi II i s significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ] No [ ]
Were there ground cracks observed on the fill face or benches? Yes [ 1 No [X]
Number of benches on Ell:
WV-147
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location "f
Depressions
Location "f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Were there depressions on the fill benches? Yes [ ] No [x ]
(Potential Wafer Depth)
Were ihere areas of erosion on the fillbenches? Yes [ ] No [X]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No[x]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the fill? Yes [ ] No [X]
f so, enter the source of information on the failure:
Stage of construction during failure:
Massl
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (it)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause cf Movement Mass 1
Mass 2
Mass 3
Mass 2
Mass 3
11 I started as a lift typo and was extended in size as a durable rack type 1991 cert shows underdrain eoastmctioa ]99S plan map seems 1o show constructed undenfrains in the fine
signed fill so, don IFt know why Permit review began with fills A andB, bur there discontinued m a 1996IBR Fill j has become a combination valley and side-hill fill Includes
infaceside drain along lower side (along the main trend of the fill) and (in the 1998 design) 3 surface "flumes" connected to h The toe dope is dose to flat The fill's crown tilling,
cc is a relatively minor part of the configuration Stability analysis includes ] longitudinal section and 2 cross-sections The original parameters of fills A and B paitty differ from till
soil cohesion for bolh A andB is 0 For tilIB, foundation unit weight and cohesion is 92 andO respectively There'suse of the critical foundation concept in the permit Helicopter
totoes show tho end-dumpingprycess to benearly complete Appear; to involve 2 lifts The upper lift nd yet regraded nearthetoc In spite of tho short slope, the gravity segregation
ocess seems to be working very well
WV-148
-------
West Virginia
Evergreen
No Mine Identifier
Permit: S-35-76
Fill: #1
Permit: S-35-76 Fill: #1
WV-149
-------
West Virginia
Evergreen
No Mine Identifier
Permit: S-35-76
Fill: #1
WV-150
-------
West Virginia
Evergreen Mining Co.
Knight-Ink #1 Mine
Permit: S-2019-88
Fill: #5
WV-1.51
-------
BLANK PAGE
WV-152
-------
As Constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
construction
Documentation
and Certifications
Length (ft)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
lull Face (deg )
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (pst)
unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psfj
Durable Rock
1520
32.0
1.4
Flat
2520
2400
6.0
24.0
Center Drain
Gravity Segregated
REAME
1.8
1.5
140
36
0
120
30
250
None
Chimney
1750
32.0
Flat
2515
2400
6.0
20.0
Chimney Core
Chimney Core
REAME
1.7
140
36
0
120
30
250
None
ifaDRF, did the photographs show the root blanket or core underdrain by gravity segregation? Yes [ ]
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill? Yes[ ;
No[ ]
None
Aerial Survey
and Ground
Level Review
Appl. Phase
certification
Appl,Quarterly
Certification
Foundation Preparation Yes [ ] No [ ]
Underdrain s Yes [X] No [ ]
Surface Drains Yes [ ] No [ ]
Grading and Revegetation Yes [ ] No [ ]
Final Certification Yes [ ] No f 1
3/98
2/99
Photography
Type
B&W
R&W
Surface drainage control working properly? Yes [ ] No [ }
Subsurface drainage control working properly? Yes [X] No [ ]
If active fill, was active spoil disposal determined to be on-going? Yes [Xj No [ ]
if spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill I sunder construction,
Approximately 80% durable rock by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [X] No [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation Of inspector?
Fill surface configuration
Is the fill situated in landslide topography? Yes [ ] No [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [ ]
Number of benches on fill:
WV-153
-------
Location
Length (ft) Width (ft)
Depth (in)
Location "f
r~ 1 *
Cracks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Changes
Movement
Characteristics
Comments
S-2019-68
#5
Were there depressions on the fill benches? Yes [ ] No [
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ I No [ ]
Were there bulges or liurnmocky terrain? Yes [ I No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ I No [ ]
Did a failure occur on the fill? Yes [I No [
' so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
ScarpHeiglit (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Miss 2
Cause of Movement
Mass 1
Mass 2
Mass 3
3 at seams Freeport & splits Mearns, Widen, Kittanning & splits, *B" & "C" Seam, "A" seam
R $2 revised fill from chimney drain to DRF with segregated ruck blanket
WV-154
(Maximum Gully Depth)
Mass 3
-------
West Virginia
Evergreen Mining Co,
Knight-Ink #1 Mine
Permit: S-2019-88
WV-155
Fill: #5
-------
BLANK PAGE
WV-156
-------
West Virginia
Fola Coal Co.
No Mine Identifier
Permit: S-2012-93
Fill: B
WV-157
-------
BLANK PAGE
WV-158
-------
Companj
Permit:
state:
County:
Latitude:
Longitude:
: Fola Coal Co.
S-20 12-93
WV
Clay
38-21-16
81-02-44
Fill: B
Mine: N/A
Was this fill visited at ground level'?
Had the fill been reclaimed at the
time of the air survey1?
Date of survey:
Yes [ 1 No [x]
Yes [ ] No [X]
12/20/99
Date of permit file review: 10/27/99
Date fill contruction started: 01/20/95
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 70
Type of Fill
Size of Fill
Su rface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Durable Rock
Flat
Center Drain
Gravity Segregated
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
Crown (it)
Toe (K\
Toe Foundation (%)
Fill Face (dee,.)
Center Drain
Gravity Segregated
Durable Rock
6000
51.7
Flat
1600
1100
2.0
27,0
Perimeter
Gravity Segregated
REAME
Static
Seismic
Unit Weight (pcQ
Fiction Angle
Cohesion (psf)
Unit Weight (pcf)
Fiction Angle (deg.)
Cohesion (psf)
1.7
140
38
0
125
33
40
P-005
Appl, Phase Appl-Quarterly
Certification Certification
Construction
Documentation
2nd Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [X] 95/1
Underdrams Yes [ ] No [x] 95/4
Surface Drains Yes [ ] No [X]
Grading and Revegetation Yes { ] No [X]
Final Certification Yes [ ] No [X]
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's written 02 the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction.
Approximately 80% durable rock by volume?
Tfnoto above, estimate percentage:
Discemable blanket or core drain forming?
If the Oil is completed, compare the size with the sixe in the latest pre-completion revision?
If the fill is significantly smaller, what isthe reason according to the documentation or inspector?
Fill surface configuration:
Is the fillsituated in landslidetopography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Photography
Type
Yes {X]
Yes [X]
Yes[ J
Yes [ ]
Yes [X]
Yes[ ]
Yes IX]
Color
Color
No [ ]
ijuira
No[ J
Nof ]
No [ ]
No[ ]
Nu[X]
70
NoJ ]
Unknown
Yes[ ]
Yes[ 1
Flat
No[X]
No [ ]
WV-159
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Locution of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions OR the fill benches? Yes [ 1 No [ 1
(Potential Wafer Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ 1
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] Nu [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetationor spoil color observed on fill? Yes f ] No [ ]
1
Did a failure occur on the fill? Yes[ ] No f ]
!f so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Bench %
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (£t)
Rats of Movement
Extent of Failure Movement
Mass 2
Mass 3
Cause of Movement
Mass 2
Mass 3
he original application includes perimeter surface drains However, the size of the ill] and the shape of the hollow appears to have required a complex netwok s or' drains running
;ross a broad fill crown shared by at least 2 other fills This involved multiple face-ups and drainage divides (referencing 2/17/94 plan map) A revision dated 6/22/94 shows atributa
/stem of center drains in a considerably smaller fill (albeit still large) separated from the other fills by the natural topography Permit includes a soil-substitution study showing
verburden with superior properties for sustaining vegetation relative to the natural soil The spoil materials proposed for substitution includes most of the overburden, including most
le sandstone. End dumping had already begun by the time of thefiret certification. There were two NOVs found in the file placement of acid/toxic materials and dumping beyond ths
30ft from toe limit. By the helicopter survey, the face had beenregrsded and on-going dumping and grading occurred at the crown Even on the short dumping slopes above the fsc<
: avitv segregation -was evident
WV-160
-------
West Virginia
Fola Coal Co.
No Mine Identifier
Permit: S-2012-93 Fill: B
Permit: S-2012-93
WV-161
Fill: B
-------
BLANK PAGE
WV-162
-------
West Virginia
High Power Energy
Twenty Mile Creek Mine #901
Permit: S-3026-90
Fill: S2-X
WV-163
-------
BLANK PAGE
WV-164
-------
Company: High Power Energy
Permit: S-3026-90
State: WV
County: Nicholas
Latitude: 38-17-26
Jngitude: 81-01-31
Fill: S2-X
Mine: Twenty Mile Creek Mine #901
Was this fill visited at ground level? Yes [ ] No [Xj
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[X] No[ J
12/20/99
Date of permit file review: 11/18/99
Date fill contraction started: 01/01/91
Finished: 12/31/95
Number of till size revisions:
%Sandstone in overburden:
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil}
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Durable Rock
1240
Tlat
1670
1390
25,0
Center Drain
Gravity Segregated
REAME
Length (ft)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Durable Rock
1240
1.5
Flat
1640
1400
11.0
22.0
Center Dram
Gravity Segregated
Stabl
1.6
120
35
0
125
30
0
Pbrcatic Surface
Static
Seismic
Unit Weight (pel)
Friction Angle
Cohesion (pst)
Unit Weight (pcf)
Friction Angle (deg,}
Cohesion (psf)
1.5
120
35
0
125
30
0
Fhreatic Surface
Appl. Phase
Certification
Appl. Quarterly
Certification
Photography
Type
Foundation Preparation Yes [X] No [ ] 91/3
Underdrains Yes [ ] No [Xj 91/3
Surface Drains Yes[ ] No f 1
Grading and Keveg etation Yes f ] No [X] 95/4
Final Certification Yes [x] No 1 J 96/1
If a DRF. did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill;
Were NO Vs written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discernible blanket or core drain forming?
if the fill is completed, compare the size with the size ift the latest pre-completion revision?
If the fill is significantly smaller- what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
None
None
None
None
Yes[ ] No[X]
TV*™ tlml
Yes [X] "No [ ]
Yes[ ] Nof]
Yes[ ] No[ ]
Yesl ] No I ]
Yes[ ] No[ J
Yes[ ] No[ ]
Yes[ ] No[ I
Yes[ ] No{ ]
WV-165
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-3026-90
S2-X
Were there depressions on the fill benches? Yes [ 1 No I 1
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ J
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
"Were changes in vegetation or spoil color observed on fill? Yes f ] No [ ]
1
2
3
4
5
6
Did a failure occur on the till?
f so, enter the source of information on the failure:
Stage of construction during failure:
Yes [ ] No |X]
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
TransportDisfance (A)
Rate of Movement
Extent of Failure Movement
Mass 1
Mars 2
Mass 3
Jiuary 17, 1996 certification states that upper part of fillwas banded for adeep mine. In the aerial photos it appears that a large seep is emanating (tcmabovethefill
n NOVwas issued May 14, 1991, for failure to remove all organic material prior to fill placement
WV-166
-------
West Virginia
High Power Energy
Twenty Mile Creek Mine #901
Permit: S-3026-90
Fill: S2-X
Permit: S-3026-90
WV-167
Fill: S2-X
-------
West Virginia
High Power Energy
Twenty Mile Creek Mine #901
Permit: S-3026-90
Fill: S2-X
WV-168
-------
West Virginia
High Power Energy
Twenty Mile Creek Mine #90
Permit: S-51-85
Fill: E
WV-169
-------
BLANK PAGE
WV-170
-------
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
1700
37.0
Flat
1800
1380
4.0
22.0
Center Drain
Gravity Segregated
REAME
1.6
1.2
120
33
100
"Length (A)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Durable Rock
1700
37.0
Flat
1800
1380
9.0
22.0
Center Drain
Gravity Segregated
REAME
1.6
1.2
120
33
100
Durable Rock
2300
64.0
27.0
Concave
1850
1225
19.0
23.0
Chimney Core Center Drain
Gravity Segregated Chimney Co
SB Slope
1.7
1.4
1 20
35
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psi)
P-0.05
P-0.05
None
Appl. Phase-
Certification
Appl,Quarterly
Certification
Photography
Type
Foundation Preparation
Underdraius
Surface Drains
Grading and Revegetation
Final Certification
Yes [X]
Yes [X]
Yes [X]
Ycs[X]
Yes[X]
No [ j
No [ ]
No [ ]
No[ ]
91/4
9012
9311
93/1
96/1
None
B&W
B&W
B&W
None
Tf a DRF. did the photographs show the rock blanket orcoi'e underdrain by gravity segregation? Yes [X] No [ ]
uuuuauuii data. r'iis
Dip of stratarelativetofill: LeftFlankHi& Toward Fill
Were NOV's written 0: the fill? Yes [X] No [ ]
Surface drainage control ^¥orking properly?
Subsurface drainage control working properly''
If active fill, war active spoil disposal determined to he on-going?
If spoil disposalsite inactive, how long was disposaloperatiou idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the Size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason accordingto the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[X]
Ycs[ ]
Yes[ J
Yes[ ]
Yes[ ]
Yes[ ]
Yes[ ]
No[ ]
No[ ]
No[ ]
No[ ]
No[ ]
No [ ]
8
WV-171
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
4
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
comments
S-51-85
E
Were there depressions on the fill benches? Yes[ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No[ J
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes[ ] No [ ]
Did a failure occur on the till? Yes [ ] Nu [ I
F so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Cause of Movement
Bends #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (A)
Transport Distance (A)
Rate of Movement
Extent of Failure Movement
Mass I
Mass 2
Mass 3
sal Seams Coalburg, Stockton, 5-Blcck; Original design called for 50' lifts but was modified to DRF;
Hiding on top surface of fill; Pond constructed on backfilled area above fill
WV-172
{Maximum Gully Depth)
Mass 3
-------
West Virginia
High Power Energy
Twenty Mile Creek Mine #90
Permit: S-51-85
Fill: E
Permit: S-51-85
WV-173
Fill: E
-------
Blank Page
WV-174
-------
West Virginia
Hobet Mining, Inc.
West Ridge
Permit: S-5003-96
Fill: Fill #52
WV-175
-------
BLANK PAGE
WV-176
-------
Type of Fill
SUe of Pill
Surface
Configu radon
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Durable Rock
Length (h)
Area (acres)
Volume (mcy)
3700
82.9
7.7
Flat
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
1250
850
8.0
23.0
Center Drain
Gravity Segregated
Other
static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psi)
1.6
125
34
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psi)
None
AppL Fiuse AppLQuarterfy
Certification Certification
construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation Yes [ ] No [ ]
Underdrains Yes [X] No [ ] 9614
Surface Drains Yes IX] No I ] 9714
Grading and Revegetation Yes [X] No [ ] 9714
Final Certification Yes [ ] No [ ]
If a DRF, did the photographs show the rock blanket or core underdrain by g ravity segregation?
i:<,und.t;<>,, ,),*,.
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
if spoil disposal site inactive, how longwas disposal operation idle (months)?
If a durable rock 611 is under Construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration.'
Is the till situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Photography
Type
Yes [ ]
YesfX]
Yes[ ]
Yes [X]
Yes[ ]
Yes[ ]
Yes [X]
Yes[ ]
Yes [X]
None
Notie
None
No[X]
0-,!^.-
Not I
Nu[XJ
No[ ]
No[X]
30
No[X]
40
No[ ]
Same
Convex
No[X]
No [ ]
5
WV-177
-------
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Location
Length (ft)
Width (ft)
Depth (in)
Comments
S-5003-9S
Fitl *52
Bch.v4. Full length, Paral
Bch#3.3&4 Qitl, Parallel
600
300
Were there depressions on the fillbenches? Yes [x] No {
Bch S3, 2 Quratile 15
BcIi*l,2Quratile 15
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No[X]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [x] No [ ]
Bch £3,2 85Quarti)e 25 5
Bch #2,2&3 Quarlile 15 5
Were there springs or seeps observed in disposal areas? Yes [ ] Nu [X]
Were changes in vegetationor spoil color observed on fill? Yes [ ] Nn[x]
Did a failure occur on the fill? Yes [x] No f ]
f so, enter the source of information on the failure: Field Measurements
Stage of construction during failure: Post-construction active
Mass I
Bench # 3
Length (ft)
Width (ft) 25
Scarp Height (A)
Depth to Slip Plane (ti)
Transport Distance (ft)
B.ate of Movement None
Extent of Failure Movement None
Cause of Movement Mass I Durability of Rock
Mass 2
Mass 3
Mass 2
ield review revealed bulges on benches $3 and $2 Company indicates bulges and cracks are normal maintenance and not failures
hates were
-------
West Virginia
Hobet Mining, Inc.
West Ridge
Permit: S-5003-96
Fill: Fill #52
Permit: S-5003-96 Fill: Fill #52
WV-179
-------
r
West Virginia
Hobet Mining, Inc.
West Ridge
Permit: S-5003-96
Fill: Fill #52
.,,
Permit: S-5003-96 Fill: Fill #52
WV-180
-------
West Virginia
Independence Coal Co., Inc.
Twilight MTR Surface Mine
Permit: S-5023-96
Fill: Fill #Uames Creek
WV-181
-------
BLANK PAGE
WV-182
-------
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
"Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Length (A)
Area (acres)
Volume (nicy)
Crown (it)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
unit Weigiit (pcf)
Friction Angle (deg.)
Cohesion (psft
Durable "Rock
9800
135.0
201.0
Flat
2060
1300
3.0
27.0
Center Drain
Constructed Underdrain
REAME
1.5
140
40
0
Durable Rock
9800
135.0
201,0
Flat
2060
1300
3.0
27.0
Center Drain
Gravity Segregated
REAME
1.5
140
40
0
Aerial Survey
and Ground
Level Review
P-0.05
Appl. Phase
Certification
Appl. Quarterly
Certification
Foundation Preparation Yes [ ] No [XJ
Underdrains Yes [ ] No [X]
Surface Drams Yes [ ] No [X]
Grading and Revegetation Yes [ ] No [ j
Hnal Certification Yes F 1 No r 1
98/4
Photography
Type
None
Copies
Copies
Tf a DRF, did the photographs show the rock blanket or core underdraw by gravity segregation? Yes [X] No [ ]
T7«..—*U*;.,~ *J~^~. T~..i
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [X] No[ ]
Surface drainage control working properly? Yes [ ] No [ ]
Subsurface drainage control working properly? Yes [ ] No [ ]
If active an. was active spoil disposal determined to be on-going1! Yes [X] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
f a durable rock fill is under construction.
Approximately 80% durable rock by volume? Yes [ ] No [ ]
If no lo above, estimate percentage:
Discemable blanket or core drain forming? ¥es[X] No [ 3
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the till situated in landslidetopography? Yes [ J No [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [ }
Number of benches on fill:
P-Q.05
WV-183
-------
Location
Length (ft)
Width (ft)
Denth finl
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changer
Movement
Characteristics
Comments
S-5023-96
Fill #1 James Greek
Were there depressions on the fill benches? Yes [ ] No [
(Potential Water Depth)
Were there areas of erosionon the fill benches? Yes ( ] No [ J
(Maximum Gully Depth)
Were there bulges or hunimocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ J
Were changes in vegetation or spoil color observed on fill' Yes [ ] No [ ]
Did a failure occur on the fill?
f so, enter the source of information on the failure:
Stage of construction during failure:
Yes[ ] No[X]
Mass 1
Mass 2
Mass 3
use of Movement
Bench if
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (it)
Transport Distance (A)
Rats of Movement
Extent of Failure Movement
Mass 1
Mass!
Mass 3
alley Fills #2 and tij combine with the James Creek fill to form VF #S .It is a multi-lift fill with 4 different crown elevations
new "constructed" underdraw sysicm was approved In Modification #3. This was in direct response to inspection concerns about improper gravity segregation
Mimenis inFebnjary 8, 1999, inspection report indicate drainage from old deep mines needs to be collected and internally routed through the VF #1 underdrain.
An Nov was issued January 20, 1999, for side dumping
WV-184
-------
West Virginia
Independence Coal Co., Inc.
Twilight MTR Surface Mine
Permit: S-5023-96
Fill: Fill #1 James Creek
Permit: S-5023-96 Fill: Fill #1 James Creek
WV-185
-------
West Virginia
Independence Coal Co., Inc.
Twilight MTR Surface Mine
Permit: S-5023-96
Fill: Fill #1 James Creek
Permit: S-5023-96 Fill: Fill #1 James Creek
WV-186
-------
West Virginia
James Coal Co. (River Ridge Coal)
No. 1 Surface Mine
Permit: S-5033-87
Fill: #1
WV-187
-------
BLANK PAGE
WV-188
-------
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Durable Rock
1050
14.5
0.8
Concave
1400
1150
9.0
23.0
Perimeter
Gravity Segregated
REAME
Length (ft)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Durable Rock
1050
14.5
0.8
Flat
1400
1150
9.0
23.0
Perimeter
Gravity Segregated
REAME
Durable Rock
1300
32.0
4.5
Flat
1610
1150
9.0
25.0
Center Drain
Gravity Segregated
•RFAME
1.6
140
33
1
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.6
140
33
1
1.6
130
36
100
Unit Weight (pel)
Friction Angle (deg.)
Cohesion (pst)
None
Nraic
Nnn^
Aerial survey
and Ground
Level Review
Appl. Phase
Certification
Appl.Quarterly
Certification
Foundation Preparation Yes [ ] No [ ]
Underdrains Yes [ ] No [ ]
Surface Drains Yes [X] No [ ]
Grading and Revegetation Yes [ ] No[X]
Final Certification Yes [X] No [ ]
93/2
99/1
94/3
Photography
Type
None
None
None
None
Copies
If aDRF, did the photographs show the icckblanket or tore underdrain by gravity segregation1! Yes [ ] No f ]
Foundation data: «'i=
Dip of strata relative to fill: Left Flank High Away From Fill
Were NOVs written on the fill? Yes [X] No [ ]
Surface drainage control working properly? Yes [ ] No [X]
Subsurface drainage control working properly? Yes [ ] No [ ]
If active fill, was active spoil disposal determined to be on-going? Yes [ ] No [XI
If spoil disposal site inactive, how lung was disposal operation idle (months)?
!f a durable rock fill is under construction,
Approximately 80% durable lock by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Discernableblanket or core drain forming? Yes [ ] No [ J
If the fill is completed, compare the si/,e with the size in the latest pie-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography? Yes [ ] No [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [ ]
Number of benches on fill: 9
WV-189
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location 0 f
Erosion Areas'
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-5033-87
*1
Were (here depressions on the fill benches? Yes [ ] No [ ]
Were Ihere areas of erosion on the fill benches? Yes [ J No [ ]
Were there bulges Of hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No f ]
1
2
5
4
5
6
Did a failure occur on the fill? Yes [ ] No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench*
Length (ft)
Width (ft)
ScarpHeight (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1
Mass 2
Mass 3
Mass 2
(Potential Water Depth)
(Maximum Gully Depth)
Mass 3
oal seam. Upper Cedar Grove, Lower Cedar Grove, Alma; Slate NOVs issued for contemporaneous reclamation improper drainage, improper construction, and erosion , Seeps
irming at bench £1 which were drained as shown on final certification
>ndmg on bench $7, quarter #4
WV-190
-------
West Virginia
James Coal Co. (River Ridge Coal)
No. 1 Surface Mine
Permit: S-5033-87
Fill: #1
Permit: S-5033-87
WV-191
Fill: #1
-------
BLANK PAGE
WV-192
-------
West Virginia
Julianna Mining
Camp Creek Surface Mine
Permit: S-2002-94
Fill: VF#1
WV-193
-------
BLANK PAGE
WV-194
-------
Com pa ii)
Permit:
State;
County:
Latitude:
Longitude:
• Julianna Mining
S-2002-94
wv
Webster
38-30-15
58-03-10
Fill: VF#I
Date of permit file review:
Mine: Camp Creek Surface Mine Date fill contraction started:
Was this fill visited at ground level?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [ J No [X] Finished:
Number of fill size revisions:
,, . , ,, „„ %Sandstone in overburden:
Yes [ ] No [X]
12/21/99
1 1/03/99
11/01/94
/ /
3
59
A s constructed
Revision
Original design
Aerial Survey
and Ground
Level Review
Type of Fill
Sire of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and certifications
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
crown (ft)
Toe (ft)
Toe Foundation (%}
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
2580
108.0
18.1
Flat
2250
1920
6.0
47.0
Center Drain
Gravity Segregated
Stabi!
1.6
1.4
125
38
0
3740
108.0
16.4
Flat
2140
1875
6.0
47.0
Perimeter
Gravity Segregated
Stabil
1.8
125
35
100
Friction Angle (dcg.)
Cohesion (psf)
32
27
Phreatic Surface
Phreatic Surface
Appl. Phase
Certification
Appl.Quarterly
Certification
Photography
Type
Foundation Preparation
Underdrains
Surface Drains
Grading and Rcvegetation
Final Certification
Yes [xl
Yes[X]
Yes 1 J
Yes I ]
Yes! ]
No f ] 4/97
No [ ] 4/97
No I j
Nof 1
No[ ]
Ifa DR1-', did the photographs showthe rock blanket or cureundcrdram by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active ill), was active spoil disposal determined to be on-going?
Jf spoil disposal site inactive, how long was disposal operation idle (months)?
Yes [X]
B&W
B&W
No[ ]
Text ,PJts
Away From Fill
Yes [ ]
Yes [X]
Yes[ ]
Yes[ ]
No[ 1
No[ ]
No[ ]
No[X]
Ifa durable rock fill is under construction,
Approximately 80% durable rock by volume?
if no to above, estimate percentage:
i DiscernaWe blanket or core drain forming?
Yes[ ]
Yes[ ]
No[ ]
No[ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on 111!:
Yes[ 1
Yes[ ]
Flat
No[X]
No[X]
8
WV-195
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Crocks
Location of
Depressions
Location of
Erosion Areas
Location ot
Ground Bulges
Location of
Springs/Seeps
Location of
Changes*
Movement
Comments
E-2002-84
VF#1
Were there depressions on the fillbenches? Yes[ ] No [
(Potential Water DcptH)
Were there areas of erosion on the fill benches'! Yen[X] No [ ]
] Entire Face
2
3
4
5
Were there bulges or hutnmocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed in disposal areas'! Yes [X] No [ ]
1 Toe Area, QTR4
2
3
4
5
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
Did a failure occur on the fill? Yes [ ] No [ J
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Cause of Movement
Bench;?
Length (ft)
Width (ft)
Scarp Height (R)
Depth to Slip Plane (A)
Transport Distance (I?)
Rats of Movement
Extent ofl-'ailure Movement
Mass 1
Mass 2
Miss 3
(Maximum Gully Depth)
Mass 3
*R #! changes center drains to ground drains; TBR 42 increitsed capacity by raising final elevation; Rev #9 added refuse disposal on bench above VF#1 in backstack ares
abstantiai erosion on area above seep at toe Erosion extends up the terrace face to bench #1
WV-196
-------
West Virginia
Julianna Mining
Camp Creek Surface Mine
Permit: S-2002-94
Fill: VF #1
Permit: S-2002-94 Fill: VF #1
WV-197
-------
West Virginia
Julianna Mining
Camp Creek Surface Mine
Permit: S-2002-94
Fill: VF #1
Permit: S-2002-94
WV-198
Fill: VF #1
-------
West Virginia
K & B Coal Co. (after Lionel)
Grace #3
Permit: S-3010-86
Fill: #3
Fill: #4
wv-199
-------
BLANK PAGE
WV-200
-------
TOZ-AM
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-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the fill benches'.' Yes [X] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [x] No [ )
1 B 6-crown, Q ]
2 B 2-toe, Q 2
3
(Maximum Gully Depth)
Wcic there bulges 01 trammocky terrain? Yes [X] No I
Were there springs or seeps observed in disposal areas?
Describe location of seep
1 B crown. Q 1
2 B 2,Q 2
3 B 5 Q 3-4
4
Yes[Xj Nb[
Were changes in vegetation or spoil color observedon fill? Fes[X] No [ j
1
2
3
4
5
6
Did a failure occur on the fill? Yes [X] No [ ]
f so, enter the source of information on the failure: Permit File, field Measurements, DEP Inspector
Stage of construction duringfailure:
Mass 1 Mass 2
6 3
Mass 3
Cause of Movement
Bench S
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft) 30
TransportDistance (ft) 9 1
Rate nt'Movetnen! Slow Slow Slow
Extent of Failure Movement Slip Slip Slip
InadequateUmlerDrams. Underground Mine Drainage. Durability of P.ock.
Inadequate UnderDrains, Durability of Rock, Steep Stream Profile
InadequateUnderDrains, Durability of Rock, Steep Stream Profile
Mass 1
Mass 2
Mass 3
se first modification for fill 3 (5/S/9Q) allowed for end-dumping and then reworkingthe spoil far the lift construction {as opposed to a complete haul-down of die material to the
ittom of the developing till). Along with fills 2 and 4, ilwas changed to the durable-rock type on 7/16/90 This occurred under the original company (Lionel-permitted2/2/90), 8
mples above the Lower Kiuaning Coalbed were tested for durability, using SDI Three of these were shale, the rest sandstone All bui one shale sample passed as durable The permv
viewer could not determine why samples between the Lower Kittanmg and Clarion Coalbeds were not taken A profile of fill 4, the crown of which is at m elevation very close to tb
fwn of fill 3., shows It back-stacked ever abenchinto the Clarion There's a thick, massive sandstone between the two seams The peraut was revoked on. 7/16/90 due to problems.
laiedtc effluent limits, sediment control systems, and the construction of the valley fills Repair work began under contract on 6/29/94
slip on fill 3 was firs! documented m the 1/28/92 quarterly certification report Certification photographs indicate that the slip was corrected by 7/24/92, but reoccurred by 2/12/93.
le contracted work on fill 3 began by 10/12/94 The inspection report claimed that a large discharge was faking place at the fill toe and ihat trees and excessive spoil had been placed
e slip area The projected was completed by 12/7/94 However the slip reappearedby 3/3/95 The slip -was reclaimed a third time by 7/20/95 A final inspection took place on 1/30/9
!tit>st a year after the contractor's release The current problems on the fill must have started between this last inspection and the 12/99 helicopter survey The slip referenced in the
rtification and inspection reports 35 listed under mass # I in the table above Twoothor independent failures were observed during iheQSMjpxiund-level review The maximum depl
the largest slip is estimated la be 30 to -40 feet, whish corresponds to the depth of the fill Theie i s g significant seep atbencli 3, whish is connected to the mass #2 failure There is £
wv-202
-------
Company
Permit:
state :
County:
Latitude:
jOngitude;
K & B Coal Co. (after Lionel)
S-30 10-86
wv
Nicliolas
38-23-21
80-." 8 -5 4
Fill: #4
Mine: Grace # 3
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[x] No[ J
03/21/00
Yes [Xj No [ I
12/22/99
Date of permit file review:
Date fill contraction started:
Finished:
Number of flll size revisions:
%Sflridstone in overburden:
08/08/00
12/01/90
07/24/92
54
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Durable Rock
Length (A)
Area (acres)
Volume (mcy)
Concave
Crown (K)
Toe (ft)
Toe Foundation (%)
27 0 Fill Face Cdcif.1
Center Drain
Gravity Segregated
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (pst)
Unit Weight (pcf)
Friction Angle (deg )
Cohesion (psf)
Durable Rock
1128
1.5
Flat
2615
2315
10.0
27.0
Center Drain
Gravity Segregated
KKAMIi
1.6
120
36
10
115
30
120
None
Chimney
1075
14.8
Flat
2600
2320
10.0
27.0
Chimney Core
Chimney Core
Other
1.7
120
36
0
115
34
100
None
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Appl. Phase Appl. Quarterly
Certification Certification
Foundation Preparation Yes [ ] No [X]
Uuderdrains Yes [ ] No [xj
Surface Drains Yes [ ] No [X] 9211
Grading and Revegetation Yes [ ] No [X] 92/4
Find Certification Yes [ ] No i I
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOV's wntten on the fill?
Surface drainage control working properly?
Subsurface drainage contra! working properly?
If active fili, vras a«ive spoii disposal uetcnnined to be on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rocktill is under construction
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discemable blanket or core drainfonning?
If the fill is completed, compare the sire with the s«e in the latest prc-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill
Photography
Type
Color
Color
Yes[ ] No[X]
Text Pits
Yes IX] No[ ]
Yes[X] No[ ]
Yes [ ] No [X]
Yes [ ] No{ l
Yes [ ] No[X]
15
Yesf ] No[X]
Unknown
Concave
Yes[ ] No[X]
Yes[X] No[ ]
7
WV-203
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location "f
Cracks
Location of
Depressions
Location of
Erosion Areas
Location 0 f
Ground Bulges
Location If
Springs/Seeps
Location 0 f
Changes
Movement
Characteristics
Comments
I B 7-grown, Q 1
Were there depressions on the til I benches? Yes [X] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fillbenches? Yes [xj No [ ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [X] No [ ]
1 B 7-crown, Q 3
Were there springs Of seeps observed in disposal areas? Yes [X] No [ ]
Describe location of seep
1
2
Were changes in vegetation or spoil color observed on fiil? Yes [X] No [ ]
1
2
3
4
5
6
Did a failure occur on the till?
f so, enter the source of information on the failure:
Stage of construction during failure:
Yes [ ] No|x]
Mass 1
Mass 2
Mass 3
Cause ofMovetnenl
Bencli #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip ™ane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 1
Mass 2
Mass 3
le first modification for fill 3 (5/S/90) allowed for end-dumping and then reworking the spoil far the lift construction(as opposed to a complete haul-down of the material to the
ttom of the developing fill) Along with fills 2 and 3, it was changed to the durable-rock type on 7/16/90 This occurred under the original company (Lionel-permitted 2/2/90)
instruction of the fill had already started when the change was made A 6/22/90 inspection report noted that 90 % of the placed fill material was composed of tines and that the fill w
ginning tu break near tho top Trie inspector was unsure if the fill should be constructed as a durable-rock type " at this time " 8 samples above the Lower Kittamng Coalbed were
ited for durability,usmg SD1 Three of these were shale, the real sandstone AH but one shale sample passed M durable The permit reviewer could not determine why samples
tween the Lower Kittaning and Clarion Coalbeds were not taken A profile of fill 4 shows if back-stacked twer a bench into the Clarion There's a thick, massive sandstone between
: two seams The permit was revoked on 7/16/90 due to problems related to effluent iinuts, sediment control systems, and the construction of the vattey €\\h Repair work began undt
irtract on 6/29/94 There is a marked contrast between the 54 % sandstone in the geologic section and the very minor amount of sandstone seen in Ihe certification photographs Alsf
are is a contrast between the seepage witnessed ill the field and the lack of ground-water discharge asserted ill the permit foundation report and assumed i n the permit stability analysi
1C crack above bench 7 is bog and arcuate and the bulge is just below it The elevation of this activity corresponds to that of top of the largest slip on fill 3 It is possible that both of
3se events have resuled from groundwater emanating from a cut benchinto the Clarion Coalbed (over which (he fills may have been back-stacked) In addition to g feu minor
currency* of seeps, ponding and erosion on the fill face, water was observed flowing from the centra! drain approximately 30 feet above the toe
WV-204
-------
West Virginia
K & B Coal Co. (after Lionel)
Grace #3
Permit: S-3010-86
Fill: #3
r
Permit: S-3010-86 Fill: #3
WV-205
-------
West Virginia
K & B Coal Co. (after Lionel)
Grace #3
Permit: S-3010-86
Fill: #3
Permit: S-3010-86
WV-206
Fill: #3
-------
West Virginia
K & B Coal Co. (after Lionel)
Grace #3
i
; *
Permit: S-3010-86
Fill: #3
• . :
Permit: S-3010-86
WV-207
Fill: #3
-------
West Virginia
K & B Coal Co. (after Lionel)
Grace #3
Permit: S-3010-86
Fill: #4
Permit: S-3010-86
WV-208
Fill: #4
-------
West Virginia
K & B Coal Co. (after Lionel)
Grace #3
Permit: S-3010-86
Fill: #4
Permit: S-3010-86 Fill: #4
WV-209
-------
West Virginia
K & B Coal Co. (after Lionel)
Grace #3
i
Permit: S-3010-86 Fill: #4
Permit: S-3010-86 Fill: #4
WV-210
-------
West Virginia
Lone Star
Surface Mine No. 6
Permit: S-3016-92
Fill: #3
WV-211
-------
BLANK PAGE
WV-212
-------
Company: Lone Star
Permit: S-3016-92
State: WV
County: Raleigh
Latitude: 37-54-29
Longitude: 81-19-24
Fill: #3
Mine: Surface Mine No.
Was this till visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
6
Yes [X] No [ 1
03/08/00
Yes [X] No [ ]
12/20/99
Date of permit tile review:
Date fill contruetion started:
Finished:
Number of 1111 size revisions:
%Sandstone in overburden:
11/16/99
04117/94
08/26/98
1
59
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software TJsed
Safetv Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and CertificatioQs
Aerial Survey
ana Ground
Level Review
As constructed
Revision
Original design
Conventional
1125
Flat
2075
1750
7.5
23.2
Perimeter
Constructed Underdrain
REAME
Length (ft)
Area (acres)
Volume (mcy)
Crown (ft)
Toe (ft)
'foe Foundation (%)
Fill Face (deg.)
Conventional
1740
3.5
Flat
2330
1750
9.0
26.6
Perimeter
Constructed Underdrain
REAME
Durable Rock
ISOO
3.5
rut
2350
1750
14.0
26. 6
Perimeter
Gravity Segregated
GB Slope
1.6
125
34
100
125
33
100
None
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit \Afeight (pcf)
Friction Angle (deg.)
Cohesion (psf)
1,6
110
36
0
145
45
2500
None
1.6
110
36
0
145
45
2500
Phreatic Surface
Appl. Phase
Certification
Appl. Qu a rte r!y
Certification
Photography
Type
Foundation Preparation Yes [ ] No [XJ
Underdrains Yes [1 No [x]
Surface Drains Yes [ 1 No [X]
Grading and Revegetation Yes [ ] No [X]
Final Certification Yes [ 1 No [X]
9412
94/3
9511
95/4
98/3
Color
Color
Color
Color
Color
If a DRP. did the photographs show the rock blanket or core underilrain by gravity Segregation? Yes [ ] No [ J
Foundation data: Text
Dip of strata relative to fill:
Were NOY's-written on the S? Yes [XJ No [ ]
! I
Surface drainage control working properly? Yes [X] No [ ]
Subsurface drainage control working properly? Yes ( ] No [Xi
If active fill, wa_s active spoil disposal determined to be on-going? Yes [ ] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock fill is under construction
Approximately 80% durable rock by volume? Yes[ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector? Underground/Auger Mine
Fill surface configuration Flat
Ts the fill situftted in landslide topography? Yes [X] No [ ]
Were there ground cracks observed on the fill face or benches? Yes[X] No [ ]
Number of benches on fill 7
No[ ]
Smaller
WV-213
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks
Location 0 f
Depressions
Location 0 f
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-3016-92
*3
1 B3-5 ,Ql-3
2 B6-7, Q3.
B7-8, Q3-4
Were there depressions on the fill benches? Yes[x] No [
I B5, Q2-3
2 B6, Q1-2
3 B7, Q2-3
4
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [X] No [
1 B2-3, Q4
2 B3-4. Q4
3 B7-Crown, Ql
4
5
(Maximum Gully Depth)
Wcic there bulges or humrnocky terrain? Yes(X) No [ 1
I B4-5, Ql-2
3
4
Were there springs or seeps observed in disposal areas? Yes [X] No [
1 B7,Q1
2
3
4
Were changes in vegetation or spoil color observed on fill? Yes [x] No [ 1
! B1-2.Q1-4
2 B2-3,Q4
3 R3-5. Ql-2
4
5
6
Dido failure occur on the fill? Yes [X] No [ ]
ff so> enter the source of information on the failure: permit File. DEP Inspector, Company .Representative
Stage of construction during failure: During Construction
Mass 1 Mass 2 Mass 3
Bench #
Length (ft)
Width (ft)
Scarp Height (A)
Depth to slip Plane (ft)
Transport Distance (fl)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass 1 Inadequate UndcrDrains, Landslide Prone Area, Thick Soil Foundation
Mass 2
Mass 3
Revision had two options dependingon the amount of spoil available (controlled by previous underground mining of Eagle seam) Actual construction reflected smaller size of option
:ace slope between benches averaged 42 8% but one of them exceeded the 26 6 % limit The underdrain and lift construction is limited to the lower IWQ benches Field report indicates
Dtationa! slip during construction Permit reviewer observed a cross-sectional diagram of the slip and judged it to betranslational. Failure occurred ii old orphaned fill after the initial
sd'dumping of the new spoil Revision shows Klip material being moved to the loe tor remediation Erosion points are sloughage, creep, and a small scarp formation. The para]lei (to
ace direction) cracks may be indicative of bulging tK& ts tno subtle to readily tiouce Landslides Haw occuned oa either side of the rill. PrescnUy don'tfcnow they're age relative to 61
(instruction or fill failure Tield report concludes that instability still exists especially beyon the underdrain-and-lift ares to ibove the # 4 bench, and the culprit continues to be
inderground drainage related Ic the Eagle seam Water disdiare In the left groin dhch decreased between the 60i and 5th benches
WV-214
-------
West Virginia
Lone Star
Surface Mine No. 6
Permit: S-3016-92
Fill: #3
Permit: S-3016-92
WV-215
Fill: #3
-------
West Virginia
Lone Star
Surface Mine No. 6
Permit: S-3016-92
Fill: #3
Permit: S-3016-92
WV-216
Fill: #3
-------
West Virginia
Lone Star
Surface Mine No. 6
Permit: S-3016-92
Fill: #3
Permit: S-3016-92 Fill: #3
WV-217
-------
West Virginia
Lone Star
Surface Mine No. 6
Permit: S-3016-92
Fill: #3
Permit: S-3016-92
WV-218
Fill: #3
-------
West Virginia
Marrowbone Development (Triad)
Dingess Tunnel Mine #1
Permit: S-5024-88
Fill: #2
WV-219
-------
BLANK PAGE
WV-220
-------
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review
Durable Rock
3200
42.3
Concave
1500
860
9.0
22.0
Perimeter/Cliitnney core
Chimney core
REAME
1.6
1.3
135
36
0
110
30
100
P-0.07
Length (R)
Area (acres)
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (dcg.)
Static
seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Durable Rack
1400
42.3
1500
860
9.0
22.9
Perimeter/Chimney Core
Chimney Core
REAME
1.6
1.3
135
36
0
110
30
100
P-0.07
Durable Rock
1780
10.2
Flat
1060
860
9.0
19.0
Chimney Core
Chimney Core
REAME
1.5
140
38
0
110
"\7
50
Phrealic Surface
Appi. Phase
Certification
Appl.Quarterly
Certification
Foundation Preparation Yes { ] No [ ]
Underdraws Yes [X] Nu [ ]
Surface Drains Yes [X] No [ ]
Grading and Revegetation Yes [X] No [ ]
91/3
9212
96/2
Photograph,
Type
Copies
copies
copies
If a DRF, did the photographs show the rock blanket or cote underdrain by gravity segregation? Yes {X] No f 1
Foundation data: Pits
Dipof strata relative to fill: Away From Fill
\, ti-NOV's written on the fill? Yes [ ] No [X]
Surface drainage control working properly'? Yen(X] No [ ]
Subsurface drainage control working properly? Yes i ] No [ i
If active fi||jWas active spoil disposal determined to be on-going? Yes [ ] No [X]
If spoil disposal site inactive, how long was disposal operation idle (months)?
If adorable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ] No [ 1
Ifno to above, estimate percentage:
Discemable blanket or core drain forming? Yes [ J No [ ]
If the fill is completed, compare the size with the size in the latest pro-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Concave
Is the fill situated in landslide topography? Yes [ ] No I ]
Were there ground cracks observed on the fill face or benches? Yes [ ] No f )
Number of benches on fill: 12
wv-221
-------
Locution
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location or
Depressions
Location of
Erosion Areas
Location of
*
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No [ J
Were there bulges or hummocky terrain? Yes [ ] No [ ]
Were there springs or seeps observed i n disposal areas? Yes [ J No [ J
Were changes in vegetation or spoil color observed on till? Yes [ 1 Nu [ ]
Did a failure occur on the fill? Yes [ 1 No [
fso, enter the sonrce of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench It
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failnte Movement
Cause of Movement Mass 1
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
)al seams; Coaiburg. #5 Block; Fill was proposed with wing dumping; Hlghwall miner used on permit;
ructure is small three lift fill. Large flat top area. Upper fill loes out onto long top area of lower fill. Chimney drain in lower fill. Ponding on bench #! 1 first quarter.
WV-222
-------
West Virginia
Marrowbone Development (Triad)
Dingess Tunnel Mine #1
4
Permit: S-5024-88
Fill: #2
Permit: S-5024-88
WV-223
Fill: #2
-------
Blank Page
WV-224
-------
West Virginia
Mingo-Logan
Low Gap Branch Surface Mine #2
Permit: S-4013-95
Fill: #4
WV-225
-------
BLANK PAGE
WV-226
-------
Company: Mingo-Logan
Permit: S-4013-95
State: WV
county: Mingo
Latitude: 37-35-30
Longitude: 81-56-50
Fill: #4
Mine: Low Gap Branch Surface Mine 42
Was this fill visited at ground level? Yes 1 ] No [X]
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [ ] "No [X]
12/21/99
Date of permit tile review: 11/02/99
Date till conduction started: 04/01/96
Finished: 02/22/99
Number of fill size revisions:
%Sandstone in overburden: jg
Type of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(SpoU)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Original design
Durable Rook
27.9
Concave
1690
1090
9.0
24.0
Perimeter
Gravity Segregated
REAME
1.7
1,3
140
38
0
125
32-
0
Volume (nicy)
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Unit Weight (pcf)
Friction Angle (dcg.)
Cohesion (psf)
Durable Rock
27.9
fiat
1690
1090
9.0
24.0
Perimeter
Gravity Segregated
REAME
1.7
1.3
140
38
0
125
32
0
P-.oj ?-fu
Appl. Phase
Certification
construction
Documentation
and Certifications
Aerial Survey
ft~[1(! vjrFOUIlti
Level Review
Foundation Preparation Yes [1 No [ ]
Underdrams Yes [X] No [ ]
Surface Drains Yes [X] No [ ]
Grading aiidRevegetalion Yes [X] No [ ]
Final Certification Yes [ ] No [ ]
Appl.Quarterly
Certification
01/98
03/99
03/99
Photography
Type
B&W
B&W
B&W
If a DRF, did the photographs showthe rock blanket or core uriderdram by gravity segregation?
Foundation data:
Dip of stratarelative to fill:
If activ
If spoil disposal site
If a durable rock fill is under construction,
Were NOV's %vrirteii on the fill?
Surface, drainage control working properly?
Subsurface drainage control working properly?
e fill, was active spoil disposal determined to be on-going?
inactive, haw long was disposal operation idle (months)?
Approximately 80% durable rock by volume?
If no to above, estimate percentage;
Discernabie blanket or core drain forming?
YesfXj
Away
Yes[ ]
Yes[X]
Yes [X]
Yes[ ]
Yes[ I
Ycs[ 1
Not ]
Nous
From Fill
No[ ]
No[ ]
No[ ]
No[X]
No I 1
No[ J
If the fill is completed, compare the size with the size in the latest pre-coniplction revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography1?
Were there ground cracks observedon the fill face or benches'?
Number of benches on fill:
Yes[ ]
Yes[ ]
Concave
No[XJ
No[ ]
10
WV-227
-------
Location
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Length (ft) Width (ft) Depth (in)
Were there depressions oil the fill benches? Yes [ ] No [ ]
Were there areas of erosion on the iiii benches" Yes [ ] No f ]
Were there bulges or hummocky terrain? Yes [ J No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on till? Yes [xj No [ ]
1 Bench #8, QTR2
2
3
4
5
6
L)id a failure occur on the fill? Yes [ ] No [ J
so, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (fi)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 2
Cause of Movement
Mass 1
Mass 2
Mass 3
(Potential WaterDepth)
(Maximum Gully Depth)
Mass 3
na C seam dips away from fill; Post mining landuse is Golf Course
itinct color change on bench #8 quarter #2, Bench f 7 near cenlerline of bench, Bench #5 in quarter 4, bench #3 in quarter 4 indicating ponding or very wet areas
WV-228
-------
West Virginia
Mingo-Logan
Low Gap Branch Surface Mine #2
;
Permit: S-4013-95
Fill: #4
Permit: S-4013-95
WV-229
Fill: #4
-------
West Virginia
Mingo-Logan
Low Gap Branch Surface Mine #2
•*-.
Permit: S-4013-95
Permit: S-4013-95
WV-230
Fill: #4
Fill: #4
-------
West Virginia
New Land Leasing Co., Inc.
Pax #2
Permit: S-3039-91
Fill: VF#6
WV-231
-------
BLANK PAGE
WV-232
-------
Company: New Land Leasing Co., Inc.
Permit: S-3039-91
State: WV
County: Faycltc
Latitude: 37-56-23
Longitude: XI-17-02
Fill: VF#6
Mine: Pax #2
Was this fill visited at ground level?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yesf ] No[X]
YesfX] No[ 1
12/20/99
Date of permit file review: 09/22/99
Date fill contruclion started: 01/01/93
Finished: 12/31/97
Number of fill size revisions:
%Sandstone in overburden: 49
Type of Fill
Surface
Configuration
Elevations
Slopes
surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Conventional
Volume (racy)
Concave
Crown (A)
Toe (A)
Toe Foundation (%)
Fill Face (deg.)
1.4
Flat
2240
1940
12.0
Perimeter
Constructed Underdram
SB Slope
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
1.9
110
38
0
Unit Weight (pcf)
Friction Angle (deg )
Cohesion (psf)
None
Appl. Phase
certification
Appl. Quarterly
Certification
Photography
Type
Foundation Preparation
Underdraius
Surface Drains
Grading and Revegetation
Final Certification
Yes[ ] No IX]
Yes[ ] Nofxl
Yes[ ] NofX] 93/2
Yes [ ] No [X]
Yes[Y] No[ 1 97/4
None
None
If a DRF, did the photographs showthe rock blanket or core underdrain by gravity segregation?
Dip of strata relative to fill:
Were NOV's written on the fill?
Surface drainage control working property?
Subsurface drainage control working properly?
if active fill, was active spoil disposal determined to bo on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
la durable rock fill is under construction,
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Disceniable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the Ell situated in landslide topography?
Were there ground cracks observed on the fillface or benches?
Number of benches on fill:
Ycs[ ]
Yesf J
Yes[ ]
Yes[ ]
Yes[ ]
Yes[ ]
Yes I ]
Ycs[ ]
Yes[ ]
No[X]
PJtn
No[X]
No[ ]
No[ ]
No[ ]
No[ 1
No[ 1
No[ J
No[ ]
WV-233
-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Crack*
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-3039-91
VF*6
Were there depressions on the fill benches? Yes f ] No [
(Potential Water Depth)
Were there areas of erosion on Ibe 611 benches? Yes [ ] No [ J
(Maximum Gully Depth)
Were there bulges or hummock} terrain? Yes [ I Nn I
Were there springs or seeps observed in disposal areas? Yes [ ] No f ]
Were changes jn vegetation or spoil color observed on fill? Yes [ J No [ ]
Did a failure occur on the nil? Yes [ ] No|x]
Fso, enter the source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
aiise of Movement
Bench f
Length (ft)
Width (ft)
Scarp Height (ft)
DeptlitoSiiprliiiK (ft)
TransportDistance (A)
Rate of Movement
Extent of Failure Movement
Mass I
Mass 2
Mass 3
>nventional fill with first 50 feet being placed in 4-foot lifts, then 10-foot lifts after that
11 toes out on Glen Alum bench where coal removal took place
le material obtained from the foundation investigation was tested to determine trie slope stability parameters
Mass 3
WV-234
-------
West Virginia
New Land Leasing Co., Inc.
Pax #2
Permit: S-3039-91
Fill: VF #6
Permit: S-3039-91 Fill: VF #6
WV-235
-------
Blank Page
WV-236
-------
West Virginia
Peerless Eagle Coal Co.
Lilly Fork Surface Mine
Permit: S-3021-93
Fill: VF#7
WV-237
-------
BLANKPAGE
wv-238
-------
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Control
Subsurface
Drainage
Control
Stability
Analysis
Sof twa re Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Foundation Preparation
Undcrdrains
Surface Drains
Grading and Revegetation
Final Certification
Durable Rock
Length (H) 2500
Area (acres)
Volume (mcy) 3 2
Flat Flat
Crown (ft) 1815
Toe (A) 1510
Toe Foundation (%)
Fill Face (deg.) 24.0
Perimeter
Constructed Underdrain
Stab!
Static 1.6
Seismic
Unit Weight (pel) 12,0
Friction Angle 38
Cohesion (psf) Q
Unit Weight (pet) 115
Friction Angle (deg.) 30
OlufiSJrin (psf) 0
Phreatic Surface
Appl. Phase Appl. Quarterly
Certification Certification
Yes [X] No [ J 9714
Yes[ ] No [XI
Yes[ ] No[X]
Yes[X] No I ] 99/2
Yes[ ] No[ 1
Durable Rock
2000
1.9
Flat
1825
1600
70
16.0
Perimeter
Constructed Underdrain
Stabi
1.6
130
38
0
115
30
0
Phreatic Surface
Photography
Type
Copies
Copies
If a DRF, did the photographs show the rock blanket or core Underdrain by gravity segregation?
Foundation data:
Dip of strata relative to fill:
Were NOVs written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined lobe on-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fill is under construction,
Approximately 80% durable rock by volume?
Tfno to above, estimate percentage:
Discernable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-complction revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill lace or benches?
Number of benches on fill:
Yes[ ] No[X]
Pits, Holes
YS3[ ] No[Xj
YesfX] No[ ]
Yes[ j No[ ]
Yes[ } No[ ]
Yes[ 1 No[ 1
Yes [ ] No [ ]
Flat
Yes[ ] No[ ]
Yes[ ] No[ ]
10
WV-239
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks *
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
Were there depressions on the fill benches? Yes [x] No [ ]
I B2, Q3
2
3
4
5
Were there areas of erosion on the fill beaches? Yes [ ] No [ ]
Were there bulges or humraocky terrain? Yes[ ] No [ ]
Were there springs or seeps observed in disposal areas'5 Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill1 Yes [ ] No [ ]
Did a failure occur on the fill? Yes [ ] No [x ]
If so, enterthe source of information on the failure:
Stage of construction during failure:
Mass 1
Mass 2
Cause of Movement
Bench M
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Massl
Mass 2
Mass 3
(PotentialWatcr Depth)
(Maximum Gully Depth)
Mass 3
#l extended the disposal limits of VF #7 approximately 500 feet downstream resulting m 1.3 mc> of addtoonal storage capacity (approved 10/7/97)
WV-240
-------
West Virginia
Peerless Eagle Coal Co.
Lilly Fork Surface Mine
Permit: S-3021-93
Fill: VF #7
Permit: S-3021-93 Fill: VF #7
WV-241
-------
West Virginia
Peerless Eagle Coal Co.
Lilly Fork Surface Mine
Permit: S-3021-93
Fill: VF #7
V.
Permit: S-3021-93 Fill: VF #7
WV-242
-------
West Virginia
Pen Coal Corp.
Devilstrace Surface Mine
Permit: 0-5015-89
Fill: #2 (No Photo)
WV-243
-------
BLANK PAGE
WV-244
-------
Company: Pen Coal Corp.
Permit: 0-5015-89
state: WV
county: Wayne
Latitude: 38-01-28
Longitude: 82-17-04
Fill: #2
Mine: Dcvilstrace Surface Mine
Was this fill visited at ground level?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [ ] No IX]
Yes[X] No[ ]
72721/99
Date of permit file review:
Date fill contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
09/08/99
04101190
I I
54
Typo of Pill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Faetfl r
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Keview
As constructed
Revision
Durable Rock
Volume (nicy)
0.6
Flat I
Crown (ft)
'1'oc (A)
Toe Foundation (%)
Fill Face (deg.)
920
750
8.0
21.0
Center Drain
Constructed Underdrain
REAME
static
Seismic
Unit Weight (pcfj
Friction Angle
Cohesion (psQ
1.5
140
38
200
Unit Weight (pcf)
Friction Ajigle (deg.)
Cohesion(psf)
P-0.10
App), Phase
certification
Appl,Quarterly
Certification:
Photography
Type
Foundation Preparation Yes [ ] No [X]
Underdrains Yes [Xj No! 1 90/2
Surface Drains Yes [ 1 No{X] 9212
Grading and Revegetation Yes [ ] No [X]
Final Certification Yes [I No 1 ]
if o DRF, did the photographs show the rock blanket Of core underdrmn by gravity segregation? Yes [ 1
Foundation data:
Dip of strata relative to till:
Were NOV's written on the fill? Yes[ J
Surface drainage control working properly? Yes [ 1
Subsurface drainage control working properly? Yes [ }
If activefill, was active spoil disposal determined to be on-going? Yes [ 1
If spoil disposal site inactive, how long was disposal operation idle (months)?
If a durable rock fillis under construction.
Approximately 80% durablerock by volume? Yes [ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming? Yes [ ]
If the fillis completed, compare the size- with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the filbituated in landslide topography? Ye-s [ }
Were there ground cracks observed on the Ell face or benches? Yes [ ]
Number of benches on fill:
Copies
None
No[ ]
Non?
No [X]
No I 1
N°[ ]
No[ 1
No[ I
No[ ]
No[ 1
No{ !
WV-245
-------
Location
Length
-------
West Virginia
Princess Beverly
Carbon Fuel Tract
Permit: 27-81
Fill: #2
WV-247
-------
BLANK PAGE
WV-248
-------
Company
Permit:
State:
County:
Latitude:
^ongitude:
Princess Beverly
27-81
WV
Kanawha
37-58-04
81-25-19
Fill: #2
Mine: Carbon Fuel Tract
Was this fill visited at ground level?
Date of visit:
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[X] No[ ]
01/03/00
Yes [ ] No [X]
12120199
Date of permit flic review:
Date fill contraction started:
Finished;
Number of fill size revisions:
%Sandstone in overburden:
09/08/99
08/03/93
i i
2
51
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrcatic Surface
Construction
Documentation
and Certifications
Length (ft)
Area (acres)
Volume (mcy)
Durable Rock
1800
40.5
7.6
Chimney
4300
40.0
Concave
Crown (ft)
Toe (ft)
Toe foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
2360
1640
8.0
22.0
Perimeter
Gravity Segregated
REAME
1.9
1.8
107
38
0
2335
1 550
8.0
39.0
Center Drain
Chimney Care
SB Slope
1.9
120
40
0
Aeruil Survey
and Ground
Level Review
Unit Weight (pcf)
Friction Aj^gJe (deg.)
Cohesion (psf)
None
Phrcatic Surface
Appl. Phase
certification
A ppl. Qu a rte rly
certification
Photography
Type
Foundation Preparation Yes [X] No [ ]
Underdrains Yes [X] No [ )
Surface. Drains Yen [ ] No [ ]
Grading and Revegefaticm Yes [ ] No [ ]
Final Certification Yes [ ] No [ ]
94/3
9413
Color
Color
If a DRF, did the photographs show tlic rock blanket or core underdrain by gravity segregation? Yes [X] Nu [ ]
"Foundation data: Pits
Dip of strata relative to fill: Toward Fill
Were NOV's written on the il!!? Yes [X] No [ ]
Yes[ ] No{ ]
YesfX] No[ I
Yes{ ] No[X]
IS
Surface drainage control working properly?
guos;;ss;«e drainage control working properly?
If active fill, was active gxdl disposal determined to be on-going?
If spoil disposal rife inactive, how long was disposal operation idle (months)?
f a durable rockfill is under construction,
Approximately 80% durable rock by volume? Yes [X] No [ ]
If no to above, estimate percentage:
Discernable blanket or core drain forming?
Tfttie fill is completed, compare the size with the size in the latest pro-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes IX] No [ ]
Smaller
Don't Know
Yes [ 1 No [X]
Yes [ ] NO [x]
WV-249
-------
Location
Length (fl)
Width (ft)
Depth (in)
Location of
r~ i "•
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
27-81
# 2
Were there depressions on the fill benches? Yes [ ] No[x]
(Potential Water Depth)
Were there areas of erosion on tile fill benches? Yes [X] No [ ]
(Maximum Gully Depth)
Were there bulges or hummock? terrain? Yes [ ] No[x]
Were there springs or seeps observed in disposal areas? Yes [ ] No [x ]
Did a failure occur on the fill? Yes [xj No [ ]
If so, enter the source of in formation on the failure: DEP Inspector, Company Representative
Stage of construction during failure: During Construction
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 1
Mass 2
Mass 3
oal seams, 1*5 Block, Clarion, Tkmesta. Belmont, Coalburg, Donithy.Chilton, Willimanson, Cedar Grove, Four modifications to fill were approved, Two changes size and two chano
mstruciron method; Material placement is complete but no reclamation /breakdown underway; Stale NOV issued for off site sedimentation caused by storm event eroding fil!. The
iderdrain was reported by state inspector in ke functioning properly; Pending revision lo the mine plan will allow permanent pond on bench above Die fill which could saturate the fii
3nd not properly constructed to prevent leakage.
WV-250
-------
West Virginia
Princess Beverly
Carbon Fuel Tract
L
Permit: S-27-81
Fill: #2
J
Permit: S-27-81
WV-251
Fill: #2
-------
West Virginia
Princess Beverly
Carbon Fuel Tract
Permit: S-27-81
Fill: #2
Permit: S-27-81
WV-252
Fill: #2
-------
West Virginia
Rawl Coal Sales & Processing Co.
Sprouse Creek Surface Mine
Permit: S-5033-88
Fill: Calf s Branch #4
WV-253
-------
BLANK PAGE
WV-254
-------
Company
Permit:
State:
County:
Latitude:
Longitude:
Ra\vl Coal Sales & Processing
S-5033-88
WV
Mingo
37-40-07
82-11-14
Co. Fill: Calfs Branch P4
Mine: Sprouse Creek Surface Mine
Was this fill visited at ground level?
Date of visit:
Had the till been reclaimed at the
time of the air survey?
Date of survey:
Yes [x] No [ ]
02/08/00
Yes [X] No [ 1
12120199
Date of permit tile review:
Dale fill contraction started:
Finished:
Number of fill size revisions:
%Sandstone in overburden:
09/08/99
10/01/89
/ /
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainaee
Control
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Fhreafic Surface
Length (ft)
Area (acres)
Volume (nicy)
Flat
Crown (n)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Anglo
Cohesion (psf)
Durable Rock
1920
15.0
1.1
Flat
1770
1000
19.0
22.0
Center Drain
Gravity Segregated
SWASE Stabil
1.5
110
21
0
Durable Rock
1570
12.2
l.l
Flat
1600
1000
190
38,0
center Drain
Gravity Segregated
REAME
1.5
125
35
100
Unit Weight (pcf)
Friction Angle (deg,)
Cohesion (psl)
None
P-0.05
Construction
Documentation
and Certification.
Aerial Survey
and Ground
Level Review
FoundationPreparation Yes [X] Nn [ ]
Underdrains Yes fX] No [ ]
Surface Drains Yes [ ] No [ ]
Grading and Rovcgetation Yes { } No [ ]
Final Certification Yes T ] No [ ]
90/2
90/2
Copies
Copies
If a DRF. did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [X] No [ J
None
Right Flank High Toward Fill
Were NOVs written on the fill? Yes [X] No [ ]
Dip of strata relative to fill:
Surface drainage control working properly? Yea [X] No [ ]
Subsurface drainage control working properly? Yes [X] No [ ]
If active fill, war active spoil disposal determined to be on-going? Yes [ ] No [Xj
If spoil disposal sile inactive, how long was disposal operation idle (months)?
If a durable rocktlllis under construction,
Approximately 80% durable rock by volume? Yes [ ! No ! !
If no to above, estimate percentage:
Discemable- blanket or core drain forming^ Yes [
No[ 1
Same
If the fill is completed, compare the- size with the size in the latest pre-completion revision?
If the fill is significantlysmaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Concave
Is the fillsituated in landslide topography? Yes [X] No [ ]
Were there ground cracks observed on the fill face or benches? Yes [ ] No [X]
Number of benches on fill 10
WV-255
-------
Location
Locationa! seams Coalburg, Upper Clarion, Lower Clarion, Upper Stockton, Lower Stockton; Pill has a longnfiitow configuration, Fill tapped out at the Winifrede seam The Winifrede
sm was augered in the past,Company reported some water from this se&m early in construction but controlled water with drains Fill was redesigned after slide rncveinj* material
iwnslope and construction of rock buttress Horizontal drains placedat#4todewaterfill material Drains 21 #4 bench were discharging at I-? gpm during inspection
^gelation on dope above bench #4 much greener (wetter?) Thau other benches Evidence of slip plane forming. aboveseepin$4 bench w;ar water dram
WV-256
-------
West Virginia
Rawl Coal Sales & Processing Co.
Sprouse Creek Surface Mine
Permit: S-5033-88
Fill: Calf s Branch #4
Permit: S-5033-88 Fill: Calf s Branch #4
WV-257
-------
West Virginia
Rawl Coal Sales & Processing Co.
Sprouse Creek Surface Mine
Permit: S-5033-88
Fill: Calf s Branch #4
Permit: S-5033-88 Fill: Calf s Branch #4
WV-258
-------
West Virginia
Rawl Coal Sales & Processing Co,
Sprouse Creek Surface Mine
ff ^
*~~
Permit: S-5033-88
Fill: Calf s Branch #4
Permit: S-5033-88 Fill: Calf s Branch #4
WV-259
-------
West Virginia
Rawl Coal Sales & Processing Co.
Sprouse Creek Surface Mine
Permit: S-5033-88
Fill: Calf s Branch #4
Permit: S-5033-88 Fill: Calf s Branch #4
WV-260
-------
West Virginia
Rawl Coal Sales & Processing Co.
Mary Taylor Mtn. Project
Permit: S-5011-87
Fill: C
WV-261
-------
BLANK PAGE
WV-262
-------
Type of Fill
She of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreafic Surface
construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
1800
25.0
Flat
1800
1040
20.0
23.0
center Drain
Chimney Core
REAME
1.6
125
35
J45
Length (ft)
Area (acres)
Volume (nicy)
crown (A)
Toe (ft)
Toe foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Durable Rock
1800
25.9
Flat
1770
1020
14.0
27.0
Center Drain
Chimney Core
RFAME
125
35
0
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
P-O.Oj
Appl. Phase
Certification
Appl. Quarterly
certification
Photography
Type
If a DRF. did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ] No [ ]
Dip of strata relative to fill:
Were NOV's written on the fill? Yes [X] No [ ]
Surface drainage control working properly? Yes [X] No [ ]
Subsurface drainage control working properly? Yes [Xj No [ j
If active fill, was active spoil disposal determined to be on-going? Yes [ J No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock till is under construction,
Approximately 80% durable rock by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Discemable blanket or core drain forming? Yes [ ] No [ ]
If the fill is completed, compare the size with the si/e in the latest prc-completion revision!
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Flat
Is the fill situated in landslide topography? Yes [ ] No [X]
Were there ground cracks observed on the fill face or benches'? Yes [ ] No fX]
Number of benches on fill: 14
Foundation Preparation
Undcrdrains
Surface Drains
Grading and Revegetation
Final Certification
Vest J
Yes [X]
Yes [X]
Yes IX]
Yes [X]
NofX]
No[ ]
No[ ]
No [ 1 93/4
Nu [ ] 92/2
Copies
Copies
Copies
None
WV-263
-------
1 ocation ol
Crack-
Location of
Depression!
Location o f
Erosion Area!
Location Of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comment.
S-5011-87
C
Location
Length (ft)
Width (ft)
Depth (in)
Were there depressions on the fill benches? Yes [ J No [ ]
(Potential Water Depth)
Were there areas of erosion on the till benches? Yes [ ] No [ ]
(Maximum Gully Depth)
Were there bulges or liummocky terrain? Yes [ ] No I J
Were there springs or seeps observed in disposal areas? Yes [ I Nofx]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [X]
Did a failure occur on the fill? Yes [
If so, enter the source of information on the failure:
Stage of construction during failure:
Bench »
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
P.ate of Movement
Extent of Failure Movement
Nofx]
Mass I
MRSS 2
Mass 3
Cause of Movement
Massl
Mass 2
Mass 3
'uile a few trees on the fill Kudzu growing from toe up to first lift.
'verall average slope measured 40% for entire fill
ccording to the operator, during construction of the fill, drainage control for the access road to the fill was not being maintained. Runoff from an intense storm "flushed" fines from th
II into the properly owner's barn downstream.
WV-264
-------
West Virginia
Rawl Coal Sales & Processing Co,
Mary Taylor Mtn. Project
Permit: S-5011-87
Fill: C
Permit: S-5011-87
WV-265
Fill: C
-------
West Virginia
Rawl Coal Sales & Processing Co,
Mary Taylor Mtn. Project
Permit: S-5011-87
Fill: C
Permit: S-5011-87
WV-266
Fill: C
-------
West Virginia
Red River Coal
RRC-Surface Mine No. 2
Permit: S-5089-87
Fill: #5
WV-267
-------
BLANK PAGE
WV-268
-------
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-------
Location
Length (ft)
Width (ft)
Depth (in)
Location of
Cracks'
Location of
Depressions
Location of
Erosion Areas
Location "f
Ground Bulges
Location Cf
Springs/Seeps
Location of
Changes'
Movement
Characteristics
Comments
S-5089-87
*5
Were there depressions on the fill beaches? Yes [ ] No [ ]
(Potential Wafer Depth)
Were there areas of erosion on the fill benches'! Yes f ] No [ ]
(Maximum Gully Depth)
Were there bulges or hnmmocky terrain? Yes [ j No [ ]
Were there springs Of seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes[x] No [ ]
I BIO
Did a failure occur on the fill? Yes [ 1 No [ 1
f so, enter the source of information on the failure;
Stage of construction during failure:
Mass 1
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
Mass 2
Mass 3
ie fmt quarterly certification of 1991 indicates that 80 % of ihe spoil is already in place. Judging by the black-and-white copies of the photos, the spoil appeared to he less than 80 °/
irable. There may have been a reduction in volume from the original design in correlation with the as-built concavity of the face, although comparable volume data was not found
iring the permit review. Appearance of minor moisture concentrations along the entire length of the 10th bench.
WV-270
-------
West Virginia
Red River Coal
RRC-Surface Mine No. 2
Permit: S-5089-87
Fill: #5
Permit: S-5089-87
WV-271
Fill: #5
-------
Blank Page
WV-272
-------
West Virginia
Suzanne Fuels, Inc.
Laurel Creek #1 Mine
Permit: S-3011-90
Fill: #1 (No Photo)
WV-273
-------
BLANK PAGE
WV-274
-------
Company: Suzanne Fuels, Inc.
Permit: S-3011-90
State: WV
County: Nicholas
Latitude: 38-23-19
Longitude: 81-10-00
Fill: #1
Mine: Laurel Creek #1 Mine
Was this fill visited at ground level? Yes [ 1 No[ ]
Had the fill been reclaimed at the
time of the air survey'?
Date of survey:
Yes[ ] No[
Date of permit file review: 11/18/99
Date fill contruclion started: / /
Finished: / /
Number of fill size revisions:
%Sandstonc i n overburden;
Type of Fill
Sire of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(SpoU)
Engineering
Properties
(Foundation)
Phreatic Surface
As constructed
Revision
Orioinal desig
Durable Rock
Length (ft)
Area (acres)
Volume (mcy)
1450
16.0
1.6
Crown (ft)
Toe (ft)
"foe Foundation (%)
l-'ill Face (deg.)
1585
1135
10,0
23,0
center Drain
Chimney Core
REAME
Static
Seismic
Unit Weight (pel)
Friction Angle
Cohesion (psf)
Unit Weightier)
Friction Angle (deg.)
Cohesion (psf)
1.6
140
36
0
120
30
250
None
Appl. Phase
Certification
Construction
Documentation
and Certifications
Aerial Survej'
and Ground
Level Review
Foundation Preparation Yes f ] No [ ]
Underdrains Yes [ ] Wo [ ]
Surface Drains Yes [ ] No [ 1
Grading and Revegefafion Yes [ ] No [ ]
Final Certification Yes [ ] No! j
AppI.Qua rterly
Certification
If a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation?
Foundation data:
Photography
Type
Yes[ ] No[ ]
Dip of strata relative to fill:
Were NOV's written on the f
Surface drainage control working properly?
Subsurface drainage control working properly?
If active fill, was active spoil disposal determined to be on-going?
Yes [ ] No [ J
Yes[ ] No[ ]
Yes [ ] No [ ]
Yes[ ] No[ ]
If spoil disposal site inactive, how long was disposal operation idle frrmths)?
I a durable rock fill is under construction,
Approximately 80% durable rockby volume?
If no to above, estimate percentage:
Discemable blanket or core drain forming?
Yes [ 1 No [ 1
Yes [ ] No [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the till is skpLficaitl^smaller, what is the reason according to Che documentation or inspector?
Fill surface configuration:
Is the fill situated in landslide topography?
Were there ground cracks observed on the till face or benches?
Number of benches on till
Yes [ ] Wo [ ]
Yes [ ] No [ ]
WV-275
-------
Location
Length (ft) Width (ft)
Depth (in)
Location of
Cracks
Location of
Depressions
Location o f
*
Erosion Areas
Location of
Ground Bulges*
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-3011-90
*1
Were there depressions on the fill benches? Yes [ ] No [
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No { ]
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] Wo [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] Nu [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [
Did a failure occur on the fill? Yes [ ] No[X]
If so. enter the source of information ou the failure:
Stage of construction during failure:
Mass 1
Mass 2
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause of Movement Mass I
Mass 2
Mass 3
This particular fill was never constructed (reason unknown).
There was a side-hill road fill on this site that had several violations and was required to be certified
No geologic information was collected.
No tatitu4e/Umgitu4e was collected.
WV-276
Mass 3
-------
West Virginia
Terry Eagle Coal Co.
Little Elk Mine #1
Permit: S-3034-88
Fill: Fill#l
WV-277
-------
BLANK PAGE
WV-278
-------
Company: Terry Eagle Coal Co. Fill: Fill#l Date of permit file review: 09123199
Permit: S-3034-88 Mine: Little Elk Mine #1 Dale fill contraction started: 11101189
State: WV Was this fiilvisited at ground level? Yes [ 1 No [x] Finished: 091301 92
Count).: Nicholas Number of fill size revisions: 1
Latitude: 38-15-30 Had the fill been reclaimed at the %Sandstone in overburden: 57
Longitude: XI-05-03 time of the air survey? Yes [X] No [ ]
Date of survey: 12120199
'Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safely Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phrearic Surface
Construction
Documentation
and Certifications
Aerial survey
and Ground
Level Review
As constructed Revision Original design
Durable Rock Durable Rock Durable Rock
2600 Length (I?) 2600 2600
44.0 Area (acres) 44.0 50.0
Volume (nicy) 6 2
Concave Concave Flat
1880 Crown (fl) 1880 1950
1450 Toe (ft) 1450 1500
10.0 Toe Foundation (%) 10.0 10.0
17.0 Fill Fare ((leg.) 17.0 22.0
Perimeter Center Drain Perimeter CenterDrain Perimeter Center Drain
Gravity Segregatcd/Underdrain Gravity Segrcgated/Underdrain Gravity Segregated/Underdrain
REAME REAME REAME
1.8 Static 1.8 1.9
1.6 Seismic 1.6 1.5
130 Unit Weight (pcf) 130 130
36 Friction Angle 36 36
100 Cohesion (psf) 100 100
Unit Weight (pcf)
Friction Angle (deg.)
Cohesion (psf)
Phrcatic Surface Phreatic Surface Phreatic Surface
Appl. Phase Appl.Quarterly Photography
Certification Certification Type
Foundation Preparation Yes [Xl No [ ] 9012 Copies
Underdrains Yes [X] No { ] 90/2 Copies
Surface Drains Yes [X) No [ ] 91/2 Copier
Grading and Revcgetation Yes [X] No [ ] 92/2 Copies
Final Certification Yes [x] No [ ] 92/3
IfaDRl". did the photographs show the rock blanket or core underdram by gravity segregation? Yes [X] Na [ ]
foundation data: Test
Dip of strata relative to fill: Left Elan]; High Away From Fill
Were NOV's written on the fill? Ye? [X] No [ ]
Surface drainage control working properly? Yes [Xj No [ ]
Subsurface drainage control working properly? Yes [X] No [ j
Tfactive till, -was active spoil disposal determined to be on-going? Yes [ ] No [X]
If spoil disposal site inactive, how long was disposal operation idle (months)?
f a durable rock fill is under construction,
Approximately 80% durable rock by volume? Yes [ ] No [ ]
Ifioto above, estimate percentage:
Diseernable blanket or core drain forming? Yes [ ] No[ ]
If the fill I s completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surf ace configuration: Concave
Is the fill situated in landslide topography? Yes [ ] No [ ]
Were there ground cracks observedon the fill face or benches? Yes [ ] No [ ]
Number of benches on fill: 8
WV-279
-------
Location
Length (ft) Width (ft) Depth (in)
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
S-3034-88
Fill 01
Were there depressions on the fill benches'! Yes [ J No [ ]
(Potential Water Depth)
Werethere areasof erosion on the fill benches? Yes [ ] No [ j
Were there bulges or hummocky terrain? Yes [1 No [ ]
Were there springs or seeps observed in disposal areas? Yes [ ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No f ]
Did a failure occur on trie filly Yen [1 No [ ]
f so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Beuch #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Exteut of Failure Movement
Mass 2
Cause of Movement
Mass 1
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
oal Scams were Stockton, Coalburg; Surface dvaiittLge was usitSeai. Drainage could be directed into perimeter OF center
-------
West Virginia
Terry Eagle Coal Co,
Little Elk Mine #1
Permit: S-3034-88
WV-281
Fill: Fill #1
-------
West Virginia
Terry Eagle Coal Co.
Little Elk Mine #1
Permit: S-3034-*
Fill: Fill #1
Permit: S-3034-88 Fill: Fill #1
WV-282
-------
West Virginia
Westmoreland Coal Co.
Hampton #47
Permit: S-5050-89
Fill: K
WV-283
-------
BLANK PAGE
WV-284
-------
Company
Permit:
State:
County:
Latitude:
Longitude:
: Westmoreland Coal Co. Fill: K
S-5050-S9
WV
Boone
37-53-43
81-46-38
Mine: Hampton #47
Was this fill visited at ground level1?
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes[ J No[x]
Ycs[X] No[ 1
12121/99
Date of permit tile review: 09/09/99
Date fill contraction started: 07/01/89
Finished: 11/15/93
Number of fill size revisions: 2
%Sandstone in overburden: 65
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Length (ft)
Area (acres)
Volume (mcy)
Crown (a)
Toe (Q)
Toe Foundation (%)
Fill Face (deg.)
Static
Seismic
Unit Weight (pcf)
Friction Angle
Cohesion (psf)
Durable Rack
1240
8.0
0.3
Flat
1700
1230
20.0
21.0
Perimeter, Center Drain
Constructed Underdram
STABL
1.8
113
38
0
Conventional
1160
20.0
Convex
1640
1190
8.0
21.0
Center Drain
Chimney Core
SB Slope
2 2
135
38
700
Unit Weight (pcf)
Friclion Angle (deg.)
Cohesion (psf)
Phreatic Surface
Phreatic Surface
Certification
Certification
Type
Foundation Preparation Yes [ ] No [XI
Underdrains Yes [ ] No [X]
Surface Drains Yes [X] No [ ]
Grading and Revegctation Yen [ ] No [X]
Final Certification Yes [X] No [ ]
90/3
90/2
9113
None
Copies
Copies
TF a DRF, did the photographs show the rock blanket or core underdrain by gravity segregation? Yes [ ] No [X]
Foundation data: Ncse
Dip of strata relative to fill
Were NOV's written on the fill? Yes [X] No [ ]
Surface drainage control working properly? Yes [ ] No [ ]
Subsurface drainage control working properly? Yes [ ] No [ ]
If active fill,was active spoil disposal determined to be on-going? Yes [ ] No [ ]
If spoil disposal site inactive, how long was disposal operation idle (months)?
fa durable rock (31 is under construction,
Approximately 80% durable rock by volume? Yes [ ] No [ ]
If no to above, estimate percentage:
Disceraable blanket or core drain forming? Yes [ ] No [ ]
If the fill is completed, compare the size with the size in the latest pre-completion revision?
If the fill is significantly Smaller, what is the reason according to the documentation or inspector?
Fill surface configuration: Flat
Is the till situated in landslide topography? Yes [ J No [ ]
Were there ground cracks observed on the till face or benches? Yes [ J No [ ]
Number ofbenches on fill: 10
WV-285
-------
Location of
Cracks
Location of
Depressions
Location of
Erosion Areas
Location of
Ground Bulges
Location of
Springs/Seeps
Location of
Changes
Movement
Characteristics
Comments
S-50 50-89
K
Location
Length (ft)
Width (ft)
Depth (in)
Were there depressions oil the fill benches? Yes [ ] No [ ]
(Potential Water Depth)
Were there areas of erosion on the fill benches? Yes [ ] No |
(Maximum Gully Depth)
Were there bulges or hummocky terrain? Yes [ ] No f ]
Were there springs or seeps observed Jn disposal areas? Yes f ] No [ ]
Were changes in vegetation or spoil color observed on fill? Yes [ ] No [ ]
jjid a failure occur on the fill?
f so, enter the source of information on the failure:
Stage of construction during failure:
Yes[ ] No(X]
Mass 1
Mass 2
Mass 3
Cause of Movement
Bench £
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane (ft)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Mass 1
Mass 2
Mass 3
edification #3 significantly reduced the size of Fill "K",
:R #2 increased (he size of Fill "K" slightly from the size approved in Modification #3-
ily the left side of tlie fill (looking upstream) was constructed from the original design. The toe and crest of fill were boiri moved upstream.
iveral Inspection reports from March 1995 - March 199& tkscuinerit the existence of smaU tension cracks, erosion, seepage, and sk>ughing/snppiT]g located tiein the left abutment
larinel (northern edge ditch) between the first and second benches.
WV-286
-------
West Virginia
Westmoreland Coal Co.
Hampton #47
Permit: S-5050-89
Fill: K
Permit: S-5050-89
WV-287
Fill: K
-------
Blank Page
WV-288
-------
West Virginia
White Flame (Mingo Logan Coal)
Surface Mine #5
Permit: S-5066-92
Fill: Fill A
WV-289
-------
BLANKPAGE
WV-290
-------
Company: White Flame (Mingo Logan Coal)
Permit: S-5066-92
State: WV
County: Mingo
Latitude; 37-42-22
Longitude: 82-00-57
Kill: Fill A
Mine: Surface Mine #5
Was this fill visited at ground level? Yes [ } No [X]
Had the fill been reclaimed at the
time of the air survey?
Date of survey:
Yes [ ] No fX]
/ /
Date of permit file review: 11/03/99
Date fill contraction started: 04/11/98
Finished: / /
Number of fill size revisions:
%Sandstone in overburden: 57
As constructed
Revision
Original design
Type of Fill
Size of Fill
Surface
Configuration
Elevations
Slopes
Surface Drainage
Control
Subsurface
Drainage
Control
Stability
Analysis
Software Used
Safety Factor
Engineering
Properties
(Spoil)
Engineering
Properties
(Foundation)
Phreatic Surface
Construction
Documentation
and Certifications
Aerial Survey
and Ground
Level Review
Durable Rock
Length (A)
Area (acres)
Volume (mcy)
1720
18.0
9.4
flat
Crown (ft)
Toe (ft)
Toe Foundation (%)
Fill Face (deg.)
2030
1450
13.0
23.0
Perimeter
Constructed Underdrain
TtEAME
Static
Seismic
Unit Weight (pef)
Friction Angle
Cohesion (psf)
Unit Weight (pet)
Friction Angle (deg.)
Cohesion (psf)
1.5
1.2
125
35
100
125
28
100
P-0.1
Appl. Phase
Certification
Appl,Quarterly
Certification
Photography
Type
Foundation Preparation Yes [X] No [ 1 02/99
Underdraws Yes [X] No [ ] 03/98
Surface Drains Yes[ ] No [ ]
Grading and Revegetation Yes [ ] No [ ]
Final Certification Yes [ ] Nc [ ]
B&W
B&W
IraDRF. did the photographs show the rock blanket or core underdraifl by gravity segregation?
Foundation data.
Dip of strata relative to f i 1 1 :
Were NOV's written on the fill?
Surface drainage control working properly?
Subsurface drainage control working properly?
If active All, was active spoil disposal determined to be oil-going?
If spoil disposal site inactive, how long was disposal operation idle (months)?
[fa durable rock fill is under construction.
Approximately 80% durable rock by volume?
If no to above, estimate percentage:
Discemable blanket or core drain forming?
If the fill is completed, compare the size with the size in the latest pre-completiott revision?
If the fill is significantly smaller, what is the reason according to the documentation or inspector?
Fill surface configuration:
Ts the fill situated in landslide topography?
Were there ground cracks observed on the fill face or benches?
Number of benches on fill:
Yes[X] Nof 1
Pits
Away From Fill
Yss[ } No[ ]
Yes[ ] No[ ]
Yesi 1 No[ i
Yes [X] No I ]
Yes[ ] No[ ]
Yes[X] No[ 1
Yes[ ] No[ ]
Yes [ 1 No [ ]
WV-291
-------
Lo cati on
Lenzth (ft) Width (ft)
Death (in)
Location o f
Cracks
Location of
Denressions'
Location o f
Erosion Areas
Location of
Ground Bulges
Location "f
Springs/Seeps
Location o i
Changes
Movement
Characteristics
Comments
S-5D66-92
Fill A
Were there depressions on the fill benches? Yes [ ] No [
(Potential Wafer Depth)
Were there areas of erosion on the till benches? Yes[ ] No [ ]
Were there bulges or hummocky terrain? Yes [ ] No I }
Were there springs or seeps observed in disposal areas? Yes f ] No [ ]
Were changes in vegetation or spoil color observed on till? Yen [ ] No [ ]
i
Did a failure occur on the till? Yes [ ] No [ ]
so, enter the source of information on the failure:
Stage of construction during failure:
Mass I
Mass 2
Bench #
Length (ft)
Width (ft)
Scarp Height (ft)
Depth to Slip Plane fit)
Transport Distance (ft)
Rate of Movement
Extent of Failure Movement
Cause ofMovement Mass 1
Mass 2
Mass 3
(Maximum Gully Depth)
Mass 3
5 mine at North edge of fill. Lower 4 feet of fill to be constructed as typical valley fill Certification dated 07/28/99 shows "Wins" dumping into valley
pears that shaky material is being deposited on left side of fill Rock core underdram was constructed prior to placing of fill mto structure
WV-292
-------
West Virginia
White Flame (Mingo Logan Coal)
Surface Mine #5
Permit: S-5066-92
Fill: Fill A
i
Permit: S-5066-92
WV-293
Fill: Fill A
-------
Blank Page
WV-294
-------
APPENDIX C
SENSITIVITY-ANALYSIS BOX AND WHISKER PLOTS
-------
BLANK PAGE
-------
APPENDIX C
Explanation of Sensitivity Analysis and Box-and-Whisker Diagrams
The assessment of SF sensitivity to the engineering properties used in a valley fill stability
analysis was performed using three values for each property and five scenarios defined by the
toe foundation slope and the preset location of the minimum SF circle.
The minimum FS for each scenario was determined by the Simplified Bishop analysis method
using SB-Slope software. This software has a number of procedures available to find the SF for
a slope under investigation. For this study, OSM used the Grid Search procedure (an example
grid is shown in Figure 17 in the main body of this report). This search method allows the user
to limit the segment of the slope to be examined and the range of radii to be applied. The slope
segment is limited in both the x (horizontal) and y (vertical) directions. Additional constraints
that are available set the x-increment and y-increment of the circle centers, and the incremental
change in radii. This study applied a constant incremental change in the x-direction, y-direction,
and radii. Because SB-Slope does not have an algorithm to incrementally search around the
minimum SF determined by the initial search grid, this study did not find the absolute minimum
SF for the slope segments. Rather the study determined the change in the minimum FS resulting
from changes in the engineering properties of the spoil for the specified grid.
The results of the parameter sensitivity analysis are presented in the box and whisker diagrams
in the following pages. Each diagram shows a relationship between SF and an engineering
property for a specific scenario. The bottom and top ends or "hinges" of each box represent the
first and third quartiles of data. That is, the central 50 percent of the data (the interquartile range
between 25th to the 75th percentiles) are contained between the hinges of the box. The vertical
lines above and below the box, or "whiskers," extend to the largest or smallest SF within 1.5
times the interquartile range. Extreme values lying between 1.5 and 3.0 times the interquartile
range are represented by squares. Outlying values greater than 3.0 times the interquartile range
are marked with a plus sign.
Within each box, the horizontal line denotes the median value of the data. Fifty percent of the
data have SF values either greater or less than the median. Indentations, or "notches" in the
sides of the box approximate the 95 percent confidence level about the median. The notched
box-and-whisker diagrams can be compared on each plot (i.e. for a given engineering property
and scenario). If the notches do not overlap, the medians are said to be significantly different at
the 95 percent confidence level. Thus the results of the sensitivity analysis can be interpreted as
follows: Based on the Simplified Bishop, slope-stability analysis method and the SB-Slope
software employed, the ranges of SF (at the 95 percent confidence level) for the values of unit
weight and cohesion are too broad for a statistically significant relationship, regardless of the
scenario. The ranges of SF compared to the values of internal friction angle are narrow and
statistically significant under all scenarios.
For additional information on notched box-and-whisker plots, the reader is directed to:
-------
McGill, Robert, Tukey, John W., and Larson, Wayne A., Variations of Box Plots, 1978, in The
American Statistician, Vol. 32, No. 1.
11
-------
2.5
i2
^
0.5
0
2.3
o 1.9
o
1 1
GO 1. 1
0.7
Critical Circle at Toe
7% Foundation Slope
95 115 135
Unit Weight (pcf)
Critical Circle at Toe
25% Foundation Slope
95 115 135
Unit Weight (pcf)
c-i
-------
3
O
o
a
ft,
i
GO 1
Shallow Critical Circle
25% Foundation Slope
^
2
1
0
4
3
1
n
-
-
-
-
-
-
K
\
A
/
\ /
/ \
/
\
\
/
/
/
\
\
\
/
/ V
/
\
-
-
-
-
-
-
95 115 135
Unit Weight (pcf)
Deep Critical Circle
25% Foundation Slope
-
-
-
-
-
-P
\ /
\ /
/ \
/
\/
\
M
—r
\ i
\ i
1 \
i \
)/ _L_ \
— ^
\ 1
\ /
) (
I \
]/ -L- N
-
-
-
-
-
-
95 115 135
Unit Weight (pcf)
C-2
-------
^28
o
+j
o
£2.6
1*2.4
^
2.2
2
Critical Circle through Foundation
25% Foundation Slope
\
95 115 135
Unit Weight (pcf)
C-2
-------
2.5
O
CS
^
0.5
0
2.3
01.9
0.7
Critical Circle at Toe
7% Foundation Slope
0 100 200
Cohesion (psf)
Critical Circle at Toe
25% Foundation Slope
0 100 200
Cohesion (psf)
C-4
-------
s 4
-4-i >
CO
1
0
o
c^J
PH
1
on I
0
Shallow Critical Circle
25% Foundation Slope
v
0 100 200
Cohesion (psf)
Deep Critical Circle
25% Foundation Slope
0
100
Cohesion (psf)
200
C-5
-------
O
+j
o
^
2.2
Critical Circle through Foundation
25% Foundation Slope
0
100
Cohesion (psf)
200
C-6
-------
2.5
£
HH
03
0
Critical Circle at Toe
7% Foundation Slope
20 35 50
Friction Angle (°)
2.3
3 1.9
PH
GO 1.1
0.7
Critical Circle at Toe
25% Foundation Slope
20
35
Friction (°)
50
C-7
-------
VH 4
O
fe
Cd
0
Shallow Critical Circle
25% Foundation Slope
20 35 50
Friction Angle (°)
£
ctf
0
Deep Critical Circle
25% Foundation Slope
20 35 50
Friction Angle (°)
-------
Critical Circle through Foundation
25% Foundation Slope
J
,.2.8
^2.6
PH
£2.4
0
-
;
-
-
_
i
*
!
^> -^C^
_
;
-
;
_
20
35
50
Friction Angle (°)
C-9
-------
BLANK PAGE
C-10
-------
Mining and Reclamation Technology
Symposium
June 23-24,1999
Disclaimer
Annotated Agenda
Participants List
Mining Methods
Overview of Mining Methods
Underground Mining Methods
Truck and Shovel Methods
Auger and Highwall Miner
Dragline Methods
From Perception to Procedures
Outlook of Surface Coal Mining
Future of Surface Coal Mining
Mountaintop Reclamation
Schor Consulting
West Virginia Case Study
-------
PARTICIPANT LIST
Mining Technology Symposium
June 23, 1999 - June 24, 1999
Participant List by Name
1 Timothy D. Backus
P&H Mining Equipment
4400 National Avenue
Milwaukee, WI 53214
Phone: 414/671-7384
Fax: 414/671-7560
E-mail: tbac@hii.com
2. Victor Badaker
University of Kentucky
292 Commonwealth Drive
Lexington, KY 40503
Phone: 606/323-9641
Fax:
E-mail: vbadaker@engr.uk.edu
3. Carl Bauer
Federal Energy Technology Center
US Department of Energy
3610 Collins Ferry Road
Morgantown, WV 26507-0880
Phone: 304/285-4912
Fax: 304/285-4100
E-mail: cbauer@fetc.doe.gov
4. Heino Beckert
Federal Energy Technology Center
US Department of Energy
3610 Collins Ferry Road
Morgantown, WV 26507-0880
Phone: 304/285-4132
Fax: 304/285-4403
E-mail: hbecke@fetc.doe.gov
5. BobBillups
Pittston Coal
P.O.Box 11718
Charleston, WV 25339-1718
Phone: 304/347-8233
Fax: 304/347-8980
E-mail: rbillups@pittstonminerals.com
6. Ralph Blumer
Office of Surface Mining
2675 Regency Road
Lexington, KY 40503
Phone: 606/233-2896
Fax: 606/233-2898
E-mail: rblumer@osmre.gov
7. Jason Bostic
West Virginia Coal Association
1301 Laidley Tower
Charleston, WV 25301
Phone:
Fax:
Gary Bryant
US EPA
1060 Chapline Street
Wheeling, WV 26003
Phone: 304/234-0230
Fax 304/234-0257
E-mail:
-------
9. Melissa Bundash
US EPA
1060 Methodest Building
11th & Chapline Streets
Wheeling, WV 26003
Phone: 304/234-0246
Fax:
Email: bundash.melissa@epa.mail.epa.gov
10. Carey R. Butler
Waste Policy Institute
3606 Collins Ferry Road
Suite 202
Morgantown, WV 26505
Phone: 304/598-9383 ext. 15
Fax: 304/598-9392
E-mail: carey_butler@wpi.org
11. Roger W. Calhoun
Office of Surface Mining
Charleston Field Office
1027 Virginia Street East
Charleston, WV 25301
Phone: 304/347-7158
Fax: 304/347-7170
E-mail: rcalhoun@osmre.gov
12. MikeCaputo
United Mine Workers of America
310 Gaston Avenue
Fairmont, WV 26554
Phone: 304/363-7500
Fax: 304/367-1382
E-mail: mikeumwa@aol.com
13. Ian Carr
AEI Resources
1 SOON. Big Run Road
Ashland, KY 41102
Phone: 606/928-7220
Fax: 606/928-7257
E-mail: icarr(S)aeiresources.com
14. Mike Castle
Office of Surface Mining
1951 Constitution Avenue
Washington, DC 20240
Phone: 202/208-2928
Fax: 202/219-3276
E-mail: mcastle@osmre.gov
15. Peter Claggeh
Canaan Valley Institute
103MarltenRoad
Woodstown, NJ 08098
Phone: 609/769-3381
Fax:
E-mail:
16. Danny Cox
Massey Coal Services Inc
P.O.Box 1951
Charleston, WV 25327
Phone: 304/345-3556
Fax: 304/345-3623
E-mail: danny.cox@masseycoal.com
17. Ron Damron
Pittston Coal Mgmt
POBox 11716
Charleston, WV 25339
Phone: 304/347-8200
Fax: 304/347-8980
E-mail: rdamron@pittstonminerals.com
18. Thomas DeMoss
US EPA
701 MapesRoad
Ft Meade, MD 20755-5350
Phone: 410/305-2739
Fax: 410/305-3095
E-mail:
-------
19. Dave Densmore
US Fish & Wildlife Service
315 South Allen Street
Suite 322
State College, PA 16801
Phone: 814/234-4090
Fax: 814/234-0748
E-mail: dave-densmore@fws.gov
20. Barry Doss
Addington Enterprises Inc
1100 River East Drive
Belle, WV 25015
Phone: 304/925-9577
Fax: 304/925-9569
E-mail: cccoal@wvinter.net
21. Ken Eltschlager
Office of Surface Mining
Three Parkway Center
Pittsburgh, PA 15220
Phone: 412/937-2169
Fax: 412/937-2903
E-mail: keltsc@osmre.gov
22. Diana Esher
US EPA
1650 Arch Street
Philadelphia, PA 19103-2029
Phone: 215/814-2706
Fax: 215/814-2789
E-mail: esher.diana@epamaii.epa.gov
23. Bernard Evans
United Mine Workers of America
PO Box 474
Lyburn, PA 25632
Phone: 304/752-8060
Fax 304/752-8064
E-mail: devans(S)xwv.net
24. Kermit E. Fincham, Jr.
Elk Run Coal Co Inc
PO Box 497
Sylvester, WV 25193
Phone: 304/837-3520
Fax: 304/837-3522
E-mail: kermit.fmcham@masseycoal.com
25. Terry Flum
US EPA
26 W. Martin Luther King Drive
Cincinnati, OH 45268
Phone: 513/569-7715
Fax: 513/569-7609
E-mail: flum.terry@epa.gov
26. Nirmal Gangopadhyay
New Land Leasing Co Inc
PO Box 2243
Beckley, WV 25802
Phone: 304/255-1457
Fax: 304/255-1498
E-mail: gango@mtneer.net
27. Ray George
US EPA
1060 Chaplin Street
Wheeling, WV 26003
Phone: 304/234-0234
Fax: 304/234-0258
E-mail: george.ray@epa.gov
28. MikeGheen
US Army Corps of Engineers
502 8th Street
Huntington, WV 25701
Phone: 304/529-5487
Fax: 304/529-5085
E-mail: mikeg@maii.orh.usace.army.mil
-------
29. Ben Greene
West Virginia Mining & Reclamation Association
1624 Kanawha Boulevard East
Charleston, WV 25311
Phone: 304/346-5318
Fax: 304/346-5310
E-mail: wvmra@wvmra.com
30. Chris Hamilton
West Virginia Coal Association
1301 Laidley Towers
Charleston, WV 25301
Phone: 304/342-4153
Fax: 304/342-7651
E-mail: chamilton@wvcoal. com
31. Ron Hamric
Anker Energy Corporation
PO Box 4360
Star City, WV 26504
Phone: 304/983-8700
Fax: 304/983-8770
E-mail: rhamric@ankercoal.com
32. Rebecca Hanmer
US EPA
Mail Code 4505F
Washington, DC 20460
Phone: 202/260-4470
Fax: 202/401-5341
E-mail: hanmer.rebecca@epamail.epa.gov
33. Randy Harris
Federal Energy Technology Center
US Department of Energy
3610 Collins Ferry Road
Morgantown, WV 26507-0880
Phone: 304/283-4860
Fax:
E-mail: rharris@fetc.doe.gov
34. Dave Hartos
Office of Surface Mining
Three Parkway Center
Pittsburgh, PA 15220
Phone: 412/937-2909
Fax: 412/937-2903
E-mail: dhartos@osmre.gov
35. Ray Henderson
Consultant
807 Coleman Avenue
Fairmont, WV 26554
Phone: 304/363-3269
Fax:
E-mail:
36. John L Hoelle
Gaddy Engineering Company
PO Box 2742
Huntington, WV 25727
Phone: 304/697-4400
Fax: 304/525-5997
E-mail: ihoelle@ezwv.com
37. William J. Hoffman
US EPA
1650 Arch Street
Philadelphia, PA 19104
Phone: 215/814-2995
Fax: 215/814-2783
E-mail: hoffman.william@epa.gov
38. MaryHutzler
U S Department of Energy
Energy Information Administration
1000 Independence Ave SW
Washington, DC 20585
Phone: 202/586-2222
Fax: 202/586-3045
E-mail: mhutzler@eia.doe.gov
-------
39. Jeffrey Kelley
Upshur Property Inc
HC36
POBoxSl
Tallmansville, WV 26237
Phone: 304/472-9272
Fax: 304/472-9257
E-mail: jkelley@ankercoal.com
40. Charles R. Kimbler
United Mine Workers of America
POBox 185
Danville, WV25053
Phone: 304/369-3347
Fax:
E-mail:
41. Eugene Kitts
Summit Engineering
400 Allen Drive
Suite 100
Charleston, WV 25302
Phone: 304/342-1342
Fax: 304/342-1379
E-mail: wvsummit@nevvwave.net
42. KewalKohli
Office of Surface Mining
Three Parkway Center
Pittsburgh, PA15220
Phone: 412/937-2175
Fax: 412/937-2903
E-mail: kkohli@osmre.gov
43. Thomas Koppe
Office of Surface Mining
2675 Regency Road
Lexington, KY40503
Phone: 606/233-2892
Fax: 606/233-2898
E-mail: tkoppe@osmre.gov
44. James Kotcon
West Virginia University
Div of Plant & Soil Sciences
401 Brooks Hall PO Box 6054
Morgantown, WV 26506
Phone: 304/293-3911
Fax: 304/293-2872
E-mail: jkotcon@wvu.edu
45. William Kovacic
Office of Surface Mining
2675 Regency Road
Lexington, KY 40503
Phone: 606/233-2894
Fax: 606/233-2898
E-mail: bkovacic@osmre.gov
46. Frederick W. Kutz
US EPA
701 MapesRoad
Ft Meade, MD 20755-5350
Phone: 410/305-2742
Fax: 410/305-3095
E-mail:
47. Mary J. Lacerte
US EPA
12201 Sunrise Valley
Mail Stop 555
Reston, VA20192
Phone: 703/648-4137
Fax: 703/648-4290
E-mail: lacerte.mary@epa.gov
48. Peter Lawson
Arch Coal Inc
5914 Cabin Creek Road
Eskdale, WV 25075
Phone: 304/595-7240
Fax: 304/595-4068
E-mail: plawson@archcoal.com
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49. Tom Marks
Cecil I Walker Machinery Co
PO Box 2427
Charleston, WV 25329
Phone: 304/949-6400
Fax: 304/949-7272
E-mail: xuptam01@belle.walker.com
50. Robert Marsh
Pen Coal Corp
POBox 191
Dunlow, WV25511
Phone: 304/385-4950
Fax: 304/385-4594
E-mail: robert-marsh@pencoal.com
51. Richard E. Martin
Cecil I Walker Machinery Co
PO Box 2427
Charleston, WV 25329
Phone: 304/949-6400 ext. 453
Fax: 304/949-7339
E-mail: rmartin(S)email.com
52. John McDaniel
Arch Coal Inc
CSX Operation
PO Box 305
Madison, WV 25130
Phone: 304/369-8133
Fax: 304/369-8131
E-mail: jmcdaniel@archcoal.com
53. Rhett McGregor
Consulting Engineer
10361 GivernyBlvd
Cincinnati, OH 45241
Phone: 513/733-0552
Fax: 513/733-1235
E-mail: 73071.331 O@compuserve.com
54. TomMeikle
Progress Coal Co
HC78
POBox 1796
Madison, WV 25130
Phone: 304/369-9101
Fax: 304/369-9105
E-mail:
55. Michael Miano
WVDEP
IQMcJunkinRoad
Nitro, WV25143
Phone: 304/759-0575
Fax: 304/759-0526
E-mail: mmiano@mail.dep.state.wv.us
56. Randy A Moore
EG&G
Collins Ferry Road
PO Box 880
Morgantown, WV 26507-0880
Phone: 304/285-4606
Fax: 304/285-4200
E-mail: rmoore@fetc.doe.gov
57. John Morgan
Morgan Worldwide Mining Consultants
PO Box 888
Lexington, KY 40588
Phone: 606/259-0959
Fax:
E-mail: mwmc@aol.com
58. Jan M. Mutmansky
Penn State University
156 Hosier Building
University Park, PA 16802
Phone: 814/863-1642
Fax: 814/865-3248
E-mail: j93@psu.edu
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59. Julie Parsons
US EPA
1060 Methodist Building
11th & Chaplain Streets
Wheeling, WV 26003
Phone: 304/234-0246
Fax:
E-mail: parsons.julia@epamaii.epa.gov
60. SydPeng
West Virginia University
Department of Mining Engineering
P.O. Box 6070
Morgantown, WV 26506
Phone: 304/293-7680
Fax: 304/293-5708
E-mail: speng2@wvu.edu
61. Christopher C Peterson
Gannett Fleming Inc
800 Leonard Street
Suite 1
Clearfield, PA 16830
Phone: 814/765-4320
Fax: 814/765-2511
E-mail: cpeterson@gfnet.com
62. Jim Pierce
WVDEP
525 Tiller Street
Logan, WV 25601
Phone: 304/792-7075
Fax:
E-mail: jpiercez@mail.dep.state, wv.us
63. Nadine Pierre-Charles
US EPA
1060 Chaplin Street
Wheeling, WV 26003
Phone: 304/234-0234
Fax: 304/234-0258
E-mail:
64. Randy Pomporio
Canaan Valley Institute
964 deny Hill Lane
Pottstown, PA 19465
Phone: 610/917-2138
Fax: 610/917-2139
E-mail: jrpomponio@aol.com
65. David E. Rider
US EPA
1650 Arch Street
3ES30
Philadelphia, PA 19103
Phone: 215/814-2787
Fax: 215/814-2783
E-mail: rider.david@epa.gov
66. KurtRiitlers
USGS-BRD
NC State University
PO Box 8002 Baltimore Hall
Raleigh, NC 27695
Phone: 919/515-7581
Fax:
E-mail: kurt@usgs.gov
67. Mike Robinson
Office of Surface Mining
Three Parkway Center
Pittsburgh, PA 15220
Phone'. 412/937-2882
Fax: 412/937-2903
E-mail: mrobin@osmre.gov
68. Ron Robinson
Virginia Dept. of Mines, Minerals & Energy
PO Drawer 900
Big Stone Gap, VA 24219
Phone: 540/523-8166
Fax: 540/523-8141
E-mail: rdr@mme.state.va.us
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69. Terry Sammons
Jackson & Kelly Attorneys at Law
PO Box 553
Charleston, WV 25322
Phone: 304/340-1364
Fax: 304/340-1050
E-mail: tsammons@jacksonkelly.com
70. Bernie Samoski
US EPA
Region 111
1650 Arch St MS/3WP 10
Philadelphia, PA 08009
Phone: 215/814-5756
Fax: 215/814-2301
E-mail: sarnoski.bernie@epamail.epa.gov
71. Katie Scharf
Yale University
604 Hazel Road
Charleston, WV 25314
Phone: 304/345-0931
Fax:
E-mail: katherine.scharf@yale.edu
72. Horst J Schor
H J Schor Consulting
626 North Pioneer Drive
Anaheim, CA 92805
Phone: 714/778-3767
Fax: 714/778-1656
E-mail:
73. Mark Schuerger
RAG-American Coal
1520KanawhaBlvdE
Charleston, WV 25311
Phone: 304/345-0970
Fax: 304/345-6034
E-mail:
74. Guy Shelledy
Fola Coal Company
POBox 180
Bickmore, WV 25019
Phone: 304/587-4100
Fax: 304/587-2469
E-mail: wvsailor@aol.com
75. GaryESlagel
CONSOL Inc
1800 Washington Road
Pittsburgh, PA 15241
Phone: 412/831-4532
Fax: 412/831-4513
E-mail: garysiagel@consolcoal.com
76. Terrence Slonecker
US EPA
12201 Sunrise Valley
Mail Stop 555
Reston, VA20192
Phone: 703/648-4289
Fax: 703/648-4290
E-mail: slonecker.t@epa.gov
77. Keith Smith
Kentucky Dept for Surface Mining
#2 Hudson Hollow Street
Frankfort, KY 40601
Phone: 502/564-2340
Fax: 502/564-5848
E-mail: k.smith@mail.state.ky.us
78. John Smith Jr.
Mining Tech
1 SOON Big Run Road
Ashland, KY 41129
Phone: 606/928-7220
Fax: 606/928-7257
E-mail:
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79. Douglas E Stone
Office of Surface Mining
Big Stone Gap Field Office
1941 Neeley Rd, Suite 201, Compartment 116
Big Stone Gap, VA 24219
Phone: 540/523-0067
Fax: 540/523-5053
E-mail: dstone@osmre.gov
80. Stanley Suboleski
Virginia Polytechnic Inst/State Univ
Dept of Mining Engineering
Blacksburg, VA 24061
Phone: 540/213-6671
Fax: 540/231-4070
E-mail:
81. MJSuperfesky
Office of Surface Mining
PO Box 886
Morgantown, WV 26505
Phone: 304/291-4004
Fax: 304/296-8897
E-mail: mjsuperf@osmre.gov
82. Dan Sweeney
US EPA
1650 Arch Street
Philadelphia, PA 19103
Phone: 215/814-5731
Fax: 215/814-2301
E-mail: sweeney.dan@epa.gov
83. Rick Sweigard
University of Kentucky
Dept of Mining Engineering
Lexington, KY 40506-0107
Phone: 606/257-1173
Fax: 606/323-1962
E-mail: rsweigar@engr.uky.edu
84. Tony Szwilski
Marshall University
112 Gullickson Drive
Huntington, WV 25755
Phone: 304/696-5457
Fax: 304/696-5454
E-mail: szwilski@marshall.edu
85. Joe Timms
WV Board of Professional Engineers
Phone: 304/842-4958
Fax:
E-mail: jimms@aol.com
86. Paul Travis
Kentucky Dept for Surface Mining
#2 Hudson Hollow Street
Frankfort, KY 40601
Phone: 502/564-2320
Fax: 502/564-5848
E-mail: pa u I.travis@m ail. state, ky. us
87. Jim Truman
Hill & Associates
32 West Street
Westover, WV 26501
Phone: 304/291-2290
Fax: 304/291-2290
E-mail: ula00260@mail.wvnet.edu
88. Dave Vande Linde
WVDEP
IQMcJunkinRoad
Nitro, WV25143
Phone: 304/759-0510
Fax: 304/759-0528
E-mail: dvandelinde@mail.dep.state.wv.us
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89. Thomas A Vorbach
Steptoe & Johnson
POBox 1616
Morgantown, WV 26507-1616
Phone: 304/598-8000
Fax: 304/598-8116
E-mail: vorbacta@steptoe johnson.com
90. JanWachter
Federal Energy Technology Center
US Department of Energy
3610 Collins Ferry Road
Morgantown, WV 26507-0880
Phone: 304/285-4607
Fax: 304/285-4403
E-mail: jwacht@fetc.doe.gov
91. Steve Wathen
P&H MinePro Services
205 Sruley Drive
StAlbans,WV25177
Phone: 304/755-1007
Fax: 304/755-8595
E-mail: swathen@hii.com
92. Mark Weaver
RAG-American Coal
1520KanawhaBlvd
E Charleston, WV 25311
Phone: 304/345-0970
Fax: 304/345-6034
E-mail:
93. Ed Wojtowicz
WVDEP
116 Industrial Drive
Oak Hill, WV 25901
Phone: 304/465-1911
Fax: 304/465-0031
E-mail: bib00991@mail.wvnet.edu
94. Roger Wolfe
Jackson & Kelly Attorneys at Law
PO Box 553
Charleston, WV 25322
Phone: 304/340-1105
Fax: 304/340-1130
E-mail: rwolfe@jacksonkelly.com
95. Rodney Woods
US Army Corps of Engineers
POBox 1159
Cincinnati, OH 45201-1159
Phone: 513/684-6212
Fax: 513/684-2460
E-mail: rodney.l.woods@lrdor.usace.army.mil
96. Dennis H Yankee
Tennessee Valley Authority
129 Pine Road
Norris, TN 37828
Phone: 423/632-1541
Fax: 423/632-1493
E-mail: dhyankee@tva.gov
97. GO Young
Pittston Coal Company
POBox 11718
Charleston, WV 25339
Phone: 304/347-8205
Fax: 304/347-8980
E-mail: goyoung@piftstonminerals.com
98. Paul Ziemkiewicz
West Virginia University
National Mine Land Reclamation Center
PO Box 6064
Morgantown, W V 26506-6064
Phone: 304/293-2867
Fax: 304/293-7822
E-mail: pziemkie@wvu.edu
10
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Mining and Reclamation Technology Symposium
Federal Energy Technology Center
Morgantown, West Virginia
June 23 and 24,1999
Final Participants List
Wednesday June 23, 1999
Dr. Jan Wachter, Federal Energy Technology Center Director, Environmental, Safety and Health Division,
welcomed a total of 98 participants representing the state and federal regulatory community, coal mining
industry, industry consultants, and environmental interest groups. Dr. Wachter introduced Dr. Paul
Ziemkiewicz, Director, National Mine Land Reclamation Center, who served as the symposium facilitator
throughout the two-day proceedings.
Dr. Ziemkiewicz highlighted the scope and purpose of the symposium. The Mining and Reclamation
Technology Symposium was commissioned by the Mountaintop Removal Mining/Valley Fill Environmental
Impact Statement (EIS) Interagency Steering Committee as an educational forum for the members of the
regulatory community who will participate in the development of the EIS. The Steering Committee sought a
balanced audience to ensure the input to the regulatory community reflected the range of perspectives on
this complicated and emotional issue. The focus of this symposium is on mining and reclamation
technology alternatives, which is one of eleven topics scheduled for review to support development of the
EIS. Others include hydrologic, environmental, ecological, and socio-economic issues.
Overall Purpose of the Symposium in Relevance to the EIS
Mr. Mike Robinson, Chief, Program Support Division, Appalachian Regional Coordination Center, Office of
Surface Mining, Reclamation, and Enforcement provided the background of the Mountaintop Mining/Valley
Fill EIS including the 1998 legal settlement that required the EIS to be completed within two years. He
identified the current concerns about the practice of mountaintop removal mining, why the EIS is being
conducted, and what will be studied. His briefing includes geographic information system (GIS) views of
the existing valley fill areas throughout West Virginia, Kentucky, Virginia, and Tennessee, which are the
only areas of the United States known to be suitable for the mountaintop mining technique and, therefore,
expected to need valley fills to receive the excess spoil material. Members of the EIS Steering Committee
include, Mr. Robinson, Office of Surface Mining; Ms. Rebecca Hanmer, U.S. EPA; Mr. Rodney Woods, U.S.
Army Corps of Engineers; Mr. Dave Densmore, U.S. Fish & Wildlife Service; and Mr. Charley Stover, West
Virginia Division of Environmental Protection.
Mountaintop Mining Environmental Impact Statement
Mining Primer: A General Description of Various Mining Techniques
Mr. Stanley Suboleski, Head, Department of Mining and Minerals Engineering, Virginia Polytechnic Institute
and State University, provided the overview presentation on mining methods suitable for steep slope
terrain. He identified four major methods and two niche methods and discussed the basic economic and
physical factors that determine where each is likely to be employed. The two major surface methods are
mountaintop mining and contour/point mining and the two major underground methods are room and pillar
and longwall mining. He cited auger and highwall mining as surface related niche methods. His
presentation included figures on the amount of surface mining that is conducted in the United States and
the southern Appalachian region. He also discussed the capital expenditures, coal reserves, and other
factors necessary for a particular mining method to be economically viable. The percentage of reserve area
recovered by the various surface methods ranges from approximately 33% for single augers to 100% for
areas mined by mountaintop removal. Coal recovery for underground methods range from approximately
40% for room and pillar operations to 80% overall for longwall mines. Both longwall and mountaintop
removal methods require large capital expenditures which necessitate larger reserve areas for a mine to be
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economically feasible.
The speakers following Mr. Suboleski provide more detail on the surface mining techniques. Mr. Suboleski
prepared a presentation detailing underground methods, which is included in this proceedings, but the
presentation was not given during the symposium in an effort to make up time.
Overview of Mining Methods
Underground Mining Methods
Surface Mining- Loader/Truck and Shovel/Truck Methods
Mr. Tom Meikle; Progress Coal Company
Mr. Kermit E. Fincham, Jr., Elk Run Coal Company, Inc.
Mr. Meikle described the mountaintop removal and contour/point methods of surface coal mining using a
case study example. The case study served to highlight the decision making process that industry typically
uses to evaluate the economic feasibility of a prospective surface mining operation. He highlighted that
most of the low ratio (ratio of total overburden to recoverable clean coal) coal reserves in Appalachia have
been extracted and the higher ratio reserves that remain will require more capital to extract. The typical
mountaintop removal operation removes multiple seams of coal, often eight down to the Coalburg seam,
removing an average of 436 vertical feet of terrain. Mr. Meikle was joined by Mr. Kermit Fincham who
presented the detailed reserve evaluation that is conducted to assess the value and features of the coal
reserve that will drive the overall mining operation. Mr. Meikle continued with the remaining activities that
are considered in the feasibility analysis through final reclamation and the results of his case study. His
case study concluded that this typical operation had an internal rate of return of 9.6% (net present value),
which he remarked makes the project only marginally feasible. Furthermore, he concluded that the low rate
of return is further impacted by uncertainty in environmental regulations that is further discouraging the
large capital investments necessary to conduct these operations.
Truck and Shovel Methods
Surface Mining- Dragline Method
Mr. Peter Lawson, Arch Coal, Inc.
Mr. Lawson reviewed the history of dragline operations dating back to 1904 and development of the
Chicago canal. Today, only two firms continue to manufacture large draglines, including P&H Mining
Equipment and Bucyrus Erie. Dragline equipment has grown in capacity to 118 cubic yards (bucket size)
and typically operated on the overburden leading to extraction of the lowest seams. Draglines are not
appropriate for all surface mining operations and, like other methods, are evaluated on the basis of several
factors. He highlighted several benefits of large area surface mines including reclamation of legacy Acid
Mine Land (AML) sites within the operating area, elimination of miles of pre-SMCRA highwalls, elimination
of underground fires, and creation of wetlands and passive water treatment sites.
Those interested in receiving a copy of Mr. Lawson's presentation should contact him directly at:
Mr. Peter Lawson
Arch Coal, Inc.
5914 Cabin Creek Road
Eskdale,WV 25075
(304) 595-7240
plawson@archcoal.com
Surface Mining- Conventional Auger and Highwall Miner Methods
Mr. Ian Carr, AEI Resources
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Mr. Carr presented the results of his international research into state-of-the-art auger and highwall mining
technology. These technologies are used to increase the recovery of coal underneath a highwall for a depth
of several hundred to a thousand or more feet after continued removal of the highwall becomes
uneconomical. Single, double, and triple augers typically have a lower coal recovery rate than highwall
miner technologies, but highwall miner technologies require a higher capital investment. Mr. Carr's
presentation featured auger technologies from Salem Tool, and Brydet and highwall systems from Arch
Technologies (Archveyor), Superior- Highwall Miners, and ADDCAR Highwall Mining Systems.
Auger and Highwall Miner
Environmentally Responsible Options in Mining
Mr. John Morgan, Morgan Worldwide Consultants
Mr. Morgan is one of three experts retained by the EPA for the Plaintiffs as a result of the settlement suit to
support the EIS. Calling his presentation "From Perception to Procedures," he focused on the public
participation process and encouraged the mining industry to engage the affected local public on key issues
earlier in the process and more effectively for a more successful outcome. He cited key issues as mitigation
of short-term effects (dust, noise, blasting, traffic, etc.), Approximate Original Contour (AOC), AOC
variances and post-mining land use, and minimization of areas disturbed by mining. He noted the need for a
"rational approach" to determining optimum mine configuration and recommended the concept of "banking"
to aid is matching optimum fill capacity to excess spoil.
From Perception to Procedures
Outlook for U.S. Coal Markets through 2020
Ms. Mary Hutzler, Director, Office of Integrated Analysis and Forecasting, Energy Information
Administration (EIA)
Ms. Hutzler presented the government's long-range forecast for coal extraction and economics. EIA's
congressionally mandated mission is to develop independent energy data and analyses that help enhance
the understanding of energy issues on the part of business, government, and the general public. The EIA
has similar forecasts for other fuels. She cited the recent dip in coal prices as a result of an oversupply of
fuels, particularly foreign oil, and a resulting underdemand for coal. For the long-term, the EIA projects a
shift to natural gas combined cycle energy technology as the nation retires more than forty percent of the
nuclear energy production capacity. Electricity rates overall will decline about one percent per year through
2020 due to electric utility industry restructuring and retail competition. EIA also projects a continuing
decline in minemouth coal prices through 2020 due to projected coal extraction productivity increases of 2.3
percent per year and increased production of western coal reserves, at a lower cost, compared to eastern
coal reserves. If Congress chooses to ratify the Kyoto Accord, the fraction of energy produced from coal
will decline from fifty percent to near twenty percent with associated declines in coal employment from
80,000 to 29,000.
Outlook for U. S. Coal Markets through 2020
Panel Discussion: The Future of Surface Coal Mining
Nirmal Gangotadhyay, New Land Leasing Company; Ben Greene, WV Mining and Reclamation Association;
John Morgan, Morgan Worldwide Consultants; Barry Doss, Addington Enterprises, Inc.; Tim Backus, P&H
Mining Equipment
Mr. Gangotadhyay highlighted that fact that the costs of extracting coal and obtaining permits have
continued to increase, while the methods have remained essentially unchanged. The regulatory issue is
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complicated by the several agencies trying to simultaneously regulate the industry and the continuing
debate regarding AOC nearly 25 years after the passage of SMCRA. He noted that valley fills in place for
several years have not affected downstream water quality and expressed concern that the Judicial Branch of
government was exerting undue control over the mining industry.
Mr. Greene focused on the shortcomings of long-range predictions like those presented by the EIA and
suggested that unexpected events like the oil embargo in the 1970's have always had a positive effect on the
coal industry. Large equipment has come to West Virginia increasing the total coal production with record
levels in 1998. He suggested that the industry choose the "keep at it" approach and not be discouraged or
dissuaded by long-range forecasts. Mr. Green also suggested the Steering Committee rethink the value of
reclaiming these large areas with forestry operations.
Mr. Morgan made the point that the productivity increases projected by the EIA may not be achievable
considering the declining grade of the reserve base (more difficult to extract). Western reserves are more
competitive, therefore drawing the available mining capital away from West Virginia. He cited the European
movement away from coal and oil to natural gas as an additional threat to the demand for coal. Reduction in
mining will make retaining a qualified labor force more difficult - particularly as mining methods become more
sophisticated.
Mr. Doss made a brief presentation to the audience on the coal operator perspective. He projected that
existing operations will be mined to depletion within the next ten years. Due to the difficulty in obtaining a
permit and the affect on available capital, there will be a reduction in new mountaintop removal permit
applications. He expects to see an increase in the use of multi-method mining or hybrid operations where a
number of different mining methods are used on the same site. He also noted that re-mining in marginal,
previously mined areas could increase. He does not expect to see further increases in the size of large
equipment, but he does believe manufacturers will meet the changing market with improvements in
technology, productivity, and efficiency - particularly in the areas of fuel efficiency and digital and control
technology. He cited the positive effects of large area mining including affects on employment and
economics and the lack of evidence of environmental impact from existing valley fills.
Future of Surface Coal Mining; Mr. Doss
Mr. Backus noted the larger trucks and shovels and the effect they have had on productivity. Truck sizes
have grown as large as 360 tons and are limited by the state of tire technology. Shovel size will follow
increases in truck size. Large dragline operations are limited by maintenance and downtime costs. He
projected slow growth in eastern mining operations, and expects the main growth for equipment
manufacturers to come from overseas operations. Lower prices for all fuels and the potential for lower profit
margins will drive the need for larger, more efficient mining equipment.
The panel received questions from the audience. A member of the audience asked the panel members to
respond to the specific projections and ideas offered by Mr. Doss and Mr. Backus. Panel members cited the
need to reduce uncertainty and delays before companies will invest in eastern coal, and noted the apparent
large discrepancy between the values cited for coal reserves and mineable coal. Considering the earlier
presentation by Mr. Meikle, a member of the audience asked what is an acceptable rate of return and what
improvements in mountaintop mining will be necessary to make up the difference (will increased permitting
efficiency be sufficient). The panel thought that a rate of return closer to 12 to 15 percent with some
reduction in the level of risk would be necessary to attract new capital. Some capital investments are already
committed and are subject to whatever rates are available but are loosing money.
Mr. Meikle, speaking from the audience pointed out there is a direct relationship between risk and return.
The uncertainty over costs and risk has most capital frozen making it impossible to determine the extent of
mineable reserves.
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Another member of the audience, identifying himself as a member of the UMWA and the West Virginia
Legislature, asked why the mountaintop removal mining has become such a problem now? Mr. Morgan
pointed out that the size of mountaintop removal operations has continued to increase. The size of the
Arch Coal permit in 1998 was only the catalyst to question the practice.
Mr. Jim Kotcon posed a hypothetical scenario and asked which equipment would provide a reasonable
economic return while minimizing the impacts to the environment. What specific technologies are selected
for mountaintop mining and how does the industry convince nearby residents of their choices? The panel
pointed out that every selection is site specific according to the factors considered in the mining plan and
available equipment and capital. There is no unique guidebook. The panel also noted that every member of
the community has a different agenda in the permitting process and it is not easy to please everyone who is
affected. It was noted that the case study to be presented on the second day would address the question
of mining method and equipment options.
The panel was asked to address the 500 acre bank and highgrading as they are related to the 250 acre
threshold. Mr. Morgan noted that the 500 acre figure was just an example. The issue is whether the
calculations on the optimum configuration indicate that valley fills are required. Mr. Morgan recommended
a review of the 250 acres threshold because, in many instances, fewer larger fills would be easier to justify
with an expected lower cumulative impact on the environment. Mr. Doss noted that the current regulations
encourage companies to design more, smaller valley fills for a given mine site to avoid the 250 acre
threshold. Mr. Morgan agreed and noted that this situation supports the concept of an optimum
configuration and "banking," which could allow more flexibility while minimizing impacts. Mr. Greene
noted that the 250 acre threshold arose from a legal ruling, and has little scientific or technical basis.
Mr. Doss highlighted the uncertainly regarding the issue of post-mining land use as a significant barrier in
the permitting process. There is little additional cost to the mining company to develop the site to any of
the various post-mining land uses. However, they need some stability in the process. He also emphasized
the positive benefits of large area mining. The large area operation in Cabin Creek covered an estimated
5,000 acres and reclaimed an estimated 745 acres of land adversely impacted by previous mining practices.
Closing Remarks- Day 1
Dr. Paul Ziemkiewicz, Director, National Mine Land Reclamation Center
Dr. Ziemkiewicz provided four summary points from the first day of the proceedings:
• Coal mining in West Virginia is likely to continue.
• Many of the sites under consideration for mountaintop removal operations have been previously mined
and are environmentally degraded.
• Previous mining has also high-graded the coal reserve making it more difficult to economically extract.
• The industry needs stability in both economic and regulatory issues to continue to operate. This need
should be considered when determining which elements will be addressed during the EIS process.
Thursday, June 24, 1999
West Virginia Approximate Original Contour (AOC) Concept
Mr. Jim Pierce, West Virginia Division of Environmental Protection
Mr. Pierce is member of the five-agency team that drafted a guidance document for evaluating the AOC
concept found in SMCRA and WVSMCRA. SMCRA requires that the final surface configuration, after
backfilling and grading, closely resemble the general surface configuration of the land prior to mining while
maintaining the necessary flexibility to accommodate site-specific conditions. The draft guidance document
provides an objective and systematic process for achieving AOC on steep-slope surface mine operations
while providing a means for determining excess spoil quantities. Using this process maximizes the amount
of mine spoil returned to the mined area while minimizing the amount of spoil placed in excess spoil disposal
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sites, e.g., valley fills. This, in turn, minimizes impacts to aquatic and terrestrial habitats through ensuring
compliance with environmental performance standards imposed by WVSMCRA.
Comments from the audience expressed concern over the poor definition of "higher and better" land use
necessary to obtain an AOC variance. The resulting uncertainty in the AOC variance rule eliminates the
economic profitability of many sites. This could, in turn, raise the cost to the state of taking claims if
landowners become involved.
Mountaintop Reclamation: AOC and Excess Spoil Determination
Landform Grading and Revegetation: A Concept for Mined Land Reclamation
Mr. Horst J. Schor, H.J. Schor Consulting
Mr. Schor pointed out that southern California and other areas have been dealing with reclamation issues
similar to those in West Virginia concerning the practice of mountaintop mining. In southern California the
issue arises when dealing with urban pressure to develop hillside terrain for residential development. In
other areas the issue arises during post mining reclamation. Through his practice of civil engineering he has
studied, categorized, and emphasized the use of natural landscape analogues in reclamation grading and
revegetation. He highlights that natural terrain does not slope uniformly at a 2:1 gradient but consists of
repetitive vertical curvilinear features that are more visually appealing. Furthermore, natural vegetation
patterns are not uniform but are concentrated where water flow concentrates in swales. From his experience,
he noted that grading contractors are very capable of reforming the land in a more natural configuration with
a project cost increase of not more than two percent and little increase in the excess spoil area.
Schor published material - Article 1, Article 2, Article 3, Article 4
Panel Discussion: AOC and Landforms Necessary to Accommodate Various Post Mining Land-Uses
Mr. Horst J. Schor, H.J. Schor Consulting; Dan Cox, Massey Coal Services; Jim Pierce, WV Division of
Environmental Protection; Mike Castle, Office of Surface Mining
The panel began by taking questions from the audience. One member of the audience asked about the
establishment of meandering streams in Mr. Schor's scheme. Mr. Schor indicated that in his experience
streams could be reestablished in nearly the same channel with little settlement. The fills are engineered and
constructed with large rock underdrains and slate or sandstone channels to provide stability. Mr. Cox
pointed out that there is nothing in Mr. Schor's concept that cannot be accomplished at existing sites by
industry- the issue will be cost. Mr. Pierce noted that the draft AOC guidance was flexible enough to
accommodate natural landform grading and revegetation. However, Mr. Castle stated that some regulatory
issues might exist with respect to fill saturation and maintenance of the phreatic surface to ensure stability.
The panel debated the issue of higher and lower landforms that has been cited as a regulatory impediment to
permitting. Mr. Cox cited this as the biggest problem faced by the coal mining industry today. He also
stated that, in his opinion, flat properly is more valuable in West Virginia than regulators might believe.
A member of the audience asked for the basis for the 250 acres threshold for the size of valley fills requiring
a variance and the kinds of impacts that are expected at that threshold. Mr. Castle pointed out that the 250-
acre limit is an interim value until completion of the EIS.
In response to a question from the audience, Mr. Schor noted that reclamation to more natural landforms
contribute to the re-establishment of natural habitat and introduction of native species.
Ms. Hanmer, speaking from the audience, noted that West Virginia has developed a Watershed Framework
Document and asked how this framework was being used to address the issue of mountaintop mining and
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post-mining land use? The panel pointed out that the state has established a Coalfield Development Office
that should be the focus of a watershed approach to this issue.
With respect to Mr. Schor's approach for natural landforms, Mr. Hartos noted that valley fills shaped with
natural landforms would probably cover more area than valley fills shaped in the traditional form. The
question was posed as to how the natural landform approach maintains the stability of streams. Mr. Schor
noted that reconstructed streams in natural landforms are engineered with high compaction and sandstone
channels. The entire natural landform fill is also constructed with an underdrain for geotechnical stability,
as are current valley fills.
Mr. Doss asked how the current draft of the AOC rule would allow the use of natural landforms. Mr. Pierce
answered that the model was not yet finalized but that nothing specifically precluded alternate landforms
with an approved variance. Mr. Woods of the US Army Corps of Engineers commented that the stream
impact mitigation ruling that they are required to enforce allows only the minimal amount of fill to affect
existing streams. Ms. Hanmer commented that the EPA position is not as rigid. Their point of view
considers what the permitted firm has done to prevent, mitigate, restore, or reclaim the watershed to an
equivalent aquatic value. According to Ms. Hanmer, the EPA has identified the need for study of paired
watersheds with and without fills in an attempt to discern the potential impact on value of the watershed.
Mr. Ziemkiewicz noted that the recent SAIC study presented to the Surface Mining Task Force, which
evaluated the health of channels downstream of valley fills, is neutral with respect to the impact of the fill.
However, the SAIC study was small in scope and contains insufficient data to be conclusive on the subject.
Mr. Sweeney pointed out that the Programmatic EIS that the EPA has undertaken on this mining practice
would pick up where the SAIC study left off.
As a closing remark of this session, Mr. Meikle made the comment that, in his opinion, the WVDEP surface
mining permitting capability is shutdown until the OSM and EPA resolve the post-mining land use issues
that have been raised during this symposium. Another individual added that mine permitting has been
stopped without evidence that anything negative is or has occurred. Why has it stopped? Mr. Robinson
rebutted that permitting has not stopped. The settlement included two parts, one to evaluate the effects of
the practice and the other to address the permitting process.
Presentation of a West Virginia Case Study
John McDaniel Arch Coal, Inc.; Eugene Kitts, Summit Engineering
Mr. McDaniel and Mr. Kitts presented an extensive and detailed case study reflecting the development of a
detailed mine plan in preparation for permit application. The case study was based on the development of
an actual permit request and was very useful in understanding the breadth and depth of issues that a mining
firm has to evaluate and make decisions about in order to determine economic feasibility of extracting coal
from a reserve. The briefing material covers the breadth of the presentation and the buildup of the economic
evaluation.
West Virginia Case Study briefing materials
Panel Discussion: West Virginia Case Study
John McDaniel, Arch Coal, Inc.; John Morgan, Morgan Worldwide Consultants; Anthony Szwilski,
Marshall University
Mr. Hartos opened the questioning by asking how many community interactions typically occur for the
determination of post mining land use. Mr. McDaniel commented first by noting that little interaction occurs
because at this point the mining firm is trying to ascertain the economic viability of the project before
engaging regulators and the public. Mr. Morgan made the point that too much advanced planning before
-------
engaging the public actually creates a barrier to approval. His position is that creating an early public
dialogue will enhance the participation and support of the public in the permitting process.
Mr. Szwilski presented the point of view that the mining firms would benefit from implementing an ISO 14000
Environmental Management System. This system of environmental self-management would generate a
renewed confidence in those members of the industry that adhere to it. The motivation for a firm to adhere
is largely intangible but adherence might serve to streamline the permitting process for those firms that are
certified.
Mr. McDaniel responded to a question about environmental analyses conducted during the preliminary
mine planning phase by stating that a large amount of environmental data is collected by professional
scientists as part of the baseline assessment. This data is available for additional study of post-mining and
valley fill environmental impacts.
Mr. Morgan commented that uncertainty and delay in acquiring permits largely drive the cost and the
marginal economic viability of mining in West Virginia. The notable exception to this generality is the direct
cost to achieve AOC. Anything that can be done to establish a dialogue with the public and regulators
early in the process would be helpful.
Closing Remarks
Dr. Paul Ziemkiewicz, Director, National Mine Land Reclamation Center
Mr. Ziemkiewicz closed the conference by providing a conclusion based on his perspective as facilitator.
He noted that West Virginia underwent a mining boom in the 1980's. Mines during this period were
typically small, undercapitalized and left environmental and economic issues to resolve after closure.
Additionally, these small mines served to high-grade the reserve making the remaining coal less viable to
recover. Large consolidated mining operations in the area of these small mines would have the combined
benefit of improving the economics of the remaining reserve and provide long-term stability for contracts,
labor, planning, and other factors. These bigger operations will be easier to regulate than many small
operations and will have a big effect on reclaiming previously mined areas.
He pointed out that clarity in regulation is necessary to attract mining capital back to West Virginia. The
AOC policy must be coherent and post mining land use policy must be clear. In some instances growing
trees may be preferable to further economic development. He also recommended a holistic watershed
approach to hydrologic protection and reconstruction. Reconstructed streams and natural landform grading
fit well with a watershed approach and should be considered as part of the solution.
-------
To obtain a hard copy of following articles written by Horst J. Schor, contact:
H. J. Schor Consulting
626 North Pioneer Drive
Anaheim, CA 92805
Phone: 714-778-3767
Fax: 714-778-7656
Article 1 - Grading on the Curve
Article 2 - Landform Grading: Building on the Curve
Article 3 - Landform Grading Comparative Definitions of Grading Design
Article 4 - Landform Grading and Slope Evolution
-------
Presented to Mining Technology Symposium
Morgantown, WV
June 23,1999
The Outlook for U.S. Coal Markets Through 2020
Mary J. Hutzler
U.S. Energy Information Administration
Washington, B.C.
* WiYW.6 ki •. d o e. y &v
• Energy information
' A ra t i o n
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70
60
50
40
30
20
10
World Oil Prices in Three Cases, 1970-2020
(1997 dollars per barrel)
Reference case
(nominal dollars)
High price
«.—-•
Reference
Low price
History
Projections
1970
1980
1990
2000
2010
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
Lower 48 Natural Gas Wellhead Prices in Three
Cases, 1970-2020
(1997 dollars per thousand cubic feet)
1 -
Slow technology
Reference
Rapid technology
History
Projections
1970
1980
1990
2000
2010
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
Electricity Generation by Fuel,
2,500 - 1997 and 2020 (billion kilowatthours)
2,000
1,500
1,000
500
1997
2020
Coal
Nuclear Natural gas Renewables Oil
(era
www.eia.doe.gov
Energy Information
Administration
-------
100
Electricity Generation and Cogeneration Capacity
Additions by Fuel Type, 1996-2020 (gigawatts)
Natural gas
80
Coal
Renewables
60
40
20
1996-2000 2001-2005 2006-2010 2011-2015 2016-2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
50 -
Electricity Generation Costs, 2005 and 2020
(1997 mills per kilowatthour)
40
30 -
20 -
10
Fuel
jOperating and
{maintenance
Capital
2005
2020
Coal
Combined-
Coal
cycle
Combined-
cycle
(era
www.eia.doe.gov
Energy Information
Administration
-------
New Legislation Reduces NOX Emissions from
Powerplants, 1996-2020 (million tons)
10 -
Phase II Clean Air Act Amendments of 1990
8 -
Ozone Transport Rulemaking / SIP Call
6 -
4 -
2 -
1996
(aid
2000
www.eia.doe.gov
Energy Information
Administration
2005
2010
2015
2020
-------
9
8
3
2
1
1996
(aid
SIP Call NOX Control Costs, 1996-2020
(billion 1997 dollars)
Annualized NO Control Costs
Yearly NOX Control Costs
2000
www.eia.doe.gov
Energy Information
Administration
2005
2010
2015
2020
-------
SIP Call NOX Control Costs Relative to Sales Revenue,
1996-2020 (billion 1997 dollars)
300-
250-
200-
150-
100-
50 -
Sales Revenue
— Yearly NOX Control Costs
- Annualized NCX Control Costs
(era
2000
www.eia.doe.gov
Energy Information
Administration
2005
2010
2015
2020
-------
5
4
3
2
1
0
Electricity Price Projections, 1970-2020
(1997 cents per kilowatthour)
History
Projections
1970
1980
1990
2000
2010
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
Electricity and Other Coal Consumption,
1 500 _ 1970-2020 (million short tons)
1,250
1,000
750
500
250
History
Projections
Total
Electricity
Other
1970
1980
1990
2000
2010
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
100
Non-Electricity Coal Consumption by Sector,
1997, 2000, and 2020 (million short tons)
80
60
40
20
Industrial
Coking
Residential/commercial
1997
2000
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
U.S. Coal Exports by Destination, 1997, 2000, and
2020 (million short tons)
50 - | Europe
Asia
Americas
40
30
20
10-
1997
2000
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
1,500
1,250
1,000
750
500
250
Coal Production by Region, 1970-2020
(million short tons)
1970
History
Projections
1980
1990
2000
2010
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
Coal Distribution by Sulfur Content, 1997, 2000, and
2020 (million short tons)
800
600
400
200
Low-sulfur
Medium-sulfur
~ High-sulfur
1997
2000
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
40
30
20
10
Average Minemouth Price of Coal by Region,
1990-2020 (1997 dollars per ton)
History
Projections
1990
1995
2000
2005
2010
2015
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
40
30
20
10
Coal Mining Labor Productivity by Region,
1990-2020 (short tons per miner per hour)
History
Projections
Western
1990
1995
2000
2005
2010
2015
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
40
Labor Cost Component of Minemouth Coal Prices,
1970-2020 (billion 1997 dollars)
30
20
10
History
Value of coal
Coal wages
Projections
1970
1975
1985
1997
2005
2015
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
20
Average Minemouth Coal Prices in Three
1997-2020 (1997 dollars per ton)
15
cost
10
Low mining cost
u
1995
2000
2005
2010
2015 202
(era
www.eia.doe.gov
Energy Information
Administration
-------
Carbon Emissions by Fuel, 1990-2020
(million metric tons)
2,000
1,500
1,000
500
1,346
1990
Coal
Natural gas
Petroleum
1997 2000 2010 2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
Carbon Emissions from Electricity Generation by
Fuel, 1990-2020 (million metric tons)
750-
655
589
532
500
477
250
Coal
Natural gas
iRelroleum
1990
1997
2000
2010
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
Carbon Emissions in Three Macroeconomic Growth
Cases, 1990-2020 (million metric tons)
2,000 -
High growth
1,500 -
Low growth
Reference
1,000 -
500 -
1995
2000
2005
2010
2015
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
Coal Production in Three Macroeconomic Growth
Cases, 1970-2020 (million tons)
1,500 -
High growth
1,200 -
900 -
600
300
History
Low growth
Reference
Projections
1970
1980
1990
2000
2010
2020
(era
www.eia.doe.gov
Energy Information
Administration
-------
U.S. Carbon Emissions in Three Cases, 1995-2020
(million metric tons)
2,000 ~ 1999 technoloi
1,500
High technology
Reference
case
1,000
500
1995
(era
2000
2005
2010
2015
2020
www.eia.doe.gov
Energy Information
Administration
-------
Carbon Emissions in the Reference and Six Target
Cases, 1990-2020
2000
o 1200
!_
£ 1000
| 800
£ 600
400
200
1990
1995
2000
2005 2008 2012 2015
(aid
www.eia.doe.gov
Energy Information
Administration
Reference
1990+24%
1990+14%
1990+9%
1990 Level
1990-3%
1990-7%
2020
-------
Carbon Prices in the Six Target Cases, 1996-2020
400
1996
2000
2005 2008
2012 2015
(aid
www.eia.doe.gov
Energy Information
Administration
1990-7%
1990-3%
1990 Level
1990+9%
1990+14%
1990+24%
' Reference
2020
-------
Electricity Generation by Fuel in the 9%-above-1990
Case, 1950-2020
5000
4000
I
o
ISOOQ
o
c
.22000
1000
Renewable
Hydro power
Nuclear
Petroleum
Natural Gas
Coal
1950
1960
1970
1980
1990
2000
2010
2020
(aid
www.eia.doe.gov
Energy Information
Administration
-------
1,400
1,200 -
1,000
800 -
600 -
400
200 -
1970
U.S. Coal Production, 1970-2020
(million tons)
History
Projections
1980
1990
2000
2010
(era
www.eia.doe.gov
Energy Information
Administration
Reference
1990+24%
1990+14%
1990+9%
1990
1990-3%
1990-7%
2020
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3/18/99 DRAFT DOCUMENT Page 1
MOUNTAINTOP RECLAMATION: AOC AND EXCESS SPOIL DETERMINATIONS
To: Michael Miano, Director
From: AOC/Excess Spoil Guidance Team (WVDEP-David Dancy, Jim Pierce, Joe Ross,
Ken Stollings, Ed Wojtowicz; OSM-Michael Superfesky, Michael Castle)
Subject: AOC/Excess Spoil Guidance
Date: March 18, 1999
Executive Summary
This guidance document, through the implementing regulations of the West Virginia Surface Coal
Mining and Reclamation Act (WVSCMRA), provides an objective and systematic process for
achieving approximate original contour (AOC) on steep-slope surface mine operations while
providing a means for determining excess spoil quantities. Using this process maximizes the
amount of mine spoil returned to the mined area while minimizing the amount of mine spoil placed
in excess spoil disposal sites, i.e., valley fills. This, in turn, minimizes impacts to aquatic and
terrestrial habitats through ensuring compliance with environmental performance standards
imposed by WVSCMRA.
The definition of approximate original contour, as found in the Surface Mining and Coal
Reclamation Act of 1977 (SMCRA) and WVSCMRA, requires that the final surface
configuration, after backfilling and grading, closely resemble the general surface configuration of
the land prior to mining while maintaining the necessary flexibility to accommodate site-specific
conditions. A detailed analysis of the terms in the definition of AOC, along with additional
reclamation requirements in the environmental performance standards of WVSCMRA and the
promulgated rules serve to constrain what post-mining configuration is feasible. That is, a surface
coal mining operation must meet not only AOC standards, but satisfy numerous other
requirements including stability, access, and environmental provisions such as drainage, erosion
and sediment control that influence the determination of AOC. Other factors that affect
configuration are the diversity of the terrain, climate, biological, chemical and other physical
conditions in the area and their impacts on fish, wildlife, and related environmental values.
The key variables found in the AOC definition, influencing AOC determination are: configuration,
backfilling and grading, disturbed area (mined area in SMCRA), terracing or access roads,
closely resembles, and drainage patterns. These variables, for analysis purposes, can be logically
grouped into three focus areas: (A) configuration, (B) stability, and (C) drainage.
These focus areas are addressed through a formula-like model that portrays these variables in an
objective yet flexible process for determining what post-mining surface configuration meets the
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3/18/99 DRAFT DOCUMENT Page 2
AOC definition. Applying this process during mine planning will determine the amount of total
spoil material that must be retained in the mined-out area. The resultant post mining
configuration should closely resemble the premining topography, thus satisfying not only the
access, drainage control, sediment, and stability performance standards of WVSCMRA, but
achieving approximate original contour as well. These same performance standards, applied in a
similar formula-like model, determine the quantity of excess spoil that must be placed in excess
spoil disposal site(s).
Using the AOC model in conjunction with the excess spoil model not only ensures compliance
with the environmental performance standards of WVSCMRA, but provides an objective and
feasible means for determining what constitutes compliance with the approximate original contour
definition.
I. Applicable Provisions of State Law
Surface Mining Control and Reclamation Act of 1977 (SMCRA)
30 USC 1291 Section 701(2)
West Virginia Surface Coal Mining and Reclamation Act (WVSCMRA)
22-3-3(e)
22-3-13(d)(3)
22-3-13(b)(4)
22-3-13(b)(10)(B), (C), (F), (G)
West Virginia Surface Mining Reclamation Regulations (WVSMRR)
38 CSR 2-2.47
38 CSR 2-2.63
38 CSR 2-5.2, 5.3, 5.4
38 CSR 2-8, 8.a
38 CSR 2-14.5
38 CSR 2-14.8.a
38 CSR 2-14.14
38 CSR 2-14.15.a
II Objectives
This guidance document has been developed to accomplish the following objectives:
• Provide an objective process for achieving AOC while ensuring stability of backfill
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3/18/99 DRAFT DOCUMENT Page 3
material and minimization of sedimentation to streams.
Provide an objective process for minimizing the quantity of excess spoil that can be
placed in excess spoil disposal sites such as valley fills.
• Minimize watershed impacts by ensuring compliance with environmental
performance standards imposed by WVSCMRA.
Minimize impacts to aquatic and terrestrial habitats.
• Provide an objective process for use in permit reviews as well as field inspections
during mining and reclamation phases.
• Maintain the flexibility necessary for addressing site-specific mining and
reclamation conditions that require discretion by the regulatory authority as
intended by WVSCMRA and Congress.
The West Virginia Division of Environmental Protection's (WVDEP) Office of Mining and
Reclamation (OMR) recognizes the need for guidance on how the various performance standards
of the West Virginia Surface Mining Control and Reclamation Act (WVSCMRA) and
implementing regulations, West Virginia Surface Mining Reclamation Regulations (WVSMRR),
Title 38, Series 2, influence the final land configuration following coal mining and reclamation.
The following guidance document delineates the amount of excavated broken rock (also called
mine spoil or overburden) that WVSCMRA considers "backfill," i.e., spoil placed in the mine area
to restore the approximate original contour. Further, this document determines the amount of
overburden or "excess" spoil that may be placed in excess spoil disposal sites outside the mining
area or "pit." In so doing, this document provides guidance, as needed for WVSCMRA program
administration in steep slope terrain, for determining whether the WVSCMRA provision of
"approximate original contour," or AOC, has been attained.
Chapter 22, Article 3-13(b)(3) of WVSCMRA, as well as State and Federal regulations, requires
all mining operations to return the mined areas to AOC, unless an appropriate variance is granted
by the appropriate regulatory authority. Chapter 22, Article 3-3(e) of WVSCMRA defines AOC
to mean,
"that surface configuration achieved by the backfilling and grading of the disturbed
areas so that the reclaimed area, including any terracing or access roads, closely
resembles the general surface configuration of the land prior to mining and blends into
and complements the drainage pattern of the surrounding terrain, with all highwalls and
spoil piles eliminated: Provided, That water impoundments may be permitted pursuant to
subdivision (8), subsection (b), section thirteen of this article: Provided, however, That
minor deviations may be permitted in order to minimize erosion and sedimentation,
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3/18/99 DRAFT DOCUMENT Page 4
retain moisture to assist revegetation, or to direct surface runoff. "
Section 701(2) of the Surface Mining Control and Reclamation Act of 1977 (SMCRA) uses the
term mined area instead of disturbed area. SMCRA requires that the mined area be reclaimed
so that the area closely resembles the general surface mining configuration of the land prior to
mining. Section 14.15 of WVSMRR requires, "Spoil returned to the mined-out area shall be
backfilled and graded to the approximate original contour with all highwalls eliminated." Section
2.89 of WVSMRR defines "pit" to mean "that part of the surface mining operation from which
the mineral is being actively removed or where the mineral has been removed and the area has not
been backfilled." Section 2.47 of the WVSMRR regulations defines excess spoil as "overburden
material disposed of in a location other than the pit."
III. Elements of AOC Definition
In order to determine whether approximate original contour has been attained, processes must be
developed to objectively assess what surface configuration closely resembles the general surface
configuration of the land prior to mining, while maintaining the flexibility required to
accommodate the diversity in terrain, climate, biologic, chemical and other physical conditions
in areas subject to mining operations, as intended by Congress in Public Law 95-87 (SMCRA).
To accomplish this, it is necessary to determine, and address, the variables that influence the
postmining surface configuration. A detailed analysis of the terms in the definition of AOC, and
additional reclamation requirements in the performance standards of WVSCMRA and the
promulgated rules serve to constrain what post-mining configuration is feasible. That is, a surface
coal mining operation must meet not only the AOC standards, but satisfy numerous other
requirements, including stability, access, and environmental provisions such as drainage, erosion,
and sediment control that influence the determination of AOC. Focusing on the collective
requirements of WVSCMRA leads to an objective process for obtaining AOC.
The key variables found in the AOC definition, influencing AOC determination are: configuration,
backfilling and grading, disturbed area (mined area in SMCRA), terracing or access roads,
closely resembles, and drainage patterns. These variables logically group into the following
three focus areas: (A) configuration, (B) stability, and (C) drainage.
A. Configuration: Configuration relates to the shape of regraded or reclaimed area after
the reclamation phase. This shape should closely resemble the general pre-mining shape
or surface configuration. However, final configuration, including elevation, is
restricted or affected by the requirement to comply with performance standards found in
WVSCMRA, such as ensuring stability, controlling drainage, and preventing stream
sedimentation.
B. Stability: The second focus area, stability, concentrates on ensuring that the
reclaimed configuration is stable. Section 22-3-13(b)(4) of WVSCMRA requires the
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3/18/99 DRAFT DOCUMENT Page 5
mining operation, at a minimum, to "Stabilize and protect all surface areas, including spoil
piles, affected by the surface mining operation to effectively control erosion and attendant
air and water pollution." The WVSMRR also requires that spoil returned to the mined-
out area to be backfilled and graded to achieve AOC (see 38 CSR-2-14.15.a.). The
backfilling process places the spoil material in the mined-out area, while the grading
process shapes and helps compact the material in a manner that ensures that the material is
stable.
State regulations, (see 38 CSR-2-14.8.a. and 14.15.a) require the backfilled material to be
placed in a manner that achieves a postmining slope necessary to achieve a minimum long-
term static safety factor of 1.3, prevent slides, and minimize erosion. This is often
obtained by using a combination of slopes and terraces (benches) as needed. Generally
acceptable prudent engineering configurations are slopes of 2 horizontal to 1 vertical and
terraces not to exceed 20 feet in width. The 2:1 slope is measured between the terraces.
Compliance with these stability requirements, such as adding terraces and designed slopes,
renders it virtually impossible to replicate the configuration of the land prior to mining.
However, if backfilling and grading utilizes 2:1 slopes with terraces, the mine site will be
reclaimed to a shape that closely resembles the pre-mining configuration.
C. Drainage: The third focus area, drainage, as referred to in the AOC definition,
requires the postmining surface configuration to complement the drainage pattern of the
surrounding terrain. WVSCMRA, see Section 22-3-13(b)(10)(B), (C), (F), and (G).
WVSCMRA also requires the proposed operation "minimize the disturbances to the
prevailing hydrologic balance at the mine-site and in associated offsite areas and to the
quality and quantity of water in surface and groundwater systems both during and after
surface mining operations and during reclamation..." Among these requirements are the
prevention of stream sedimentation, construction of certified sediment structures prior to
disturbance, restoration of recharge capacity of the mined area to approximate pre-mining
conditions, and any other actions that the regulatory authority may require.
The State regulations, (see 38 CSR 2-2.63), define hydrologic balance to mean:
"the relationship between the quality and quantity of water inflow to, water
outflow from a hydrologic unit including water stored in the unit. It encompasses
the dynamic relationships among precipitation, runoff, evaporation, and changes
in ground and surface water levels and storage capacity. "
Specific requirements for the protection of the hydrologic balance are found in 38 CSR 2-
14.5; 38 CSR 2-5.2, 5.3 and 5.4. These performance measures require the minimization
of disturbance to the hydrologic balance within the permit and adjacent areas as well as
preventing material damage outside the permit area. The regulations provide appropriate
measures for complying with these requirements through the use of designed diversions
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3/18/99 DRAFT DOCUMENT Page 6
channels and appurtenant drainage conveyance structures, designed sediment control
structures, and measures, such as minimizing erosion, disturbing the smallest practical area
at any one time, stabilizing the backfill, and retaining sediment within the disturbed area.
As with stability, compliance with these drainage control requirements makes it virtually
impossible to replicate the configuration of the land prior to mining.
Other performance standards that affect the reclamation configuration of the mine site must also
be taken into account. If access to the reclaimed area is necessary, the placement of a road will
obviously factor into the possible post-mining landform. The more flat areas cut into backfill
slopes or placed on the mined bench at the toe of backfill, the more difficult it becomes to create a
reclamation "template" that parallels the land configuration prior to mining. It is an absolute
necessity to provide some combinations of these flat areas in a reclaimed mine backfill for access,
as well as drainage and erosion control (sediment ditches, terraces, diversion channels), to
conform with the environmental performance standards.
Another consideration in designing the post-mining configuration is minimizing the adverse
impacts on fish, wildlife, and related environmental values {see 38 CSR 2-8). While seemingly
general, when put into context with the requirements of the Fish and Wildlife Coordination Act
and Clean Water Act, the provisions combine to limit mine site spoil disposal disturbances to
stream channels and terrestrial habitats. This results in the requirement that excess spoil disposal
should be confined to the smallest practicable site. Minimizing spoil disposal fill sizes means
maximizing the amount of spoil backfill on the mining bench. Maximizing backfilling on the mine
bench does not circumvent the need for stable backfill slopes, adequate drainage control, access
roads (where necessary), and erosion/sediment control. However, it is feasible to configure a
reclaimed area to satisfy configuration, stability, drainage control and also closely resemble the
land surface that existed before mining. The planning process utilized in developing a surface coal
mining permit application, while complex, can and must simultaneously satisfy all of these
competing performance standards.
IV AOC and Excess Spoil Determination
This guidance document applies to steep-slope surface mining operations (see 38 CSR 2-14.8.a),
including area mines and contour mines, that remove all or a large portion of the coal seam or
seams running through the upper fractions of a mountain and propose to return the site to AOC.
As described in the previous sections, many variables, such as stability requirements, drainage
requirements, and sediment control requirements, affect or determine what the post-mining
surface configuration, or shape, of the land will be at a steep slope surface coal mining operation
proposing to return the site to AOC. Incorporating compliance with these performance standards
into the proposed permit application requires the applicant to carefully plan the mining and
reclamation phases of the proposed surface coal mining operation. This process requires, among
other requirements, plans showing: post-mining contour maps, cross-sections, and profiles; spoil
volume calculations; drainage structure designs; sediment control structure designs; access road
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3/18/99 DRAFT DOCUMENT Page 7
designs (if justified); spoil placement sequences; and excess spoil determinations and calculations.
When these findings are integrated, the resulting surface configuration of the land should satisfy
the Congressional intent, as presented in SMCRA, the Legislative intent as presented in
WVSCMRA, and related regulations, of returning the land to AOC.
A. AOC Model: Portraying these performance standards as variables in a model or
formula provides an objective, yet flexible, process for determining what post-mining
surface configuration meets the AOC definition, while complying with the other
performance standards in WVSCMRA. The following terms were developed and defined
for use in the formula:
OC Pre-mining configuration, or volume of backfill material required to
replicate the original contours of the undisturbed area proposed to be
mined.
SR Backfill volume displaced due to compliance with stability requirements.
DR Backfill volume displaced due to compliance with drainage control
requirements.
SCR Backfill volume displaced due to compliance with sediment control
requirements.
AR Backfill volume displaced due to compliance with access/maintenance
requirements.
AOC Volume of backfilled spoil required to satisfy the Congressional intent of
SMCRA for approximate original contour.
This document uses the above acronyms for illustrative purposes only and are not intended
to represent standard engineering terminology. Instead, they illustrate the AOC model
process, rather than quantifying each term in the formula. While the terms can be
quantified individually, this is not required by the AOC model process. Use of the model
results in a reclamation configuration that can be quantified into a cumulative volume,
accounting for the overall effect of the individual reclamation components which are
performance standards in WVSCMRA. Volume calculations, however, are an integral
requirement in order to satisfy the model.
The term "backfill volume displaced" refers not to specific volumes, but to the concept
that, if not for complying with these performance standards, additional spoil or backfill
material volumes could theoretically be placed in the location where these structures or
slopes are proposed. (See Figure 1). In practice, however, placing additional spoil in
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3/18/99 DRAFT DOCUMENT Page
these location will violate other performance standards.
Details of Backfill Volume Displaced When
Complying with Performance Standards
Area between green "pre-mine" line
and blue "post-mine" slope displaces
backfill due to stability [ —
2h /
Green area: backfill \ /
displaced due to access \ -
i A /
20'
Terraces
2h
"*• Red area: backfill displaced
for drainage/sediment control
Figure 1
Based on the terms and illustrations used above, the following formula determines the
amount of backfill which must be returned to the mined area to satisfy AOC.
OC - SR - DR - SCR - AR = AOC
Several of the terms must be further quantified to be used consistently in the AOC model:
Total Spoil Material (TSM) - Total spoil material is all of the overburden that must be
handled as a result of the proposed mining operation. TSM will either be placed in the
mined area or in excess spoil disposal sites (valley fill or pre-existing benches). This value
is determined by combining the overburden (OB) volume over the uppermost coal seam to
be excavated with the interburden (IB) volumes between the remaining lower coal seams.
These values are typically expressed as bank cubic yards (bey).
TSM volumes are determined by using standard engineering practice, such as average-end
area, stage-volume calculations, or 3-dimensional (3-D) grid subtraction methods. The
regulatory authority must have adequate information submitted by the applicant to TSM
properly evaluate TSM calculations. If the applicant utilizes an average-end area method,
cross-sections must be supplied for a base line or lines, at an interval no less than every
500 feet-or more frequently, if the shape of the pre-mined area is highly variable between
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3/18/99 DRAFT DOCUMENT Page 9
the 500-foot intervals. If the applicant utilizes a stage-storage method, planimetered areas
should also be determined on a contour interval (CI) that is representative and reflects any
significant changes in slope (20' CI or less recommended). If a 3-D model is used, the
pre-mining contour map and, if possible, a 3-D model graphic should be provided. The
grid node spacings used in generating volumetrics should be identified. If digital data is
utilized by the applicant, it should be in a format and on a media acceptable to the
regulatory authority.
TSM is determined by calculating the in-situ overburden and interburden volume,
multiplied by a "bulking" factor (BF). Bulking factors are calculated by a two-step
process: 1) "swell" volume is determined from the amount of expected expansion of in-
situ material through the incorporation of air-filled void spaces; 2) "shrink" volume can be
calculated from the amount the swelled material compacts during placement (reducing the
void spaces and, consequently, the volume). Thus, the bulking factor is the swell factor
minus the shrink factor, which varies based on the overburden lithology (e.g., sandstone
swells more and shrinks less than shales). TSM is reported in cubic yards (cy). Permit
applications should contain a justification of the weighted bulking factor utilized-based
not only on the weighting of individual swell factors calculated for each major rock type to
be excavated that will be placed in the backfill, but on the shrinkage or compaction factor
due to spoil placement methods as well. In equation form:
(OB + IB) x BF = TSM
Spoil Placement Areas - There are only two areas that TSM can be placed: 1) disturbed
area (mined area in SMCRA) or backfill (BFA); and, 2) excess spoil disposal areas (ESD),
i.e. valley fills.
BFA the backfill area, referred to as the mine area, is generally thought of as the
area between, if viewed from a cross-section, the outcrop boundaries of the
lowest coal seam being mined. (See Figure 2)
ESD excess spoil disposal sites are areas outside of the mined area used for
placement of excess spoil. (See Figure 2)
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CD AOC backstack
I 1 Undisturbed area
Excess Spoil due to Access
^H Excess Spoil due to Sediment/Drainage
LZJ Excess Spoil due to Stability
Mountaintop bench Excess Spoil Pre-mine topography
Disposal Site
1800
15DD
1400
1200
Contour bench
Figure 2
Original Contour (OC) - The original configuration of the mine area is determined from
topographic maps of the proposed permit area. This configuration is developed through
the use of appropriate cross-sections, slope measurements, and standard engineering
procedures. Sufficiently detailed topographic maps, adequate numbers of cross-sections,
or labeled 3-D model grids/graphics should be submitted that illustrate the representative
pre-mine topography and slopes. Digital data should be submitted with the application in
a format and on a media acceptable to the regulatory authority.
Stability Requirements (SR) - The concept of stability, in this model, focuses on the
stability of the slopes of the spoil material placed in the backfill areas or excess spoil
disposal sites. The spoil material must be placed in such a manner as to prevent slides or
sudden failures of the slopes. State regulations require that slopes be designed to prevent
slides and achieve a minimum, long-term static safety factor of 1.3. This safety factor
should be the result of a worst-case stability analysis. There are standard engineering
analytical procedures, that use unique shear strength and pore water pressure factors of
the spoil material, for performing slope stability analyses. Therefore, it is the spoil
strength characteristics and the water level anticipated within the backfill that determine
the slope to which material can be placed and satisfy the safety factor requirement of the
Federal and state counterpart regulations.
A generally acceptable practice, unless it results in a safety factor of less than 1.3, includes
grading the backfill slopes (between the terraces) on a 2 horizontal to a 1 vertical ratio
(2H: IV, or a 50 feet rise in 100 foot of slope length) and placing terraces where
appropriate or required to control erosion or surface water runoff diversion (See Figure
3). It may be theoretically possible to place spoil on slopes steeper than 2:1, but other
performance requirements may not recommend exceeding 2:1 slopes. For example, the
Mine Safety and Health Administration recommends that slopes not be greater (steeper)
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3/18/99 DRAFT DOCUMENT Page 11
than 2:1, because that is the maximum safe slope for operation of tracked-equipment.
Factor of Safety = 1.3 -j
I
I
MSHA Berm ' Terraces
/ Sediment/ ..J*-.^/
Drainage Ditch U20'-l /
/ Backfill Area
^^r
ine Bench
Values, except 2h:lv slope, are for example only (e.g., width/depth)
Figure 3
Slopes shallower or less than 2:1, with appropriate terraces, would result in more excess
spoil material and would not closely resemble pre-mining configuration. Thus, the basis
for these slopes would have to be documented based on engineering practices and
approved by the regulatory authority. For example, if overburden and interburden were
predominantly weak shales that cannot attain a 1.3 factor of safety at 2:1 slopes, more
gentle slopes could be justified. The 2:1 backfill slope, and associated terraces or
drainage conveyances will determine the ultimate backfill height for the mined area. This
final elevation may be lower than the pre-mining elevation, approximate the pre-mining
elevation, or exceed the pre-mining elevation.
However, as can be seen in Figure 4, this reclamation technique results in a configuration
or shape that closely resembles the premining configuration, when defining the
"approximate original contour."
Drainage Control Requirements (PR) - Drainage structures are used to divert or convey
surface runoff away from the disturbed area, after complying with effluent standards.
These structures must be properly designed to adequately pass the designed flow. These
structures are designed using standard engineering practices and theory. The purpose of
these structures is to minimize the adverse impacts to the hydrologic balance (e.g.,
erosion, sedimentation, infiltration and contact with acid/toxic materials, etc.) within the
permit area and adjacent areas, as well as prevent material damage outside the permit area
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while ensuring the safety of the public. The size and location of these structures vary
throughout the permit area depending on factors, such as travel time, time of
concentration, degree of slope, design peak runoff curve, and depth, length, and width of
drainage structures. The size and location of these structures necessarily reduce backfill
spoil volume because of the flat area required to properly construct effective structures
and meet drainage requirements.
Sediment Control Requirements (SCR) - Sediment control structures, like drainage
control structures, are used to minimize the adverse impacts to the hydrologic balance
within the permit area and adjacent areas, as well as prevent material damage to areas
outside the permit area while ensuring the safety of the public. Their primary purpose is to
prevent, to the extent possible, additional contributions of sediment to stream flow or to
runoff outside the permit area. Oftentimes, drainage control structures and sediment
control structures are combined into a single dual-purpose structure, i.e., the sediment
control structure discharges from the disturbed area. These structures must be properly
designed to accommodate the required sedimentation storage capacity and are designed
using standard engineering practices and theory. As with drainage structures, the size and
location of these structures dictate the amount of flat area that will, consequently, displace
backfill spoil storage. When reviewing the size and placement of these structures for
adequacy in meeting effluent and drainage control requirements, the regulatory authority
will also assess the design plans to assure the structures are no larger/wider than needed
for proper design.
Access/Maintenance Roads (AR) - these structures are often necessary to gain access to
sediment control structures for cleaning and maintenance. They may also serve to provide
principal access to the mining operation and reclamation areas. The size and location of
these roads or benches will vary throughout the minesite and should be based on
documented need. This distinction is important, because the larger the road, the more
backfill material displaced which will increase the size of the excess spoil disposal sites.
The regulatory authority permit review should evaluate the necessity for roads in the final
reclamation configuration and approve only those widths suited for the road purpose and
equipment size.
The top of the backfill should be no wider/flatter than is necessary for safely negotiating
the largest reclamation equipment utilized for the mine site (see Figure 4). Areas larger
than necessary to work this equipment would need to be documented and approved by the
regulatory authority. The final configuration of the top of the backfill should be graded in
a manner to facilitate drainage and prevent saturation.
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Page 13
ZODO -
18OO -
1 6DO -
1 4DO -
12OO -
1000,—
] Backfill
^Excess Spoil Due to Stability
J Undisturbed
I Excess Spoil Due to Access^
Excess Spoil Due I
Sediment/Drajjtajje^
Mountaintop
Bench \
Contour Bench
12OO 1 6OO 2OOO 24-OO 28OO 32OO
Figure 4a-results in lower elevation than pre-mining
1400
backstack
I 1 Undisturbed area
^* Excess Spoil due to Access
^H Excess Spoil due to Sediment/Drainage
L^J Excess Spoil due to Stability
Mountaintop bench
Pre-mine topography
Contour bench
Z600
Z4QO
2200
2000
1800
1EOO
Figure 4b- results in approximately pre-mining elevation
] Backfill (AOC)
] Undisturbed area
] Access road
I Sediment/drainage
1 Excess Spoil Due
to
2:1 Slope
Pre-mine topography
500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000
Figure 4c-results in higher elevation than pre-mining
Figure 4.
Restoring contours and meeting
performance standards
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B. AOC Process Determination
Applying these performance requirements in the mine planning process will determine the
amount of total spoil material which must be retained in the mined-out area. The backfill
material that will be placed within the mined-out area can be backfilled in a flexible
configuration, in accordance with a practical mine sequencing and haulback operation.
Consequently, the resultant post-mining configuration should closely resemble the pre-
mining topography, thus satisfying not only the access, drainage, sediment, and stability
performance standards of WVSCMRA, but AOC in addition (See Figure 4).
Summarizing the formula or process:
Formula: OC - SR - DR - SCR - AR = AOC
Step 1: Determine original or pre-mining configuration (Original Contour
(OC))
Step 2: Subtract from Original Contour:
Volume displaced due to Stability Requirements (SR) (based on
documented plans)
Volume displaced due to Drainage Requirements (DR) (based on
documented plans)
Volume displaced due to Sediment Control Requirements (SCR)
(based on documented plans)
Volume displaced due to Access Requirements (AR) (based on
documented plans)
Step 3: Evaluate results. The remaining volume is what has been termed
backfill (BKF) or spoil material placed in mined-out area. The
configuration of this backfill material will be (point where 2:1
outslopes begin) dependent on the placement of roads, sediment,
and drainage control structures (see Figures 1, 3 and 4 )
Step 4: This is an iterative process that is linked to the placement of excess
spoil in excess spoil disposal sites.
C. Excess Spoil Determination Model: The parameters used in the formula developed
for determining the quantity of backfill material also are used to develop a model or
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formula for determining the quantity of excess spoil. As with the backfill quantity formula,
converting these variables into a model or formula provides an objective, yet flexible,
process for determining what is truly excess spoil-while complying with the performance
standards in WVSCMRA.
Applicable terms and concepts used in the development of the model:
TSM Total spoil material to be handled or available. This material will be
classified as either backfill material (BKF) or excess spoil material (ES)
OC Pre-mining configuration, or volume of backfill material required to
replicate the original contours of the undisturbed area proposed to be
mined.
SR Backfill volume displaced due to compliance with stability requirements.
DR Backfill volume displaced due to compliance with drainage control
requirements.
SCR Backfill volume displaced due to compliance with sediment control
requirements.
AR Backfill volume displaced due to compliance with access/maintenance
requirements.
AOC Volume of backfilled spoil required to satisfy the intent of WVSCMRA for
approximate original contour.
BKF Volume of backfill or spoil material placed in the mined area
ES Volume of excess spoil remaining after satisfying AOC by backfilling and
grading to meet SR, DR, SCR, AR.
The term "backfill volume displaced" refers not to specific volumes, but to the concept that,
if not for complying with these performance standards, additional spoil or backfill material
volumes could theoretically be placed in the location where these structures or slopes are
proposed (See Figure 1). Spoil material unable to be placed in backfill area (in order to
comply with all other performance standards), by default, must be excess spoil (ES), and
placed in an approved excess spoil disposal site(s). The process for quantifying these terms
is in Section IV A, above.
The ES quantity, as determined by the following formula, is obtained by complying with the
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3/18/99 DRAFT DOCUMENT Page 16
stability (slopes) standards as well as incorporating the other performance standards such as
drainage controls, sediment control, and access/maintenance requirements.
The excess spoil relationships.
ES = TSM - BKF
Since BKF = OC - (SR + DR + SCR + AR),
Therefore:
ES = TSM - (OC - (SR + DR + SCR + AR))
The regulatory authority should carefully evaluate the spoil balance information provided in
the permit application to assure that excess spoil volumes are not inflated merely for
achieving cost savings from material handling costs. Inflated excess spoil volumes would
most likely occur because of wider or more numerous flat areas than required for drainage,
sediment, or erosion control; access roads; or top of backfill areas. Use of backfill slopes
less that 2:1 would also increase the excess spoil disposal. Permits that propose to conduct
steep-slope surface mining operations, but change plans due to unanticipated field
conditions (e.g., mining reduced to contour strip from area mining), should submit permit
revisions containing revised volumetric calculations and excess spoil designs.
Solving this formula establishes the quantity of excess spoil material (ES) that must be
placed in an excess spoil disposal site(s) (See Figure 2). Generally this ES volume, and/or
mining logistics, requires more than one site. Typically, in steep-slope regions of
Appalachia, excess spoil is placed in adjacent valleys. In areas where extensive "pre-law"
mining (prior to passage of SMCRA, or August 3, 1977) has occurred, pre-existing benches
are commonplace. Sometimes, operations utilize adjacent pre-existing benches (without
coal removal occurring) as part of the permitted area for excess spoil disposal-if in close
proximity to the operation. More often, pre-existing benches are part of the mined area,
and provide for storage of additional backfill material-ultimately reducing the volume of
excess spoil. Performance standards for excess spoil disposal areas are found in 38 CSR 2-
14.14.
The most common site selected to place excess spoil is in the adjacent valleys. Site selection
is typically made by calculating a stage-storage-volume curve for each valley adjacent to the
mining operation. This stage-storage relationship changes, dependent on the point in the
valley from which the downstream limits of fill is established. The permit application should
contain the alternative stage-storage-volume data illustrating the various valley capacities
for excess spoil storage dependent on toe location and crest elevation.
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Page 17
If pre-existing benches are to be used as excess spoil disposal sites, the capacity of each pre-
existing bench area must be calculated. Typically these calculations utilize the average-end
area method based on cross-sections representing the site configuration. After determining
the capacity of these sites, the total value determined for excess spoil will be reduced by
this value. The remaining quantity of excess spoil will then be placed in an adjacent
valley(s), as described above.
Other factors, besides the quantity of material, that go into this ES site selection may
include: 1) if a valley, the steepness of the valley profile (so as not to exceed 20 percent for
durable rock fills or other value designated by regulatory authority relative to design
changes for additional stability); 2) location in relation to mining phase; and, 3) other
statutory requirements, such as the size of watershed that can be disturbed without
additional permitting requirements.
Regardless of which factor(s) determine the location of the toe of the fill, the process is an
iterative procedure that requires the available backfill and excess spoil material to balance,
consistent with the formula developed above. After this material balance is achieved, the
excess spoil disposal areas are designed to accommodate this quantity of excess spoil. If the
excess spoil disposal site is a valley fill, this design will determine the height or elevation of
the crest (top) of the excess spoil disposal site or fill. Once this design is complete, and top
of fill elevation is determined, the next step would be to repeat or perform another iteration
using the AOC model or process (See Figure 5).
If the excess spoil disposal sites are pre-existing bench areas, the sites are designed to
accommodate the calculated quantity of excess spoil, while complying with the performance
standards imposed by the regulatory authority's regulations.
2200
2000
1BDO
1600
1400
1200
1000,
/Backfill
-'Undisturbed area
'"Excess spoil due to access
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Page 18
D. Combining AOC Model with Excess Spoil Determination Model: The excess spoil
model in Section IV B establishes the quantity of material that must be placed in an excess
spoil disposal site(s). Performing a material balance, comparing the excess spoil volumes
with the valley storage possibilities established the height or elevation of the fills. At least a
second iteration of the AOC model must be performed to establish the final reclamation
configuration. Before performing a new iteration of the AOC model (as in Section IV A),
another term or concept must be introduced. The new concept determines the interface
between the backfill area and the excess spoil disposal area. (See Figure 2). This
demarcation can be used consistently in any steep slope mining situation, and is determined
using the following process:
Locate the outcrop of the lowest seam being mined, whether contour cut only or
removal of the entire seam. (See Figure 6)
Project a vertical line upward beyond the crest of the fill and backfill elevations (See
Figure 2).
The area where coal removal occurs, to one side of this line, is backfill area (BFA);
and, the area on the other side of the line, including the valley bottom, is excess spoil
disposal area (see Figure 2).
2200
2000
1BOO
1EOO
1400
1200
AOC backstack
Undisturbed area
Excess Spoil Due to Access
Excess Spoil Due to Sediment/Drainage
Excess Spoil Due to Stability
Lowest Coal Seam Crop
Pre-mine topography
-Mined
Figure 6. Lowest coal seam outcrop and mined area
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Page 19
Establishing this boundary between excess spoil areas and backfill areas is not arbitrary. It is
the same procedure used by some regulatory authorities in determining where permanent
diversion ditches must be located. Also, this boundary establishes where permanent
sediment control structures may be placed without being considered a violation of the
prohibition of locating a permanent impoundment on an excess spoil disposal site.
This point becomes a reference line to perform the second or additional iterations of the
AOC model used in Section IV A. That is, the road access, stability, drainage, sediment
control analysis is applied to establish where backfilling at a 2:1 slope begins. The
additional material placed on the mined area as a result of the iteration process creates the
need to perform another material balance exercise, as describe above in Section IV B. This
readjustment of the material balance may result in a reduction of excess spoil volume. In
either case, the elevation of the fills would not be lowered, but instead the material balance
would result in a reduction of length of the fills or possibly the elimination of some proposed
fills (See Figures 7 and 8).
J AOC backstack
Undisturbed area
Excess Spoil Due to Access
' Excess Spoil Due to Sediment/Drainage
1 Excess Spoil Due to Stability
Additional backfilk Excess
1 Backfill ^— spoil \
Vertical projection
of lowest coal seam
Pre-mining topography
Backfill
Figure 7
Backfill
Undisturbed Area
Final
topography
Pre-mine
topography
1400
12DO
1000
Figure 8
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Page 20
2600
2400
2200
2000
1BOO
1600
1400
1200
1000
Second iteration AOC
Company proposed AOC
First iteration AOC
First iteration material balance fill
Original valley profile
Second iteration material balance fill
1000
2000
3000
4000
5000
6000
7000
eooo
9000
Figure 9. How the AOC process affects fill length
Reevaluation of fill designs using this second iteration becomes an important component of
the permit design. Reduction in fill lengths could result in the toe of the fill being placed
upon too steep of a slope-requiring additional material excavation for a keyway cut, or
additional material placement for a stabilizing toe buttress.
However, this process may still result in large flat areas at the fill crest that could be used to
store additional backfill. This provides the further option of storing additional excess spoil
in the crest area-reducing excess spoil fill length. This option would further minimize
terrestrial and aquatic impacts in the excess spoil disposal area because the toe of the fill
would move upstream (See Figure 9).
E. Contour Mining Operations: Contour mining excavates only part of the mountainside,
leaving undisturbed areas above and below the excavation (see Figure 10). The mining
phase of a contour mine creates a cliff-like highwall and shelf-like bench on the hillside that
must be restored to approximate original contour, with the highwall completely eliminated,
in the reclamation phase. The AOC/excess spoil determination models, described in IV A-
C, are used to achieve AOC and determine excess spoil volumes for this type of surface
mining operation as well.
For example, a contour mine typically takes one (1) contour "cut" (see Figure 10) and
progresses around the coal outcrop, leaving a highwall and bench after the coal is removed.
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Page 21
Reclaiming the site, utilizing the AOC process, would require documentation showing
drainage structure designs, access road requirements, and properly designed sediment
structures. The application would also require documentation demonstrating the stability of
the outslope of the material placed in the backfill area. Regulations require that slopes be
designed to prevent slides and achieve a minimum long-term static safety factor of 1.3. A
generally acceptable practice, unless it results in a static safety factor of less than 1.3,
includes grading the backfill slopes (between terraces where required) on a 2 horizontal to a
1 vertical ratio (2H:1V) (See Section IV A for details). If compliance with the other
performance standards, i.e., drainage, access, and sediment control, result in backfill out-
slopes being steeper than 2:1, the application should contain adequate documentation that
the backfill configuration meets a 1.3 static safety factor (see Figure 10). Documentation
described in Section IV A would be required if slopes flatter than 2:1 are proposed.
Highwall
i Undisturbed area
^•Backfill displaced-stability
^•Backfill displaced-drainage
Backfill displaced-access
Backfill
Contour bench
Figure 10
Oftentimes, contour mining operations encounter long, narrow ridges or points that require
more than one cut to recover the coal seam(s). Although the mining phase utilizes both the
contour and area mining methods when this occurs, the AOC/excess spoil determination
models are used in the same way for determining AOC and excess spoil volumes. The same
principles and performance standards apply-drainage, sediment control, and access
requirements must be designed and documented. Also, compliance with the stability
requirements for the outslopes of the backfill must be achieved and documented.
However, in order to comply with these requirements and achieve AOC, the reclamation
phase of these sites must integrate two perspectives when utilizing the AOC model:
1) elimination of the highwall (perpendicular to the ridge line); and, 2) returning all spoil
material that is not excess spoil to the mined area(s) (the area between the highwall and the
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end of the ridge line). Combining the two perspectives results in a postmining configuration
that closely resembles the general configuration of the ridge or point prior to mining, while
still complying with the performance standards discussed earlier in Section IV A- D.
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SURFACE MINING
CONVENTIONAL AUGER AND
HIGHWALL MINING METHODS
Presented by:
IAN CARR
MINING TECHNOLOGIES, INC
-------
HIGHWALL
EXPOSED COAL SEAM
-------
AUGER MINING SYSTEMS
SINGLE AUGER
DUAL AUGER
TRIPLE AUGER
-------
SINGLE AUGERS
-------
DUAL AUGERS
-------
TRIPLE AUGERS
-------
TRIPLE AUGERS
-, :
«•
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AUGER MINING SYSTEMS
SALEM TOOL, INC.
BRYDET DEVELOPMENT CORPORA TION
-------
SALEM TOOL, INC
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SALEM TOOL, INC.
-------
SALEM TOOL, INC
-------
BRYDET DEVELOPMENT
CORPORATION
-------
BRYDET DEVELOPMENT
CORPORATION
;
-------
BRYDET DEVELOPMENT
CORPORATION
-
-------
BRYDET DEVELOPMENT
CORPORATION
-------
BRYDET DEVELOPMENT
CORPORATION
^3^ - ft
-------
BRYDET DEVELOPMENT
CORPORATION
-------
BRYDET DEVELOPMENT
CORPORATION
-•- •
-------
HIGHWALL MINING SYSTEMS
THEARCHVEYOR
SUPERIOR HIGHWALL MINERS
ADDCAR HIGHWALL MINING
-------
THE ARCHVEYOR
-------
THE ARCHVEYOR
-------
THE ARCHVEYOR
-------
SUPERIOR HIGHWALL MINERS,
INC.
-------
-
-------
SUPERIOR HIGHWALL MINERS,
INC.
SUPERIOR HIGHWALL MINER
SHM
-------
SHM PUSHBEAM
-2O FEET-
TET
7 FEET
20 INCHES
L
^ 7" DIAMETER AUGERS
FRONT VIEW
-------
SUPERIOR HIGHWALL MINERS,
INC.
m
-------
ADDCAR HIGHWALL
MINING SYSTEM
-------
; ' -'
* &
+ *j&-
-------
ADD CAR SYSTEM
COMPONENTS
CONTINUOUS MINER
CONVEYOR CARS
LAUNCH VEHICLE
STACKER CONVEYOR
WHEEL LOADER
-------
CONTINUOUS MINER
-------
CONVEYOR CARS
-------
LAUNCH VEHICLE
-------
r^ ,
-------
STACKER CONVEYOR
-------
WHEEL LOADER
-------
ADDCAR MINING PROCEDURE
-------
-------
-------
-------
STEEP DIP
HIGHWALL MINING
-------
ADDCAR HIGHWALL
MINING SYSTEM
DDCAR
Mining Technologies, Inc.
-------
A West Virginia Mining Case
-------
The
Decision-Making Process
Related to Coal Mining
Presented to EIS Symposium
June 24, 1999
-------
NITIAL INVESTIGATION
+ + + +
/ ENVIRONMENTAL / / GEOLOGICAL / / OPERATIONAL / / TOPOGRAPHICAL /
1 1
C
^
1
ONCEPTUAL MINE PLAN
" W
1
/iiMncD^Dniikin MIME / / CIIDCA.-C MIME / / COMBINED SURFACE /
UNDERGROUND MINE / / SURFACE MINE / / AND UNDERGROUND /
1
PRELI
^
/ MOUNTAINTOP / /
1
DET
+ J
/DRAINAGE AND / /
EDIMENT CONTROL / / RA AMPF"
PLAN / /
f ,
1
\
i '
MINARY SURFACE MINE PLAN
1' V
^-riMTnim / AncA , / / COMBINED /
CONTOUR /AREA/ / /MOUNTA|NTOP CONTOUR /
HinHWAI 1 MIWPR / / IVIUUIN InlNlUr - OUINIUUK - /
HIGHWALL MINER / / AREA - HWM /
1
AILED SURFACE MINE PLAN
J i
:
//OPERATING PLAN: / / POST-MINING /
/ MINE SEQUENCE / / LAND USE PLAN /
i ' i
// / II II 1
TRANSPORTATION / / EXCESS SPOIL / /^J^M'^MIZMT*^ / / ncwc^T^T?™, /
m AM / / rMon/^oAi m AM / / EQUIPMENT / / REVEGETATION /
PLAN / / DISPOSAL PLAN j / SELECTION / / PLAN /
1 r
, ,
/SPECIAL HANDLING / / BLASTING /
/ PLAN / / PLAN /
Overall
Decision
Process
-------
DECISION TO MINE
vs
INVESTMENT ELSEWHERE
COAL MINING
INVESTMENT
USA
Outside
West Virginia
West Virginia
Outside USA
-------
Mining Options
USA Outside West Virginia Outside USA
West Virginia
Other Appalachia Southern WV
(Low Sulfur)
Wyoming
Utah
Colorado
Other
Northern WV
(High Sulfur)
Colombia
Venezuela
Australia
South Africa
Other
-------
Preliminary Investigation
Definition of Key Characteristics of
Multiple Reserves
Required for Valid Comparison of
Competing Opportunities
-------
PRELIMINARY INVESTIGATION
ENVIRONMENTAL
OPERATIONAL
GEOLOGICAL
TOPOGRAPHICAL
-------
ENVIRONMENTAL
Unique Aquatic or Terrestrial Habitat
Endangered Species
Special Characteristics
Water Quality
• Existing Acid Mine Drainage (AMD)
• TMDL (Upcoming)
Proximity to Residents / Communities
Archeological, Historic, Cultural Features
-------
Environmental Factors
13K
pH, TS
,Mn,
r n~ P" \
ID
^i
onc
Grou
0.7 mi
qmfe
Hicrvv£iier
li
mmu
Tl
u
TS)S), pH, Iron, Mn, Acidi'ty, Alkalinil
!ond
ere?
IDS
xisiing Trsaimsnt, If any
-------
Environmental Factors
•olleci
- Prob
Eval
c\
orisecruerice;
- rl
void AMD and iVIaterial
m
T
crri e ri r
vo
r
ri
:o lt«
Tl
rlycirologic Balance m Project Ar
-------
GEOLOGICAL
Stratigraphy
Coal Seam Thickness
Coal Quality
Overburden Types (Sandstone, Shale, Other)
Overburden Quality
• Acid Base Accounting
• Slake Durability
• Strength
-------
Geology
I rr r ri
<\.\.<\
-------
-------
Classification of Reserves
,ess than
-------
Reserve Classification
Proven - Area of influence
<1,320
Probable - Area of influence
1,320'-2,560'
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
] Upper Kittanning (Lower Split)
^ Middle Kittanning
X No. 5 Block
Upper Stockton
Middle Stockton
C^alburg
/^^^^^--r--. _... ^g& r^r^l \ \
i''\i-- f"' ^4^? -^-x"V^^r '
-------
-------
COP.4NT: lEl JM1 CtMPANr
PR9.ECT HA«E; BAL^EX PflOPErrr PROJECT KUHBES: 1
9 Ssp 91 13:19:1E.
3£«H Wuftfc
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i, im
BORE m\E LOG B3ftE HLWBER • DT9KJ6 •
WJfl.Yr ICAL
EKSEIE,
5*."[>5TWE,
SAlltSTCWE, BS(V« GBEV, FINE E*ft]H SHE, HEUILW CRMB &12:. HISS LYE.
!I-*LE: SdfcDT, CRET, LA" : HATED, DISTlhDT E*SE, MEDIUH HABS.
:0*L, OCSTJNCT BASE. MEDIUM HABfJ.
^ARBOKfiCFDUa SHAI F ! CGA.lv, Hl^.nff, SK^frP HA5E , ufP]LH BASE ,
ILATSTOiE, LIGHT GSET, flMT ilBui?TLSEs, C'JtTiKCr SASt, nttJLB HARD.
CMKhACECUS SHALE, BLACK, DI5T1HCT USE, MENU" HARD.
SHALY LDAL, CII.SflHrr EA^E , MEDIUM BARD.
FIBECLAV, ^RE*. DFSTIUCT RISE, MEDIU» sc'T.
CDAL • HULL, UJ5UMCI HASE , "tJILW HMD.
CJRBPHAK01J5 SHULE, BISCK, DISTiHCT MSt. "EC ILK HA«[>,
CDAL, DI5TJh:T BASE, MEUILH HARD.
CML - BtlHff, OrSTHCT RB3E, HEDIU" HAED.
CCML, DlSTlHCT (US'-, MLDILH BARD.
OIL • B""n, orsTmrT B*SE, MEDIU« HAED.
B^NE, UlSTIHCI bAS4r MLCJLH BARD.
C3*l, DIST;RCT BA5£. "ECIL" HARP,
U^WE. LJl^TiM'lT BA^r MLCILH BARD.
CMI - HQHFT, DISTINCT RBiE, MEDIU" HAED.
bj«E. E'K'T:nCT BA££, MLLJLH HARD.
CMI - HOBEY, DISTINCT BASE, HEDIU" HARD.
C*RBO«Ai:t3US SHALE, out;, UISIIHCI BASE, HDJLH HARD.
SHAIT CDAL; BDUET, SH«P S*SE, MEDIU" HARD,
tftrfl^TrjHE- : SHt..E1, ECtV, 'Jhb GM[H SIZE, HfQ]LH ^fiflrH FIC7F, r.Rr.t;^
RFnoEJ, »»SS;^. SHdSP MSE. MEU1UB IIABD.
C4RHOHAre3(JS 5H1LE. BLAW, IWSS[fE, SXURP BASE, HECILW HARD.
SHALE, GREV, 3:^'|NL1 fe*.SE, KhDLUn hMRD.
QUBBDHACFajS 5Hfl:F, eLAW. HAiSr^E. 0[5'|UC~ R*?E, NEO[yM HfiRJ .
CLA1STOHE, fi«E'\ [Hill NCI BASE, KtDLUn 4BR3.
(XAL • BOHEV, DI;T:«CT »ASt, ntuLn HARD.
MBECLAf. GliEV. f Mi^FEBOus. CjETUri BASt , «E]:.« BMC.
EHSLE: 5*»[«, CBEY, SIDFSITK, =W5[LrFEiiCPjS, LA":HAT£B, DISTIkIT
MSE, MEIMLH HABI>.
SAhOSlDMt: SKflLEf, BR3UH CKEf, :1 k F TIU[H SIJE, Uf31u« ORATH SIZE,
HASSrVE, ESCSS BEODED, SHIRP BASE, h|BD.
ECAL • BOBEY, DIST!HCT BASE, ntcJLJH HARD.
Geologist Log
-------
Geophysical (Electric) Log
-------
Stratigraphic Cross-Section
50492
44468
50489
1400
1300
1200
1100
1000
900
—
re (us)
re (LS)|
w}—
/....i /
V ^
/ \..«i'
f
us/_
MS,—
re'
f
— >
/
/
J
f
/
(
/'
re (us)
\ / ••••..JI4B)
V /~~
y
\ /
v /
*• " v /
V
\
\ —
re (us)
— *VUK (LS)
MS
1400
1300
1200
1100
1000
900
0+00
20+00
40+00
60+00
80+00
100+00
120+00
-------
Geologic
Column
~)EPTH
r- 0
\J
20
4Q 63. 12'
60
4.-761
80 9-*8'
100
120
140
160
180
200 s,92'
220
240
~r~ 6.00'
260
25.2V
280
DRILLHOLE
^^^H
i
Upper Kittanning (Upper Split) 5.07'
Upper Kittanning (Middle Split) 1 .31'
Upper Kittanning (Lower Split) 1.41'
Middle Kittanning 2.47'
"s
"s
a
o
5-Block5.21'
Upper Stockton 4.44'
Mlrlrlla Qtrt^L-trtn 1 ^^'
IVMGGie oTOCKTOn I.OO
Coalburq 1.62'
-------
-------
OPERATIONAL
Location
Access
Legal Considerations
• Mineral Ownership
• Surface Ownership
• Oil and Gas Rights
Infrastructure
• Coal Preparation Facilities
• Transportation Facilities
-------
TOPOGRAPHICAL
Drainage Patterns
Natural Terrain
• Slopes
• General Configuration
Relative Elevations
• Coal Seams to Surface
• Seam to Seam
Potential Excess Spoil Sites
-------
1140 Acres
Original Topography
-------
Conceptual Mine Plan
Identification and Evaluation
of
Alternatives
-------
CONCEPTUAL MINE
PLANNING
UNDERGROUND
MINING
OPTION
S COMBINATION
UNDERGROUND
and
SURFACE MINING
OPTION
SURFACE
MINING
OPTION
-------
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
Upper Kittanning (Lower Split)
Middle Kittanning
No. 5 Block
Upper Stockton
Middle Stockton
Coalburg
^cii?, yl^^sx^'fes^'"'
-------
Reserve Criteria
Mining Method Analysis
Assumptions
Deep Mining
A Minimum 30" Mining Height
B Minimum 100 feet of Cover
C Leave 100 foot outcrop barrier
D Reserve size of at least 500,000 clean, recoverable tons
E Mining Recovery of 60%
F Must have at least 40 feet of interval to subjacent or superadjacent deep mining
G Yield must be greater than 50%
H Minimum 3" Out of Seam Dilution added during mining
I Must leave 200 ft. barrier to old works
J Must leave 100 ft. radius barrier around gas wells
Contour Mining
A Must have at least 20 feet of cover
B Seam must be at least 12" thick to be recovered
C 85% pit recovery
D Bench width must be at least 80 feet.
E Split must be at least 6" to be loaded
Mountaintop Mining
A Must have at least 20 feet of cover
B Seam must be at least 12" thick or 6" if a split of another seam to be recovered
C 85% pit recovery
Miscellaneous
A Washed Quality based on 1.60 float gravity
B Plant efficiency is 92%
C Ash must be less than 16% (Dry Basis) to be direct shipped
D BTU must be at least 12,800 (Dry Basis) to be direct shipped
-------
UNDERGROUND MINING
Identify Minable Seams Based on Available
Reserve and Projected Mining Conditions
• Seam Extent and Thickness
• Roof and Floor Conditions
• Expected Recovery
Identify Potential Mine Portal Sites
Estimate Coal Extraction Rate
Predict Coal Quality (Markets and Price)
Define Other Constraints / Assumptions
-------
Underground Mining
Percent Recovery
Room a:
iVIinin
70^80%
0
-------
AMD Prediction:
Underground or Auger Minin
AMDPo
ntial IxiLicatecl? - No
Toiai it?
Dcr
AMD Potential Incii
Eliminate Potential AMD?
r/xen oi
;e Run of Mine Re
•--^ -^^ ,^
Dcly lYIinabli
Arable il;
rri
1 on;
-------
No. 5 Block
Five Block Underground Area
-------
r"j
/50501
Upper Stockton
Middle Stockton
Upper Stockton
Underground Mine
-------
1050
Upper Stockton
Structural Contours Upper
Stockton
-------
CUT INTO OLD MINE
CUT INTO THIN SEAM
MINER WORKS
Upper Stockton
THIN SEAM MINER WORKS
UPPER STOCKTON CONTOUR
Bigtree Underground Mine Works
-------
-------
-------
SURFACE MINING
Identify Minable Seams Based on Thickness and
Incremental Ratios
Tentatively Assign Mining Method to Each
Seam (Mountaintop, Contour, Area)
Predict Coal Quality Per Seam or Seam Split
(Markets and Price)
Identify Strata Requiring Special Handling
Identify Excess Spoil Disposal Sites
Define Other Constraints / Assumptions
-------
Surface Mine Methods
Percent Recovery Within Pit
%
-------
Combination Underground
and
Surface Mining
Identify Seams to be Surface Mined
Identify Seams to be Deep Mined
Locate Excess Spoil Disposal Sites
Locate Underground Mine Facilities to Avoid
Conflicts with Surface Mining
Define Other Constraints / Assumptions
-------
Preliminary Surface Mine Plan
NOTE: Presumes That Other
Alternatives Have Been Considered and
Discarded
-------
PRELIMINARY SURFACE MINE
PLANNING
IMOUNTAINTOP
MINING
CONTOUR/AREA/
HIGHWALL MINING
< COMBINATION
MOUNTAINTOP -
CONTOUR - AREA -
HIGHWALL
-------
MOUNTAINTOP MINING
Define Economic Extent of Potential Mining
Estimate Coal Recovery as Tonnage and
Quality Per Specific Seam
Construct Preliminary Layout
. General Mine Sequence
. Preliminary Regraded Configuration
. Preliminary Spoil Balance
. Preliminary Drainage Control Plan
Define Specific Assumptions / Constraints
-------
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
Upper Kittanning (Lower Split)
Upper Kittanning
Mountaintop Area
-------
Middle Kittanning
Middle Kittanning
Mountaintop Area
-------
No. 5 Block
Five Block Mountaintop Area
-------
Upper Stockton
Middle Stockton
Upper and Middle Stockton
Mountaintop Area
-------
CONTOUR / AREA / HIGHWALL
MINING
Assign Mining Method to Each Seam
Define Economic Extent of Mining per Seam
Estimate Coal Recovery as Tonnage and
Quality Per Specific Seam
Construct Preliminary Layout
• General Mine Sequence
. Preliminary Regraded Configuration
. Preliminary Spoil Balance
. Preliminary Drainage Control Plan
Define Specific Assumptions / Constraints
-------
Contour Mining
-------
Upper Kittanning (Upper Split)
Upper Kittanning (Upper Split)
Contour
-------
Upper Kittanning (Middle Split)
Upper Kittanning (Middle
Split) Contour Area
-------
Upper Kittanning (Lower Split)
Upper Kittanning (Lower Split)
Contour Area
-------
No. 5 Block
Five Block Contour Area
-------
Upper Stockton
Middle Stockton
Upper and Middle Stockton
Contour Area
-------
Upper Stockton
Middle Stockton
Upper and Middle Stockton Contour
Area/Upper Stockton Auger Area
-------
Coalburg
Coalburg Contour Area
-------
Coalburg
Coalburg Contour/Auger Area
-------
COMBINED MOUNTAINTOP -
CONTOUR - AREA - HWM
Assign Mining Method to Each Seam
Define Economic Extent of Mining per Seam
Estimate Coal Recovery as Tonnage and
Quality Per Specific Seam
Construct Preliminary Layout
• General Mine Sequence
• Preliminary Regraded Configuration
• Preliminary Spoil Balance
• Preliminary Drainage Control Plan
Define Specific Assumptions / Constraints
-------
Detailed Mine Plan
-------
DETAILED
MINE PLAN
DETAILED SURFACE
MINE PLAN
DRAINAGE
AND SEDIMENT
CONTROL PLAN
TRANSPORTATION
PLAN
MATERIAL
BALANCE
EXCESS SPOIL
DISPOSAL
PLAN
SPECIAL
HANDLING
PLAN
UNDERGROUND MINE
PLAN
CIPERATING PLAN
MINE SEQUENCE
POST-MINING
LAND USE
PLAN
OPERATING
PLAN:
EQUIPMENT
SELECTION
REGRADING /
REVEGETATION
PLAN
BLASTING
PLAN
-------
Drainage and Sediment Control
Locate Primary Sediment Control
Structures
• Ponds at Valley Fills
• On-Bench Sediment Structures
Define Temporary Sediment Control Plan
Complete Detailed Drainage Designs
• Sediment Ponds
• Sediment Channels
• Drainage Channels / Flumes
• Culvert Designs (Roads, etc.)
-------
-------
-------
Material Balance
Calculate Total Material to be Excavated
Determine Volume of Coal to be Recovered
Difference x Swell (typically 25%) Equals
Total Spoil Material
Determine Volume of Backfill to Achieve the
Post-Mining Configuration
Total Spoil Less Backfill Equals Excess Spoil
Location of Spoil Disposal Sites Relative to
Spoil Generation Sites is Critical to Mine Plan
-------
Excess Spoil Disposal Plan
Define Needs / Constraints / Limitations
• Volume Required Per Site
• Section 404 Considerations
Situate Excess Spoil Disposal Facilities
• On-Bench Where Available and Practical
• Valley Fills
Design Details
• Volume
• Stability
• Drainage (Internal and Surface)
-------
-------
-------
L"! WATERSHED
VALLEY FILL
Valley Fill Watersheds
-------
Upper Stockton
Middle Stockton
Valley Fill Volumes
(MMCY)
-------
-------
Special Handling Plan
Identify Stratum Requiring Special Handling
• Determined By Geologic Investigation
Blending, Isolation, or Encapsulation?
• Decision Generally Based on Potential Acidity
Relative to Neutralization Potential
Design Details
• Volume of Potential Toxic Material
• Availability and Volume of Containment or
Blending Material
• Drainage (Internal and Surface)
-------
Operating Plan: Mine Sequence
Operating Plan Must Consider
• Logical Starting Point, Stopping Point
• Multiple Seams with Varying Quality
• Different Mining Methods Employed Per Seam
• Overall Reserve Configuration
Develop Detailed "Cut" Sequence by Seam
Contemporaneous Reclamation
• Based on Mining Methods and Equipment
• NOTE: Smaller Fills, Higher Backfill Conflict with
Tighter Contemporaneous Reclamation
-------
Operating Plan: Equipment Selection
Evaluate Each Mining Horizon Based on Particular
Characteristics
• Thickness
• Material Type
• Spoil Handling Requirements
Assign Appropriate Equipment to Each Horizon
• Front End Loader / Truck Spread
• Hydraulic Shovel / Truck Spread
• Electric Shovel / Truck Spread
• Dozer Push Spread
• Dragline
-------
Operating Plan: Blasting Plan
Identify Blasting Constraints
• Nearest Protected Structures
• Deep Mines Within 500 Feet
• Strata Requiring Special Handling Within Logical
Horizon
Develop General Blast Design For Each
Horizon
Determine Applicability of Cast Blasting
-------
-------
Post-Mining Land Use Plan
Mountaintop Mining?
• Develop Higher and Better Post-Mining Land Use Per
SMCRA
Select Post-Mining Land Use: Original or Alternate?
Determine Required Configuration of Regraded
Surface To Accommodate Chosen Use
Factors To Consider
• Long-Term Access
• Long-Term Maintenance
• Measures of Success
• Economics
-------
Regrading / Revegetation Plan
Compatible With Post-Mining Land Use
• Land Forms and Drainage
• Types of Vegetation
Regraded Configuration
• Varies Depending On Final Land Use
• Must Be Durable and Stable
Revegetation
• Avoid Non-Native Species
• Must Complement Post-Mining Land Use
-------
Environmental Factors
,rosicm ana
PI an
-------
Transportation Plan
Access To Mine Reserve Area From Existing
Highways
Internal Access
Coal Transport From Site To Processing Plant
or Shipping Point
Coal Transport to Markets
• Rail
• Truck
• River
-------
FINALLY Permitting
Regulatory Review
Public Inspection and Comment
Regulatory Approval
-------
-------
SUMMARY
-------
Mining Method Analysis
Coal Reserves
Mining Method Reserve Summary
| Acres Available for Mining
Seam. Underground
Upper Kittanning Rider
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
Upper Kittanning (Lower Split)
MiddleKittanning
No. 5 Block Seam 97.21
Upper Stockton Seam 521 .52
Middle Stockton Seam
Coalburg Seam
Total 618.73
I
Seam Underground
Upper Kittanning Rider
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
Upper Kittanning (Lower Split)
MiddleKittanning
No. 5 Block Seam 60%
Upper Stockton Seam 60%
Middle Stockton Seam
Coalburg Seam
I
Seam Underground
Upper Kittanning Rider
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
Upper Kittanning (Lower Split)
MiddleKittanning
No. 5 Block Seam 1.63
Upper Stockton Seam 1 .58
Middle Stockton Seam
Coalburg Seam
Total
Contour
-
53.10
53.10
76.58
28.14
181.90
236.18
236.18
131.61
996.79
Auger
-
2.93
-
-
-
48.80
64.16
-
65.66
181.55
Mountaintop
-
72.99
72.99
83.70
28.14
382.39
641 .40
641 .40
757.43
2,680.44
Mining Recovery
Contour
-
85%
85%
85%
85%
85%
85%
85%
85%
Specific
Contour
-
1.28
1.30
1.51
1.67
1.35
1.24
1.23
1.34
Auger
-
30%
-
-
-
30%
30%
-
30%
Gravity
Auger
-
1.28
-
-
1.67
1.35
1.24
-
1.34
Mountaintop
-
85%
85%
85%
85%
85%
85%
85%
85%
I
Mountaintop
-
1.28
1.30
1.51
1.67
1.35
1.24
1.23
1.34
|| Seam Thickness (feet) Recovered |
Underground
-
-
-
-
-
6.37
4.88
-
1
11.25
Contour
-
5.07
1.31
1.41
2.47
5.21
4.44
1.35
1.62
22.88
Auger
-
5.07
-
-
2.47
5.21
4.44
-
1.62
18.81
Mountaintop
-
5.07
1.31
1.41
2.47
5.21
4.44
1.35
1.62
22.88
1 1 Wash Yield (with 92% Plant inefficiency) |
Underground
-
-
-
-
-
46.43%
50.87%
-
1
|| Saleable
Underground
-
-
-
-
-
383,191
1,671,041
-
-
| 2,054,232
Contour
-
75.16%
76.70%
47.55%
52.14%
70.86%
79.10%
83.12%
58.71%
Tons Available
Contour
-
299,215
80,125
89,554
69,910
1,047,266
1,188,213
376,582
193,783
3,344,648
Auger
-
75.16%
-
-
-
70.86%
79.10%
-
58.71%
by Mining
Auger
-
5,824
-
-
-
99,157
113,925
-
34,122
253,028
Mountaintop
-
75.16%
76.70%
47.55%
52.14%
70.86%
79.10%
83.12%
58.71%
Method |
Mountaintop
-
411,294
110,138
97,880
69,910
2,201,560
3,226,861
1,022,693
1,115,242
8,255,579 |
-------
Mining Ratios by Method
CLEAN RATIOS
Upper Kittanning Rider
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
Upper Kittanning (Lower Split)
Middle Kittanning
No. 5 Block Seam
Upper Stockton Seam
Middle Stockton Seam
Coalburg Seam
BCY
Mountaintop
4,685,843
2,654,562
1,216,455
775,018
32,913,744
66,635,224
6,200,739
30,764,467
Incr. Ratio
Mountaintop
11.39
24.10
12.43
11.09
14.95
18.79
6.06
27.59
Cum. Ratio
Mountaintop
11.39
14.08
13.82
13.54
14.61
17.80
16.12
17.67
145,846,052
CLEAN RATIOS (No auger)
Upper Kittanning Rider
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
Upper Kittanning (Lower Split)
Middle Kittanning
No. 5 Block Seam
Upper Stockton Seam
Middle Stockton Seam
Coalburg Seam
BCY
Contour
3,272,579
1,064,587
1,063,456
775,018
15,264,354
15,151,366
2,369,476
3,876,845
Incr. Ratio
Contour
10.94
13.29
11.88
11.09
14.58
12.75
6.29
20.01
Cum. Ratio
Contour
10.94
11.43
11.52
11.46
13.52
13.19
12.37
12.81
42,837,682
-------
CUT INTO THIN SEAM
MINER WORKS
Upper Kittanning (Upper Split)
Upper Kittanning (Middle Split)
Upper Kittanning (Lower Split)
Middle Kittanning
No. 5 Block
Upper Stockton
Middle Stockton
Coalburg
UPPER STOCKTON DEEP MINE
THIN SEAM MINER WORKS
UPPER STOCKTON CONTOUR
EXTENT OF MINING
VALLEY FILLS
Actual Mining Extents
-------
-------
-------
-------
-------
-------
TV.MS*,vl • •'••-3
e.-if-tm •'•'*: .--. *•
-------
Alternative Contour Mining Ratio
Seam/Ratio
Upper Kittanning Rider
Upper Kittanning (All Splits)
MiddleKittanning
No. 5 Block Seam
Upper & Middle Stockton
Coalburg Seam
Total
Seam/Ratio
Upper Kittanning Rider
Upper Kittanning (All Splits)
MiddleKittanning
No. 5 Block Seam
Upper & Middle Stockton
Coalburg Seam
Total
| Overburden
8:1 10:1
5,099,600
9,258,624 16,805,880
9,809,100
9,258,624 31,714,580
I Overburden
8:1 10:1
6,374,500
11,573,280 21,007,350
12,261,375
(BCY)
12:1
8,937,720
25,707,456
34,645,176
(LCY)
12:1
11,172,150
32,134,320
-
|
14:1
11,561,760
694,200
37,059,120
49,315,080
I
14:1
14,452,200
867,750
46,323,900
-
11,573,280
39,643,225
43,306,470 61,643,850
Note: Material swelled 125%
-------
Alternative Contour Mining Ratio
Seam/Ratio
Upper Kittanning Rider
Upper Kittanning (All Splits)
MiddleKittanning
No. 5 Block Seam
Upper & Middle Stockton
Coalburg Seam
Seam/Ratio
Upper Kittanning Rider
Upper Kittanning (All Splits)
MiddleKittanning
No. 5 Block Seam
Upper & Middle Stockton
Coalburg Seam
1 Backfill (CY)
8:1 10:1
3,651,072
-
5,714,491 11,772,086
6,538,550
5,714,491 21,961,708
I Excess
8:1 10:1
2,723,428
-
5,858,789 9,235,264
5,722,825
12:1
7,380,346
-
19,478,455
-
26,858,801
Spoil (CY)
12:1
3,791,804
-
12,655,865
-
I
14:1
10,296,411
382,719
30,222,920
-
40,902,050
I
14:1
4,155,789
485,031
16,100,980
-
5,858,789
17,681,517
16,447,669 20,741,800
-------
Disclaimer
This report was prepared as an account of work co-sponsored by an
agency of the United States Government. Neither the United States
Government nor any agency thereof, nor any of their employees makes
any warranty, express or implied, or assumes any legal liability or
responsibility for the accuracy, completeness, or usefulness of any
information, apparatus, product, or process disclosed, or represents that its
use would not infringe privately owned rights. Reference herein to any
specific commercial product, process, or service by trade name,
trademark, manufacturer, or otherwise does not necessarily constitute or
imply its endorsement, recommendation, or favoring by the United States
Government or any agency or any co-sponsor thereof. The views and
opinions of authors expressed herein do not necessarily state or reflect
those of the United States Government or any agency thereof.
-------
Surface Mining
»-AC!
Dragline Methods
-------
History of Draglines
/ First dragline built in 1904
by Page & Schnable
/ Built for a specific need
on the Chicago Drainage
Canal project
/ In 1912, Page Engineering
Company incorporated
when Page discovered
building draglines more
profitable than contracting
-------
History, continued
•-*:^.:
/ Up until 1912 no one had
developed a means of
propelling the machine
/ In 1913 an engineer for
Monighan Machine
Company revolutionized
dragline by placing two
shoes, one on each side of
the revolving frame
/ The Model 1 -T became
the first walking dragline
-------
History, continued
World's Largest Machines
/ 1935 12 CY manufactured by Bucyrus Erie
/ 1942 30 CY manufactured by Marion
/ 1961 40CY manufactured by Ransom & Rapier (British)
/ 1963 85 CY manufactured by Marion
/ 1965 145 CY manufactured by Marion
/ 1969 220 CY manufactured by Bucyrus Erie
-------
History, continued
World's Largest Machines
, - . : . . -.-.' ' ; •'•
- '• -:':'
/ BIG MUSKIE
/ Muskinghum Mine of
Central Ohio Coal
Company (AEP)
/ Operated until June
1991
/ Attempting to preserve
as a public historical
facility
-------
History, continued
/ Today only two remaining manufactures of
draglines:
- Bucyrus Erie
-P&H
-------
History of Dragline
Operations in West Virginia
/ Joe Hughes of Northeast Mining Company operated a 4
yard Page near Beaver Creek in Tucker County in 1963
/ During late 1960's and 1970's several operations
including:
Imperial Coal & Construction Co.
Grant County Coal Corp.
Byron Construction Company
Bitner Mining
Island Creek Coal
KUC!
-------
History of Dragline
Operations in West Virginia
/ 1983 Hobet Mining began operations with a BE 1570 - 80 CY dragline
at Hobet 21 near Madison
/ 1983 Taywood Mining operated a Marion 183M - 9 CY
/ 1987 Hobet Mining installed Marion 8200 - 72 CY machine at the
Hobet 07 operations (transferred to Dal-Tex in August 1996)
/ 1989 Morrison Knudsen began contract mining operations at
Cannelton with a Marion 8200 - 72 CY
/ 1989 AOWV/Ruffiier added Marion 8400 - 49 CY machine
/ 1994 Catenary Coal Company installed a BE 2570 - 100 CY machine
at the Samples Mine (upgraded 1998 to 118 CY)
/ 1998 Evergreen Mining comissioned a BE 1570 - 75 CY machine in
Webster County
SUC!
-------
History of Draglines
Operating in West Virginia
/ 1999 - 6 draglines in operation:
• BE 1570 at Hobet 21 Mine
• Marion 8400 at AOWV/Ruffner Mine
• Marion 8200 at Dal-Tex Mine
• BE 2570 at Catenary/Samples Mine
• Marion 8200 at Cannelton Mine
• BE 1570 at Evergreen Mine
-------
West Virginia Dragline Operations
Arch Coal, Inc.
-------
Mine Planning..
"
.
-------
General Considerations in WV
/ Topographical constraints
/ Pit geometry (length/width/bench height)
/ Need for added mobility of machine
/ Single vs. multiple seam
/ Development requirements
/ Contemporaneous reclamation
/ Economics
S-AC!
-------
Topographic Map of Dragline Area
V.H-11
.-—-.. ^ -*t *"-m
*
-
F«
.
\i' '* --J --r
•: o»-ia
' '
..-.,
,..,
, • Pt-iflJ
CH-M *
,V» .
.
_-'"• ^
,r^-
— —
CH-IM
CM • 17
-------
Coal Seam Correlation
-------
Coal Crops / Reserve Boundaries
-------
Volumetric Gridding
-------
Mine Sequencing
-------
3-Dimensional Modeling
-------
Pit Geometry
-------
BE 2570 - Samples Mine
-
*
-------
Schematic Showing Typical Dragline Operation
w«fitn*t
METHOD OF MINING
rrriisJ v*j mu * MM w» F*»
rt« 4
i
•« *s p*. fn
-*r II
BEOiN ^EQRAQNQ ISpoll 1ro*n Cut* 1, 2. 4 3
I. (St. pi 4 ng>«tfi^i n^ntM
-------
General Mining Sequence '
Rftnovoi by
Topoyophy
Contov Cut
Wochi EXiSOO Excowter
S1«Hon *
StocMoo
Low Stockton
l» /-•
-------
Lower 5-Bock
Up<>«r Stockton •*•
StacMon
Lower Stotkton
too F
Coaiburg
General Mining Sequence
-------
« r.
7-9ock
6-Hock
S-Hock
U>«*f S-Block
Upp*r Stockton -1-
SloeWon
Lo»*f Stockton
100 F*«
Coolburg
General Mining Sequence
Original Tgpoyophy
-------
Typical Multi-Seam Dragline
Sequence 61'
38DO'N
77D18'
-180. 00-
-------
Typical Multi-Seam Dragline
Sequence 62'
SUC!
-------
Typical Multi-Seam Dragline
Sequence 63'
SUC!
-------
Typical Multi-Seam Dragline
Sequence 64'
SUC!
-------
Typical Multi-Seam Dragline
Sequence 65'
SUC!
-------
During Mining
-------
After Mining
(1+ yrs. reclamation)
-------
Concept of Excess Spoil
Original Cross Section Prior To Mining
1400
1200
1000
134,330 SQ.FT.
(Original)
0+00 2+00 4+00 6+00 8+00 10+00 12+00 14+00 16+00
KUC!
i
-------
Original Material Swelled 125%
1600
1400
1200
1000
167,912 SQ.FT.
(Swelled)
0+00 2+00 4+00 6+00 8+00 10+00 12+00 14+00 16+00
-------
Regraded Cross Section After Reclamation
1600
1400
1200
1000
167,912 sq.ft. (Swelled)
-115,515 sq.ft. (Regraded)
52,397 sq.ft. (Remaining)
167,912 SQ.FT. (Swelled)
115,515 SQ.FT. (Regraded)
Q-KX) 2+00 4+00 6+00 8+00 10+00 12+00 14+00 16+00
-------
Concept of Excess Spoil
Disposal Alternatives
/ Two primary disposal alternatives:
1 - Valley Fill (usually durable rock
construction)
2 - Backfill on mined-out area
SUC!
-------
Durable Rock Valley Fill
Construction
-~ — — —
I fat I"! •43'^L'^*^^^ **^*Z I,-** *"
{&?'•";•-"> "V r— .
S -^/ J r IS^s - •*i*r— *•
f^H^^^TI
Phase 1
Sediment Pond Construction
-------
Phase 2
Initial Overburden Placement
-------
Phase 3
Continued Overburden Placement
-------
Phase 4
Overburden Placement Completed
Surface Drainage Conveyances Constructed
-------
Phase 5
Regrading / Revegetation Completed
-------
-------
-------
-------
I
-------
Backfilling Operations
-------
Drilling & Blasting Operations
-------
-------
-------
Coal Loading Operations
-------
~- ^.
-------
Typical Cross Section
Stockton Coal Zone
Overburden4
8-1 1.2'
Parting 1.5'
Rash 2.5'
S-2 2.0'
Parting 3.2'
8-3 2.6'
Parting 0.1'
8-4 1.8'
— Stockton Coal Zone
-------
-------
Environmental
Considerations
-------
Establishment of Drainage and
Sedimentation Controls
-------
-------
Approximate Original
Contour
-------
Other...
/Waste Management Plan
Ground Water Protection Plan
Spill Prevention Control &
Countermeasure Plan
SUC!
-------
Fixing the Scars of the Past
"Third Generation" Surface Mining
/ Restoration of abandoned refuse sites eligible for AML
funding at no cost to the state
/ Creation of wetlands and passive water treatment sites
/ Elimination of miles of pre-SMCRA highwalls
/ Extinguishment or isolation of abandoned underground
mine fires
-------
Pre-SMCRA Highwalls and Deep
Mine Entries
-------
-------
Abandoned Coal Refuse Dumps
••;
-------
-------
Acid Mine Drainage
'.,,„:>.>
.J*r%4^^'--' ^:-v^ i • J -
SJ i^tiFSWV
-------
Reclaimed Pre-law Refuse Sites
.
-------
Wetlands Construction
-------
Related Benefits
/ Resource recovery
/ Can address prior environmental problems
/ Provides opportunities for future use of
resource due to infrastructure development
SUC!
-------
Russian Dragline - Circa 1998
-------
LOS Angeles
MARKETS/MONEY/PERSONAL FINANCE
BUSINESS
ORANGECOUNTY
Cos Angeles Sitnes
Landform grading sculpts the hillside of Talega project into new shapes in technique created by Horst Schor.
Grading on the Curve
Developer Goes for Natural Look in Sculpting Hills for Talega Project
ByJOHNO'DELL
SAN CLEUENTE
Fred Moeller has been op-
erating bulldozers for al-
most 40 years now. pit-
ing din, cutting trenches
and grading slopes all over
Southern California.
Bui for all his experience,
Moeller has never been on a job
quite like this one.
Usually, when preparing hill-
sides and valleys for a housing
project, Moeller and other
heavy-equipment operators are
asked to prepare a stairstep
arrangement of flat-faced
slopes with building pads on top.
At Arvida Co.'s Talega devel-
opment in the hills just inland of
Orange County's southernmost
city, the rules have changed.
Moeller and fellow operators
are being asked to think like
sculptors as they follow a com-
plex natural grading plan that
calls for them to create slopes, valleys, gullies, hillocks and
hdgelines for the homes and commercial buildings that will one
day dot the 3,500-acre master-planned community.
In some places they are merely altering existing slopes to
accommodate building pads. In others they are creating hills
where none ever existed.
The grading process was invented in the late 1970s by Horst
Schor, now Arvida's vice president for development. At the
time, Schor worked for the Anaheim Hills Co. as it was
developing its hillside community on the southern slopes of
Santa Ana Canyon,
Fred Moeller guides his 25-ton bulldozer over a mound.
Bui no one else ever picked
up on the idea, Schor said,
despite the industry publicity
the technique received at the
time, when the American Plan-
ning Assn. bestowed an award
of merit on Anaheim Hills Co.
ing plan.
One reason other developers
didn't adopt what Schor calls
landform grading is that it costs
a little more—adding about 1%
to a project's grading costs—and
requires a little effort to train
the grading crews,
"But Arvida feels the time is
really ripe for this." he said.
Environmental concerns and
complaints about development
that destroys natural landscape
and ridgelines can delay proj-
ects for months, even years.
Schor said Arvida's natural
grading plan shaved at least 12
months off the time it took lo
get approval from San Clemente
officials for the Talega develop*
ment—which is located partly within the city and partly m
unincorporated county territory. The time saved can more than
make up for the extra grading costs.
There are three key elements of landform grading, he said
Thursday during a demonstration of the process:
• Building hills and slopes with natural contours;
• Fitting the drainage system into the flow of the land so it
follows the valley bottoms like a nature! creek system instead
of cutting straight down the face of slopes with concrete
channels, as is done in a typical stair-step grading plan; and
riease Me TALEGA, O7
-------
Cos Angeles (Times
MARKETS/MONEY/PERSONAL FINANCE
BUSINESS
ORANGE COUNTY
doe Angeles SKmce
Grading on the Curve
Developer Goes for Natural Look in Sculpting Hills for Talega Project
[continued]
Continued (ram D6
• Designing a natural landscape
plan that mimics nature by placing
the trees and shrubs in the valleys
and on flat spots, where the heavi-
est runoff collects, and covers the
protruding areas with less-thirsty
ground covers.
For Moeller. who spent Thurs-
day morning contouring a small
hill with a 25-ton Caterpillar bull-
dozer, the process isn't much more
difficult than building a traditional
stairstep,
"It's a lot more challenging,
because you're not just going in
straight tines."
Russ Churchill, who works with
Moeller and the other equipment
operators as a grade checker-
overseeing iheir work from the
ground to make sure they are
following the grading plan-said
there is a lot more for him to
concentrate on in a landform grad-
ing project.
"It's challenging." said Church -
ill, "but it is very satisfying to see
the end result. I didn't really see
the whole thing we're working on
here until the other day when I
was leaving the site about 6 in the
evening and I happened to look
back up the road and saw it all
highlighted with the setting sun
and the shadows. It was really
GLENN KOEN1C / UH Anf tin Tuna
Traditional grading of sites for homes is shown In picture of Tuscany Hills development in Lake Elsinore area.
-------
Native's Slopes
By HORST SCHOR
Senior Vice President, Anaheim Hills, Inc.
The advantages and necessities of hill-
side living are becoming more widely
evident as flatlands —the traditional
building sites — are consumed by hous-
ing, industry and agribusiness.
However, hillside building can require
massive grading that may become the
focal point of local resistance, thus im-
peding planning approval. The innova-
tive "landform" grading method was
born of negative impressions gained in
viewing the conventional, linear slopes
commonly manufactured throughout the
building industry.
Hills agreed to finance the experimenta-
tion and to use the results in the com-
munity.
There seemed to be no reason we
couldn't grade the slopes to resemble
natural slopes. The question then arose:
what do natural slopes look like? Curi-
ously, there was no published informa-
tion about slope shapes as a total unit
We were on our own.
Project research involved study of
slopes in such diverse areas as Death
Valley, Brazil, Alaska, Hawaii and Ana-
heim Hills in an attempt to separate dis-
TOPOGRAPHICAL REPRESENTATION of a section of landform-graded slope,
showing radial water flow, foliage placement in swales and redistribution of
land on lots to conform with landform configurations. Hatched area is concrete
terrace drain required by building codes.
Anaheim Hills is situated in 4,300
acres of beautiful, undulating hillsides in
northeastern Orange County, California.
We, like every other developer, were
taking natural terrain and transforming
it into rigid, mathematical shapes for
building. It was a practice based on the
idea: "We've always done it that way."
Since there was no specific reason, other
than expediency, why it was being done,
the time had come to examine ways of
changing the accepted thinking about
mass grading. The search for an alter-
native was an attempt to improve the
aesthetics of graded hillsides. Anaheim
tinct features from among the natural
slopes and to determine if there was any
relationship between climate, soil type
and vegetation and slope configuration.
Yet it was two years before distinct,
repeating patterns emeged from the
jumble of forms. Simply stated, cones,
pyramids, "elbows," ridges and various
combinations of these elements produce
natural slope shapes.
The challenge was now to apply these
basic shapes to the grading process.
Could they be designed and graded?We
would have to retrain everyone con-
cerned with the project. Designers, en-
gineers, grading contractors and public
officials had always worked in straight
lines. Now we were saying, "the more
irregular, the better."
Communication of the new ideas was
difficult at times. Initially we made clay
models in which we combined the basic
slope shapes and took them out to the
civil engineers and grading contractors.
They, in turn, conveyed the ideas to their
equipment operators in the field. How-
ever, the grading was not shaping up as
we expected. We finally had to go into
the field and call a bulldozer operator
off his machine, show him the drawings
and photos and explain the ideas. He
then said, "Sure, t can do that. Why
didn't you say that in the first place?"
With each grading project, we improved
and streamlined the operations.
We've now been doing the grading in
Anaheim Hills for seven years. Contrac-
tors experienced in landform grading
prefer it because the finished product
doesn't need to meet precise slope-
angle measurements, and it affords the
operator more leeway in his bulldozing.
There is less finishing cost to the con-
tractor, although there are more engi-
neering, design and field control costs
in landform grading. The cut and fill
slopes are very complex to design. It is
an art to assemble the various shapes on
the slopes so they won't look unnatural.
They have to blend together and work
structurally. Landform grading gets its
look not from one component shape or
one gully but from a series of them. The
landform shapes become a sequence of
undulations, peaks and gulleys.
We have to deal with three planning
commissions in Aanheim Hills: the cities
of Anaheim and Orange and the Coun-
ty of Orange. The planners are delighted
with the landform grading idea. At first
they were doubtful, but once we'd
graded several slopes, we invited them
out for a look. Thev walkeH over the
slopes, viewed them from different an-
gles and saw the value of what we were
doing.
The civil engineers were more skenti-
cal. Thev felt that the shapes we were
creatine would cause severe erosion. We
proved them wrong. Earlv on, we cradeH
an experimental slope 70 feet high with-
out the artificial drainage interception
aids required by the building codes.
Rather, we let the curves and elbow
shapes of the landforms absorb the im-
PACIFIC COAST BUILDER
-------
pact of the running water, as happens in
nature.
The rains from 1977 to this year have
been heavy. From September through
March 1977-78, it rained more than 31
inches. The same period in 1978-79 gave
us more than 21 inches, and 1979-80
during the similar months put more than
22 inches of water on the slope. The
siope is still in perfect condition. Nature
doesn't follow building codes, but its
designs still work.
Ironically, we found that conventional,
angular grading tends to encourage ero-
sion. Water generally will sheet flow on
a flat surface and will tend to carve
swales in the weakest sections of the
slope. To compensate, building regula-
tions require terrace drains every 25 feel
to break the momentum of the water.
Yet there is an entire set of building
regulations predicated upon the effi-
ciency of conventional, linear slopes.
On the other hand, the drainage pat-
tern of a landform-graded slope is radial
in nature and swales are already pro-
vided for the runoff. If the land is
formed naturally, as in our process, the
water follows the channels, which break
its speed by virtue of their energy-dissi-
pating shapes. Further, most foliage oc-
curs in the channels or swales, and its
presence breaks the speed of the running
water. Our landscaping also follows this
natural pattern. We also experimented
with such ideas as planting Acacia Rose-
mary, a lush, low growth, to cushion the
impact of rainfall.
Mother Nature is full of surprises. She
knows how to contro! erosion without
using the clumsy terrace drains we use
in man-made slopes. We've minimized
the visual impact of the required con-
crete drains by running them diagonally
and curvilinearly across the slopes,
which makes them considerably less
visible. We also line them with river
rock, so when they are visible they com-
plement the landform slope aesthetics.
AERIAL PHOTO of landform-graded region in Anaheim Hills. Note irregular pat-
terns formed by tandform-graded slopes ateng perimeter of lot pads.
Initially, we and the builders were
concerned about the buildable land that
would be lost to the landform grading
process on each lot. We solved that by
reshaping backyards to conform with the
grading configurations. The center sec-
tions of the lots, which are used most
extensively, bulge outward with the
ridgelines of the grading. The corners
of the yard are taken up by the swales
and these edges are characteristically
used less often. In effect, we redistrib-
uted the lot pad square footage to our
advantage.
We are pleased with the results of our
experiments. When covered with mature
vegetation, our landform graded slopes
appear very much like natural slopes.
The grading has allowed us to move
away from straight lines and abrupt an-
gles in our community planning. The
homes are positioned more irregularly,
which discourages the monotonous took
of row housing. And, importantly, we
come very close to restoring the slopes
to their natural conditions.
We believe that sooner or later de-
velopers will be required to use this
type of landform grading. This method
of grading is part of the future of land
development in this country and even-
tually in all other countries because most
urban and suburban flatland has been
built upon in one way or another. Land-
form grading involves more effort to
achieve, design, implement, construct
and engineer. However, the cost in time
and labor is well worth the results of
aesthetics, structural integrity and the
value to developers of public acceptance
and municipal planning approval. /*"\
FRESHLY GRADED landform slopes show ridges, swales
and pyramid shapes.
MATURE LANDFOKM s/opes wifh vegefafion and foliage
in swa/es.
JUNE, 1980
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Volume 9 • Number 11
LANDSCAPE
ARCHITECT
AND SPECIFIER NEWS
Seethe
LASN
Marketplace
on pages 26 - 41
HILLSIDE DEVELOPMENT
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Landform Grading:
Comparative Definitions of
Grading Designs
by Horxt J. fchor
Tie advantages and
lecessities of
lillside living have
3ecnme more
*videlv evident as
flatlands, the traditional
building sites, are being
consumed rapidly by urban
development.
Hillside building, while
appealing to the consumer,
can require massive grading
that may become the focal
point of local resistance, thus
impending government
approval.
However, grading is a
necessity to accommodate
street and building areas for
development, meeting
building codes, and safe
engineering practices. Grad-
ing is also frequently required
to correct unstable soils and
22 / landscape Architect & Specifier Nines
geologic conditions inherent
inmany natural hillsides.
The innovative "Landform
Grading and Revegetation"
concept was conceived to
solve negative impressions
gained in viewing the typical
re-manufactured hillsides
using conventional planning,
engineering and construction
methods. Conventional
grading drastically alters a
landscape, remanufacturing
natural forms and shapes and
plant distribution patterns to
replace them with artificial,
sterile and uniform shapes
and patterns.
The concept, as developed
and described here, consists
of three components:
• Grading
• Drainage Structures
• Revegetation/ Landscaping
G rad ing
In recent years attempts have
been made by some to design
and construct "LANDFORM
grading," while in reality,
these efforts can only, at best,
be described as contouring or
rounding of slopes. Therefore
it is necessary to establish
proper definitions and
characteristics for the three
types of grading available:
Conventional, Contour and
Landform Grading.
Comparative Definitions of
Grading Designs
Conventional Grading
• Conventional graded slopes
are characterized by
essentially linear, planar slope
surfaces with unvarying
the M*-Mrtj*w€ Cwrvneiiis Card on p*J£ 39
gradients and angular slope
intersections. The resultant
pad configurationsare
rectangular.
• Slope drainage devices are
usually constructrd in a
rectilinear configuration in
exposed positions.
• Landscaping is applied in
random or geometric patterns.
Contour Grading
• Contour-graded slopes are
basically similar to
conventionally graded slopes
except that: the slopes are
curvilinear rather than linear,
the gradients are unvarying
and profiles are planar,
transition zones and slope
intersections have generally
some rounding applied.
Resultant pad configurations
Hillside
•
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Th* natural hilliM* obovt illutu otei that v*9*t«t>o
-------
The aerial photo to the iert sham a 4.100 acre planned community In
which the design rovolvvi around the landform gmding and revecjetation
concept.
The hill above Illustrate* how landform grading replicate? the Irregular
shqpes of natural slopes. The landscaping will be a "rw*getallon
proem emulatingthe patterns of natural growth.
In high visibility arms, concrete drainage devicesare lined with natural
river rock to createa stream bed effect (right) in the finished landscape.
are mildly curvilinear.
• Slope drainage devices
are usually constructed in a
geometric configuration
and in an exposed position
the slope face.
• Landscaping is applied in
random or geometric
patterns.
landform Grading
• Landform Grading
replicates the irregular
shapes of natural slopes,
resulting in aesthetically
pleasing elevations and
profiles. Landform-graded
slopes are characterized by
continuous series of
concave and convex forms
interspersed with mounds
that blend into the profiles.
Non-linearity and varying
1 liwmtnt
slope gradients are
significant transition zones
between man-made and
natural slopes. Resultant
pad configuration are
irregular.
• Slope down-drain devices
either follow "natural"
lines of the slopes or are
tucked away in special
swale andberm
combinations to conceal the
drains from view. Exposed
segments in high visibility
areas are treated with
natural rock (see right
photo).
• Landscaping becomes a
"revegetation" process and
is applied in patterns that
occur in nature. Trees and
shrubs are concentrated
largely in concave areas,
I - '.':.. .,
-------
Underground Mining Methods
Stanley C. Suboleski
Virginia Tech
June 23, 1999
-------
Two Main Methods
Room & Pillar
- Mostly with continuous miners
Longwall
- Develop longwall panels with room & pillar
using continuous miners
About 10% of underground production
still comes from drilling & blasting
Total underground output = 421mt
(1997 data)
-------
FIRST, MUST ACCESS THE
MINE
Drift (Adit)
- Seam outcrops, access from ground level
Slope
- Drive incline in rock at up to 16 degrees
-Allows belt haulage
Shaft
- Use: elevators/skips, for: people/coal
- Use shaft if >1500 feet, economics dictate
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LIKE A CITY, OR LARGE
BUILDING, SERVICES MUST BE
PROVIDED
• Transport people (rail, rubber tired)
• Transport supplies (materials / maintenance)
• Transport product (coal)
• Support roof
• Provide electrical power
• Provide fresh air (& suppress dust)
• Provide fresh water
• Get rid of waste water
• Dispose of trash
-------
ROOM & PILLAR
Mine "streets & avenues" (entries and
crosscuts)
Leave pillars to support roof (may mine later)
- Designed by formula
Plan view-looks like city with "greenbelts"
- "Greenbelts" are large barrier pillars left to
separate work areas
Use continuous miner
-------
MINE PLAN
Main entries (7-9 openings)
Submains (5-7 openings)
Panels (panel entries, butt entries)
Rooms (at times)
Openings limited to 20-ft width
- Openings serve as air ducts and travelways
- Return air is isolated from fresh air, two
escapeways must be provided from face
Longwall panels are solid coal blocks, usually
1000 ft by 10,000 ft, accessed by "gate" roads
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ALL SERVICES EXIST TO
SUPPORT MINING AT FACE
Continuous miner - rips coal, using tungsten
carbide bits - miner mines at 4-25 t/m and
conveys coal into shuttle cars
Shuttle cars are electric (cable) "trucks"
which haul for up to 600 feet or so
(usual = 300-400 feet)
- Haul to feeder-breaker which acts as surge
bin/crusher and feed coal onto belt
- Hold 3-25 tons/load, depending on seam
thicknesss and amount of rock mined
-------
FEEDER-BREAKER FEEDS
COAL ONTO BELT CONVEYORS
• Conveyors transport coal to surface or into
skips for shaft access
- Usual sizes - 42" to 72"
- Speeds - 500 - 800 fpm
• Longwall requires largest conveyors
- 54"-60" usual from face
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ROOF BOLTS INSTALLED BY
ROOF BOLTING MACHINE
Roof supported by inserting reinforcing rods
No one may work under unsupported roof
- Cut depths limited to position of shuttle car
operator (35' to 40' with remote control miner)
When miner place changes, bolter moves in
- Bolt 3-6 min/row or 0.75-1.50 min/ft
- Use two bolter operators, twin-boom bolter
A few operations attach bolters to miners, bolt
as they advance
-------
ROOF SUPPORT
Insert bolts into the roof on regular pattern
(3'-8' length, usually)
- 4' x 4' or 5' x 5' most common
Either "glue" (resin) a re-bar bolt in, or
Use expansion bolt anchors or
Glue in the anchor only
-Anchors allow pre-tensioning of bolts
-------
ROOF BOLTS GENERALLY
WORK WELL
Form "reinforced" rock, strong beam
Or, may "hang" weak rock from stronger
overlying rock layer
Roof fall fatalities are now at 8 -12 per year
- Half are in violation of the law, under non-
bolted roof
- Roof fall fatalities exceeded 100 per year
around 1970
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VENTILATION
Provides oxygen, dilutes methane & dust
- Methane explosive when at 5-15%
concentration
Most coninuous miners have dust scrubber
- Draw air into ducts at front of miner
- Efficiency up to 96-97%
Air directed to working face with brattice cloth
(plastic curtains)
Alternatively, hang tubing & use fan to draw air
to face
-------
VENTILATION
Fresh air ventilates one face only, then it is
"return" air
- Separate air streams with concrete block
walls or "stoppings"
Maximum allowable methane content is 1%
Control major flow with adjustable doors in
airways ("regulators")
-------
PRODUCTION RATES
150 - 400 ft/shift usual, tonnage depends on
seam thickness
- 500 - 2000 tons/shift (usual)
New miners load at 10 - 25 tpm
Most continuous miners load only 60-120
min/shift
- Load only 12
- 10-25% of shift time
-------
LONGWALL
More nearly continuous method
Analogous to "deli meat slicer" (shearer)
Shearer mounted on chain conveyor
- Coal cut falls onto conveyor
Width of face usually 850 -1100 ft
- Depth of slice is 30 - 42 inches
Behind face supported for 20' or so by steel
supports - each 1.50 or 1.75 m wide
- Each support holds up to 600-1200 tons
Supports connected to conveyor
- By pushing, lowering & pulling - can walk
conveyor and selves forward
-------
LONGWALL
Panels (solid block of coal)
- Usually 850' -1100' wide & 7500' -15,000'
long
- Contain 1.5-4 mm tons per panel
Shearers cut at 35 - 65 t/min (2000-4000 tph)
Output per year = 2-6 mm tons
6,000 - 20,000 t/day (max = 40,000)
Cut 200-500 min/day
- 20% - 45% of time (???)
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LONGWALL
Capital intensive
- $30M for face equipment only
- $50-80M additional for mine / processing
Require large, regularly shaped reserve
-50M ton minimum
- Prefer 100-200M tons
Mine-specific design / limited ability to move
to other reserves
-------
CONTINUOUS MINER
SUMMARY
Capital for section is $3-5 million
Flexible, can move readily to other reserves
One longwall usually requires three
continuous miners for development
Annual output for miner section is 0.3 - 0.8
million tpy
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ENVIRONMENTAL
Longwall strata caves behind supports
- Surface subsides to maximum of 50-70%
of seam thickness
- "Tilt" area may damage structures, so must
provide special support methods at the
structures to minimize damage
- Subsidence trails face position by a few
days to a week or two, about 95% occurs
in a few weeks
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LONGWALL SUBSIDENCE
Ground water flow is altered
Some wells lose flow, temporarily or
permanently; a few gain
May need to drill wells deeper
Connection from near surface to mine is
possible if depth to aquifer is less than 40 x
seam thickness (240 ft for 6-ft seam)
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SUMMARY
Longwall (45% of UG output from only 60
faces -- average of 3 million tpy each)
- High output, high capital
- Low operating cost, 70-80% (?) reserve
recovery
- Low flexibility
Continuous Miners
- Medium output, low-medium capital
- Moderate operating cost, 40-60% reserve
recovery
- High flexibility
-------
SUMMARY
Can use underground methods in +100 ft of
overburden (actual minimum depth depends on
whether strip ratio favors surface mining)
- Roof subject to surface cracks when shallower
Use longwall in large, thick (mine 6-ft min.),
regularly-shaped reserves
- Only economic method if seam is >1500 ft
deep
Else, use continuous miner and room & pillar
While best walls far exceed cm productivity, on
average, tons per manhour are close
-------
Longwall mining machines have revolutionized underground coal mining, enhancing safety and productivity.
-------
-------
Surface Coal Mining
in West Virginia
Some Expectations for the Future
-------
Surface Mining Methods
Mountaintop Removal
- Expect Existing Operations Mining to Depletion
• Most Within ~10 Year Time Frame
- Reduction in New MTR Operations / Permits
• Next 5 Years and Beyond
- Most Suitable Full Scale MTR Reserve Blocks
• Either Currently Being Mined or Are "On the Board"
-------
Surface Mining Methods
Multi-Method Surface Mining
- Expect Hybrid Operations to be More Prevalent
- Combination of Mining Methods on Single Sites
• MTR & Area Mining
• Point Removal
• Contour Mining & Highwall Mining
• Blast Casting & Dozer Production
- Methods Tailored Specific to the Reserve
• Combined for Volume Efficiency
- Increase in Remining & Previously Marginal Sites
-------
Surface Mining Equipment
Large Scale Mining Equipment
- Expect Limited Number of New Machines
• Draglines & Shovel
Mobile Equipment
- Similarly Sized to Existing Equipment
• Expect Technology, Productivity, & Efficiency Gains
• Fuel Efficiency, Digital Technology, GPS, etc
Secondary & Highwall Mining Equipment
- Improvements in Productivity and Reliability
- Depth of Penetration Likely Limited by Reserves
-------
Reclamation Techniques
Regrading
- Elimination of Over Compaction
• Will Lead to Substantially Improved Reforestation
Revegetation
- Better Understanding of Interaction of Species
• Improved Survival Rates & Less Re-Seeding
Acid Mine Drainage
- Expect Slow But Continual Technology Gains
• Prevention Will Continue to be Best Approach
-------
Environmental Impacts
Water Quality Improvement
- Existing Sites
• More Consistent Flows & Lower Temperatures
• Passage of Time
• Rebound of Biological Populations
- Remined Sites
• Opportunity to Eliminate Problem Areas
• Incremental to Substantial Improvement Possible
Revegetation
- Expect More Commercial Woodland Projects
-------
Coal Industry Impacts
Mining Companies
- Continued Consolidation Of Large Operators
- Small Operators Prosperous in Niche Markets
Productivity
- Modest Gains in Tons / Man Hour
• Fueled by Technology and Competition
Overall Production
- Flat to Modest Increases Over Next 10 Years
- Overall Declines Beginning Thereafter
-------
Impacts to Society
Economic & Employment
- Surface Mining Will Provide Substantial Economic
Activity Over the Next 10 to 15 Years
• Expect Some Declines in Direct Employment
• Increased Secondary Employment Opportunities
Post Mining Land Utilization
- Many Entrepreneurial Opportunities Will Exist
- Location of Site and Infrastructure Will Play Biggest Role
Unreclaimed & Problematic Sites
- Can be Substantially Reduced with Cooperative Efforts
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FETC Coal Briefing
June 23, 1999
Overview:
Introductory Comments
Thank you for the invitation to speak here today. We at EIA appreciate the opportunity to
learn more about the activities of our fellow agencies and our customers and to see how
our information and forecasting products and services can contribute to their planning.
I will be discussing , initially, EIA's Annual Energy Outlook, with particular emphasis on
coal and the market trends that will affect the time period through 2020. Then, I will
cover a report that examines the potential impacts of the Kyoto Protocol.
The goal is to provide a mid-term framework for examining the some of the issues
confronting the coal industry that will be discussed during this symposium.
Quick Overview of EIA and the AEO
EIA is the independent data collection and analysis arm of the DOE—it currently has
approximately 370 FTE
The projections in the Outlook are based on the National Energy Modeling System—
NEMS, a large-scale integrated energy model that EIA developed in the 1992-1993
period. Each year the model is updated with the latest data and modified as necessary to
examine emerging issues.
NEMS provides detailed projections of energy supply, demand, and prices of all major
energy sources through 2020. Its integrated structure permits the development of baseline
and scenario forecasts that are can be used to examine the impacts of government policy
on a wide-range of issues.
-------
•D The AEO99 reference case is based on data as of July 31, 1998 and assumes, for
baseline purposes, that Federal, State, and local laws and regulations that were in
effect at that time will remain unchanged through 2020.
It does not attempt to anticipate the nature or approval of future policy or legislative
initiatives. As such, the Kyoto Protocol targets have not been included in the reference
case forecasts. However, in the second section of this presentation, I will provide some
model results regarding the range of possible impacts.
AEO & Short-Term Issues
• The AEO focuses on the mid-term~through 2020. As such, events of a more short-term
nature such as weather, natural disasters, strikes, and facility outages are not factored into
our trend projections. EIA short-term forecasts would change, but such events do not
influence our view of the mid-term.
Oil Prices-Three Cases
World oil prices are projected to rise gradually from current levels $22.73 per barrel in constant
1997 dollars. Non-OPEC production gains and improved exploration and drilling technology are
keeping costs in check despite rising global demand.
Oil prices have been particularly volatile over the last 2 years - the low prices in 1998 were the
result of abundant supply and weak worldwide demand.
If we convert the reference case projection to current or nominal dollars (See Inset Graph)--the
price per barrel rises to $43.30 in 2020.
The AEO includes high and low oil price cases that reflect uncertainties regarding future levels of
OPEC production. Prices range from $14.57 to $29.35 in 2020.
Natural Gas Prices
Prices at the wellhead grow at a rate of 0.8 percent annually.
The wellhead price in 2020 is $2.68 per MCF in 1997 dollars.
The moderate price growth coupled with lower capital costs, strong gains in generating efficiency,
and certain environmental advantages have made natural gas a formidable competitor to coal for
use in electric generation. In fact, natural gas consumption for electricity generation grows at a
rate of 4.5 percent annually.
-------
Before discussing our coal forecast, I would like to review the major trends and uncertainties in
electricity markets —the primary customer for coal.
Electricity Generation by Fuel (Figure 74)
• Coal-fired power plants are expected to remain the dominant source of electricity through
2020— but to decrease in overall share of total generation from 53 percent to 49 percent in
2020.
• In percentage terms, natural gas generation increases the most, from 14 percent of the
total to 33 percent in 2020, overtaking nuclear generation by 2003..
• Nuclear generation is projected to increase until 2000 and then decline as older units are
retired.
• Electricity sales grow at 1.4 percent annually, compared to a 2.1 percent growth rate for
the gross domestic product.
Electricity Generation and Cogeneration Capacity Additions (Figure 69)
• Over 1200 new plants, with an average capacity of 300 megawatts, are projected to be
built by 2020, to meet demand growth and to offset retirements of old units.
• 88 percent of the new capacity is projected to be combined-cycle or combustion turbine
technology fueled by natural gas or both oil and gas.
Electricity Generation Costs (Figure 72)
• Technology choice decisions for new generating capacity are made to minimize levelized
costs while meeting local and Federal emissions constraints.
• In head to head competition for new capacity, highly-efficient advanced combined-cycle
plants have lower levelized generation costs than new, conventional coal plants, despite a
higher fuel cost component..
• The capital and O&M cost component for combined-cycle plants is one-third that for coal-
fired plants.
• In 2020, new combined-cycle plants have levelized costs of generation that are 6 mills (6-
tenths of a cent) lower than new coal-fired plants.
-------
New Legislation Reduces NOx Emissions from Powerplants
• AEO99 includes the impacts of legislation for the control of NOx by electric generators,
including the second phase of the Clean Air Act Amendments of 1990 and the Ozone
Transport Rule, scheduled for the 2003 summer season~(May 1 through September 30).
SIP Call NOx Control Costs
• The compliance technologies available include combustion controls (including low-NOx
burners), selective noncatalytic reduction, and selective catalytic reduction. Co-firing a
coal plant with natural gas is also an option.
•D The capital investment for these control technologies is expected to total about $8 billion.
•D The total annualized cost for the technologies, including operating costs, is $2 billion.
SIP Call NOx Control Costs Relative to Sales Revenue
• The total annualized costs for NOx controls (bottom line of the graph)-are relatively small
compared to annual revenue from electricity sales (which exceed $200 billion) — less than
1 percent.
Electricity Price Projections: AEO99 - Fig 1A
• Real electricity prices (all sectors average) are projected to decline 0.9 percent a year
between 1997 and 2020, from 6.9 cents per kilowatthour to 5.6 cents a kilowatthour.
• The projections reflect the ongoing restructuring of the electricity industry to a
competitive wholesale market. The following regions are assumed to have competitive
retail pricing: the Mid-Atlantic Council (Pennsylvania, Delaware, New Jersey, and
Maryland), the Mid-America Interconnected Network, California, New York, and New
England.
• As of April 1999, 21 states had enacted legislation or promulgated regulations establishing
retail competition programs. Most of the remaining states have the matter under active
consideration.
-------
Coal Consumption for Electricity and Other Uses: AEO99 - Fig 114
• Domestic coal demand rises by 245 million tons in the forecast, from 1030 million tons in
1997 to 1275 million tons in 2020.
• Throughout the forecast, electricity generation accounts for approximately 90 percent of
domestic coal demand.
• The growth in coal consumption for electricity generation is the result of higher utilization
of existing equipment (rising from 67 to 79 percent) and additions of new capacity in later
years — 32 gigawatts of new capacity .
Non-Electricity Coal Consumption: AEO99 - Fig 115
• An increase of 12 million tons in industrial steam coal consumption is offset by a 9 million
ton reduction in coking coal consumption.
• Increases in steam coal consumption are primarily in the chemical and food-processing
industry, as well as cogeneration.
• Coking coal consumption declines as a result increased use of electric arc furnaces,
process efficiencies, and increased imports of semi-finished steels.
U.S. Coal Exports: AEO99 - Fig 116
• U.S. coal exports rise slowly in the forecast from 84 million tons in 1997 to 93 million in
2020, as a result of higher demand for steam coal imports in Europe and Asia. U.S.
exports of metallurgical coal in 2020 are 3 million tons lower than the 1997 level.
• The recent worldwide financial crisis has introduced some changes in international
markets, affecting trade patterns and prices. In international markets, coal prices are
negotiated in U.S. dollars. Currency devaluations against the U.S. dollar and contracting
markets have placed strong downward pressures on U.S. sales. Australia and South
Africa have lowered prices substantially in key markets.
Coal Production by Region: AEO99 - Fig 107
•D Total coal production grows at a rate of 0.9 percent, reaching 1358 MMT in 2020.
• The western share of coal production is growing steadily and will soon exceed that mined
east of the Mississippi. River. The reference case projects that this share will increase to
approximately 57 percent in 2020.
-------
• Production of low cost, low-sulfur subbituminous coal from the Powder River Basin is
projected to grow at an annual rate of 2.5 percent annually, compared to a national
growth rate of 0.9 percent.
Coal Distribution by Sulfur Content: AEO99 - Fig 117
• Phase 2 of the Clean Air Act Amendments, which begins in 2000, tightens annual sulfur
dioxide emissions limits on large, higher emitting plants and also set restrictions on
smaller, cleaner plants.
• Low sulfur coal is projected to increase gradually in market share from 40 percent in 1997
to 51 percent in 2020. (Low sulfur coal produces less than 1.2 pounds of SO2 per
MMBtu).
Coal Minemouth Prices: AEO99 - Fig 108
• Minemouth coal prices are projected to decline by $5.40 per ton in constant 1997 dollars,
from $18.14 per ton in 1997 to $12.74 per ton in 2020. This decline reflects a
continuation in productivity improvements over the forecast period as well as a continuing
shift to the lower priced, low Btu coal of the Powder River Basin.
• Over the forecast period, assumptions regarding productivity growth account for
approximately 60 percent of the projected price decline, while regional shifts in production
account for the remaining 40 percent.
Labor Productivity by Region: AEO99 - Fig 109
Historical Trend
• Measured in tons per miner hour, U.S. coal mining productivity has risen continuously
since 1977, increasing at an average rate of 6.2 percent per year. On average, each U.S.
coal miner produced more than three times as much coal per hour in 1997 as in 1977. On
the positive side, these gains have allowed coal to remain competitive with other fuels
over the period, despite increasing environmental costs at coal-fired power plants.
• On the other hand, employment in the U.S. coal industry has plummeted, declining from
225 thousand miners in 1977 to 81.5 thousand miners in 1997.
Forecast Period
• Over the forecast period, labor productivity improvements are assumed to continue, but to
decline in magnitude. This is based on the expectation that further penetration of
-------
productive mining technologies such as longwall units at underground mines and large
capacity surface mining equipment at surface mines will gradually level off.
• In the AEO99 reference case, labor productivity rises at an average rate of 2.3 percent per
year over the forecast period. By region, productivity rises at a slightly faster pace West
of the Mississippi River, reflecting further concentration of western production in the
Powder River Basin (PRB). In 1997, the average productivity for PRB mines was
approximately 35 tons per miner hour. This compares with an average of 6.04 tons per
miner hour for all U.S. coal mines.
(Note to speaker—the average value shown is correct. It is heavily influenced by the substantially
greater number of hours required for eastern coal production.)
Labor Cost Component of Minemouth Prices: AEO99- Fig 110
• The contribution of wages to minemouth coal prices fell from 31 percent in 1970 to 17
percent in 1997, and is projected to decline to 15 percent by 2020.
• Improvements in labor productivity have been, and are expected to remain, the key to
lower mining costs.
Average Minemouth Coal Prices in 3 Mining Cost Cases: AEO99 - Fig 111
• Two alternative Mining Cost Cases were run to show how minemouth coal prices and
regional coal distribution patterns vary with changes in mining costs.
• In the AEO99 reference case projections, productivity increases by 2.3 percent a year
through 2020, while wage rates are constant in 1997 dollars. The national minemouth coal
price declines by 1.5 percent a year to $12.74 per ton in 2020.
• In the low mining cost case, productivity increases by 3.8 percent a year, and real wages
decline by 0.5 percent a year. The average minemouth price falls by 2.4 percent a year to
$10.42 per ton in 2020. Eastern coal production is 17 million tons higher in the low case
than in the reference case in 2020, reflecting the higher labor intensity of mining in eastern
coalfields.
• In the high mining cost case, productivity increases by 1.2 percent a year, and real wages
increase by 0.5 percent a year. The average minemouth price of coal falls by 0.8 percent a
year to $14.94 per ton in 2020 (17.3 percent higher than in the reference case). Eastern
production in 2020 is 52 million tons lower in the high labor cost case than in the
reference case.
Carbon Emissions by Fuel: AEO99 - Fig 120
-------
• Petroleum products are the leading source of carbon emissions from energy use. In 2020,
petroleum accounts for 42 percent of the total 1,975 million metric tons of carbon
emissions in the reference case. About 81 percent of this amount (from petroleum) results
from transportation use.
• Coal is the second leading source of carbon emissions, accounting for 34 percent. Most of
the increase in coal emissions originates from electricity generation.
• Of the fossil fuels, natural gas consumption and emissions increase most rapidly through
2020, at average annual rates of 1.7 percent.
• The use of renewable fuels and nuclear generation, which emit little or no carbon,
mitigates the growth of emissions.
Carbon Emissions from Electricity by Fuel: AEO99 - Fig 121
• Although electricity produces no carbon emissions at the point of use, electricity
generation currently accounts for 36 percent of total carbon emissions.
•D Retirements of nuclear capacity will result in a 43 percent decline in nuclear generation.
• To compensate for the loss of nuclear capacity and to meet rising demand, generation
from fossil fuels will raise electricity related carbon emissions by 213 million metric tons,
or 40 percent from 1997 levels
• Coal, which accounts for about 52 percent of generation in 2020 (excluding
cogeneration), produces 81 percent of electricity-related carbon emissions.
• In 2020, natural gas accounts for 30 percent of electricity generation but only 18 percent
of electricity-related carbon emissions. Per unit of generation, natural gas produces only
half the carbon emissions of coal.
Carbon Emissions in 3 Macro Cases: AEO99 Data
• To reflect the uncertainty in forecasts of economic growth, AEO99 includes high and low
economic cases in addition to the reference case. The cases incorporate different growth
rates for population, labor force, and labor productivity.
• GDP increases at an annual rate of 2.6 percent in the high growth case, 2.1 percent in the
reference case , and 1.5 percent in the low growth case.
-------
In the reference case, carbon emissions increase at a rate of 1.3 percent annually. Carbon
emissions respond to the different rates of economic growth and result in a spread of 300
million metric tons by 2020—approximately 150 above and below the reference case
projection of 1975 million metric tons.
U.S Coal Production in 3 Macro Cases
• The strong correlation between economic growth and electricity use accounts for the
variation in coal demand across the economic growth cases.
• The difference in coal production between the two economic growth cases in 2020 is 166
million tons, with coal use for generation accounting for 144 million tons.
Carbon Emissions in 3 Tech Cases: AEO99- Fig 32
• The AEO99 reference case includes continued improvements in technology for both
energy consumption and production.
• As a result of continued improvements in the efficiency of end-use and electricity
generation, total energy intensity in the reference case declines at an average annual rate of
1 percent between 1997 and 2020.
• We ran two sensitivity cases to examine the effects of different assumptions regarding the
rate of technological improvement.
• The low tech case assumes that all future equipment choices are from the equipment and
vehicles available in 1999. New generating technologies are assumed not to improve over
time. Aggregate efficiencies still improve over the forecast period as new equipment is
chosen to replace older stock and the capital stock expands.
• The high tech case incorporates a set of technological assumptions developed in
consultation with experts in technology engineering, including higher efficiencies, more
rapid market penetration, and lower costs.
• In contrast to the 1 percent rate of energy intensity decline in the reference case, there is a
decline of 0.8 percent in the low tech case and 1.3 percent in the high tech case.
• The lower energy consumption in the high tech case lowers carbon emissions from 1975
million metric tons to 1848 million metric tons in 2020. In the 1999 technology case,
emissions increase to 2105 million metric tons.
-------
To achieve greater reductions in energy consumption or carbon emissions, it is likely that
either market policies (for example higher energy prices) or non-market policies (for
example, new standards) may be required.
Carbon Emissions (7 Cases): Kyoto Report- Figure ESI
• The Kyoto Protocol, which was negotiated in late 1997 to address concerns about climate
change, calls for developed nations to reduce greenhouse gas emissions relative to 1990
levels.
• In 1998, at the request of the Committee on Science of the U.S. House of
Representatives, the EIA analyzed the Kyoto Protocol, focusing on U.S. energy use and
prices and the economy in the 2008-2012 time frame. The NEMS model provided the
modeling platform that was used to develop the results.
• The analysis included a reference case (similar to the AEO98 reference case) and 6 cases
that represent a range of emission reduction targets that could result under different
assumptions regarding emissions trading and the accounting for sinks related to
agriculture, forestry, and land use.
• Each case was analyzed to estimate the energy and economic impacts of achieving an
assumed level of reductions relative to the 1990 level.
• In each of the carbon reduction cases, the target is achieved on average for each of the
years in the first commitment period, 2008 through 2012.
• The reference case carbon emissions level is 1791 in 2010; whereas the (1990 -7 percent)
averages 1250 million metric tons in the commitment period, or 96 million metric tons less
that 1990 and 542 million metric tons than the reference case.
Carbon Prices (7 Cases) : Kyoto Report - Figure ES2
• There are three ways to reduce energy-related carbon emissions: reduce demand for
energy services, adopt more energy-efficient equipment, and switch to less carbon-
intensive or noncarbon fuels.
•D To reduce emissions, a carbon price is applied to the cost of energy.
• The carbon price is applied to each of the energy fuels relative to its carbon content at the
point of consumption.
10
-------
The carbon prices projected to be necessary to achieve the carbon reduction targets range
from $67 per metric ton ($1996) in the 1990 + 24 percent case to $348 per metric tons in
the 1990 minus 7 percent case.
Delivered coal prices are affected more by carbon prices than other fuel prices. They are
between 153 and 800 percent higher.
The various cases show prices for electricity between 20 and 86 percent higher in all end-
use sectors.
Electricity Generation by Fuel (9 Percent Case): Small Kyoto Report - Page 6
• Over one-third of all primary energy consumed by the United States goes into producing
and delivering electricity.
• More than one-half of all U.S. electricity generated in 1997 was produced from coal- a
fuel that emits more carbon dioxide per unit of electricity generated than any other fuel.
•D And, unlike many other end uses, the are a range of fuel options for electricity generation.
• Thus, electricity production and consumption is likely to be a major focus in meeting
Kyoto targets -including fuel switching away from more carbon-intensive generation.
• In the 1990 + 9 percent case, for example coal generation drops to 48 percent of the
reference case levels and then continues to decline reaching to 25 percent of the 2020
reference case level
U.S. Coal Production (7 Cases): Kyoto Report- Fig 105
• In the carbon reduction cases, U.S. coal production begins a slow decline early in the next
decade, accelerates rapidly downward through 2010, and then continues to drop slowly
through 2020.
• The projected declines in coal production result primarily from sharp cutbacks in the use
of steam coal for electricity generation.
• Coal production levels in 2010 range from a reference case level of 1287 million tons to
624 million tons in the 1990+9 percent case to 313 million tons in the 1990-7 percent
case.
11
-------
EIA estimates that coal mine employment in 2010 would drop from 68,500 in the
reference case (which reflects the effect of continuing gains in productivity and a further
shift to western coal) to 42,500 in the 1990+ 9 percent case and 25,500 in the 1990-7
percent case.
Closing Comments
I have presented the mid-term projections views of EIA today and covered a range of topics and
issues.
Energy projections are subject to much uncertainty.
Many events that shape energy markets cannot be anticipated such as new legislation, political
disruption, and technological breakthroughs.
Many of the key uncertainties have been addressed through alternative cases that were discussed
today.
I would be happy to answer any questions that you might have.
12
-------
Overview of Mining
Methods
Stanley C. Suboleski
Virginia Tech
Dept. of Mining & Minerals
Engineering
June 23, 1999
-------
Four Major Methods
" '
• Plus two niche methods
• Surface
- MTR
- Contour/Point Removal
'HI m Surface-Related
- Auger
- Highwall
• Underground
:\ B
Room & Pillar
''. § - Longwall
• Method chosen depends on
economic and physical factors
-------
What Method to Use?
-
• Depth
- <100'=notUG
,
• Ratio
- >15-20 yds/tn coal = not SURF.
• Capital available
- small = not MTR, not longwall
• Reserve size
- small = not MTR, not longwall
• May be a combination of factors
*H ?l
- usually, an obvious choice
-------
-
MTR
•" ' '
• Recovers 100% of reserves,
usually from multiple seams
- Deep mines may only get 50% or
so of one seam 2*
a 3
• Use in large reserves with ratios
up to 20:1 (yds per tn)
• Large capex, large equipment
• Backstack as much rock as
possible (to AOC)
• ..
; 1 - put remainder in valley fills ~
planner must balance fill volume
1 /4 - 1 /3 of output in Appalach
-------
AOC / Valley Fills
Fill problem arises from "swell"
1
of material after blasting
Must store somewhere or there
is no room for equipment
J • "Durable rock" is put in valley
fills
- Allows valley fills to be end
dumped, not spread
•„
- Large rock will roll further, forms
natural drain
-------
Economic Ratios
J} t MTR/MTM=13-20(?):
Can vary, is a function of:
- Price of coal - Met or Steam
- Overburden type - SS/SH
- Topography - average distance
f\
luv^js. inudL uc nauicu
i
A
rock must be hauled
- Mostly, equipment type/size
• Large/small loader/trucks:
• 13 yd loader + 75t trucks, up to 40
a yd loader + 240/31 Ot trucks
- Lowest cost per yard is dragline
IBP
r1( • But need large capex, therefore large
reserve to use larger equipment
-------
Contour Mining
^^^^
i
-
-
%
•*•
Haulback & stack overburden
Smaller equipment, will have
smaller reserves
Can control cost via ratio
- Stop at the point that highwall
get extra coal
•1 • Excess rock still taken to valley
fill
becomes uneconomic to mine
(10-12:1?)
jf
• Often combine with augering,
highwall mining or point removal to
-------
Sequence of Surface
Operations
Remove soil & stockpile
(J • Prepare drill bench "*
Drill
Blast
Load & haul overburden
Dozer
- FEL/Truck or Shovel/Truck
t
- Dragline
ti
Load out coal
Place rock & reclaim surface
-------
Surface-Related
Methods
• Used when too deep for surface,
too thin or too small for deep
• Auger - drill 200-400 ft holes
into highwall
- Round holes, 33% max recovery
• Highwall miner - remotely mine
for 400-1000 ft
j - Auger or conveyor-car haulage
- Square holes, 45% max recovery
*f'
f\ • Specialized method & limited
reserves dictate that contractors
-. are normally used ,
-------
Underground Mining -
Longwall
• Large capital, high output
*,\ • Thus, requires large reserve
- +50 million tons, prefer twice that
as minimum
• Requires regular shape of
property
• Thick seam method
1 - 6.0ft+ to be productive
• Not flexible
I
-.11
-------
Longwall
I" "" "
-
If conditions are favorable,
there is no lower cost method
- Rates of 1 million rom tpm with
250 people are possible 5S
• Other items:
- Problem if coal quality is variable
- Still must develop with ^
^f
continuous miner
- Get subsidence immediately (&
no more) - 2/3 of seam thickness
'
Changes groundwater flow
/
-------
Continuous Miners
Room & Pillar
• Used if longwall can't be used -
- in smaller or thinner reserves
(or to develop for longwalls)
• Flexible layout
• Used for both development and
pillaring
• Easily moved from place to
place or mine to mine (small
reserves)
MI • Moderately low capital
• Historically has been the
standard method in Appalachia.; ,
-------
-
Continuous Miners
-' '
Used in seams from 28" to 13 ft
- Equipment comes in many size
ranges
Room and pillar plan recovers
•1*3 40-60% of reserve
• Can be low cost, but not in thin
seams
, • Difficult to justify new
"greenfield" continuous miner
^
-------
Longwall
°
VQ
VS.
x^; Continuous Miners
*f'
• 100% of longwall coal is
recovered, maybe 70-80%
overall (?) vs 40-60%
• Lower operating cost/ much
higher capital
• "Digital" in nature vs "analog"
,
- Quantity and quality
I • Development may be a problem
- Many mines find it difficult to
• n i keep Iw panels developed
• Both produce about 45% of
-m underground output in U.S. -,
-------
Surface Vs.
-•«
* ' -L ' -L * ..*•
Underground
MTR recovers 1 00% of all seams
vs. 40-75% of one or two
• All disturbance is immediate,
reclamation is ongoing & close
J • Eliminate roof fall danger (but
substitue highwall falls)
• Mostly mine coal that is not
H, I accessible by underground
'
methods
] • Can often control cost by
limiting ratio in surface mines
-------
Summary
_
• Surface mines account for 60-
65% of national output, but 30-
33% in WV, 38% in KY, 25%
in VA and 28% in PA jj
>i '
i • Productivity in surface mines is
9.44 tpmh vs 3.84 tpmh in
underground, nationally
- But is 5.75 tpmh vs 4.81 tpmh in
\ WV (approx.)
-i
-------
Longwall Mining
[Utifo to* jntf forth
-------
-------
' ff , TK^ • . * •-•' ff TR* •••'. .* f' ff *iu' ''.' f K . 2f ft ''
Mining Technology
From Perception to Procedures
MORGAN WORLDWIDE
MINING CONSULTANTS
-------
fc
What is typical environmentalist
< Target Practice
Reason for presentation
« To make sure that environmental issues are included
in thought process
< Environmental awareness not permit compliance
« No NOVs does not a perfect mine make
Right of mining
< Legal land use
« Critical part of economy and vital commodity
-------
Why Opposition?
4
' • . • • *
Helplessness
Feelings of Impotence
_
Excluded from Process
H - Dislike of change
Fundamental beliefs
-------
. ,•<
*
Participants in Process
: "^L
Stakeholders
Company
Industry Groups
Industry attorneys
• Shareholder
Landowner
• Mineral Owner
Employees
• Customer
Regulator
Community
Environment
-------
*
Industry Character
• Character of industry changing
*
i| < Consolidation of industry
* Less local involvement
t Managers are mobile
« Foreign ownership
1998 W.Va Tonnage 160 million tons
Approx W.Va Value $3.2 bn
4
-------
Capability of Industry
4
*.,. . ••./£<• ' ;... v.w- •*..&v ' :• . •*..•;.•«•• >.... .
• Access to capital
• Capability of constructing almost any
.....
configuration
£ • Very efficient movers of rock
• Ongoing operations and therefore momentum
I^KI *~\
1 • Complacency of acceptability of historic approach
£ • Focus on efficiency
-------
Environmental / Citizen
Character
National issues / groups
Political groups i.e. Green Party in Germany
"
• Presidential / National politics
r
- Local residents
Troublemaking attorneys
-------
Regulator
K iv^8*ui«nji'S
I ^^HMPMHT
>• . ,
Federal
.U.S. EPA
• U.S. Army Corps of Engineers
^ U.S. Fish and Wildlife
, U.S. OSM
*
• State
• WVDEP
.
-------
Effects of Mining
• Mining is a short-term land use
I < Effects are both short-term and long term
.^^j
« Short term effects
«• On site
• Removal of vegetation
* *
Aesthetics
« Hydrology
-------
Effects (Cont.)
Off site
Blasting
• Noise
Dust
• Visual
• Traffic
Flow rates in streams
]
Water quality changes
-------
»
Effects (Cont.)
Long term effects
• Change in topography
• Filling of valleys
Changing grade and elevation of hillsides
• Change in drainage patterns
• Revised aesthetics
• Vegetation
"
-------
*
Key Issues
Short Term Effect Mitigation
AOC
• AOC Variances and Post Mining Land Use
°
B • Minimizing Disturbed Area
-------
Minimizing Disturbed Area
«
a
Recognize volume is needed for excess
spoil
Objective to reduce area disturbed outside
a mineral extraction area
Have rational approach to determining
optimum
Use previously disturbed areas first
-------
»
Approach
• Calculate Excess Spoil (AOC Model)
• Select valleys for fill consideration
• Calculate equal increments of capacity moving
down valley
• End calculation at logical toe
1 • Have top surface above elevation of primary
g mining horizon
Select optimum capacity to meet excess spoil
i
-------
»
Approach (Cont.)
Use area calculated from optimization as
V
"disturbed area bank" in acres
Add accepted acreage to reflect sub optimum
Allow operator to apply bank to whichever valleys
they want, in whatever order
Any Amendment or adjacent permit has to be
similarly optimized
Variances always have an associated change in
disturbed area from optimum
-------
LANDFORM GRADING AND SLOPE EVOLUTION
By Horst J. Schor' and Donald H. Gray,1 Member, ASCE
(
ABSTRACT: Transportation corridors and residential developments in steep terrain both require that some
grading be carried out to accommodate roadways and building sites. The manner in which this grading is
planned and executed and the nature of the resulting topography or landforms that are created affect not only
the visual or aesthetic impact of the development but also the long-term stability of the slopes and effectiveness
of landscaping and revegetation efforts. Conventionally graded slopes can be characterized by essentially
planar slope surfaces with constant gradients. Most slopes in nature, however, consist of complex landforms
covered by vegetation that grows in patterns that are adjusted to hillside hydrogeology. Analysis of slope-
evolution models reveals that a planar slope in many cases is not an equilibrium configuration. Landfoim-
graded slopes on the other hand mimic stable natural slopes and are characterized by a variety of shapes.
including convex and concave forms. Downslope drains either follow natural drop lines in the slope or are
hidden from view in swale-and-berm combinations. Landscaping plants are placed in patterns that occur in
nature as opposed to random or artificial configurations. The relatively small increase in the costs of engineering
and design for landform grading are more than offset by improved visual and aesthetic impact, quicker
regulatory approval, decreased hillside maintenance and sediment removal costs, and increased marketability
and public acceptance.
INTRODUCTION
All slopes are subject to erosion and mass wasting. Various
measures can be invoked to slow, if not completely prevent.
this degradation. Biotechnical slope-protection methods, for
example, have attracted increasing attention as a cost-effec-
tive and visually attractive means of stabilizing slopes. This
approach has been used to stabilize and revegetate cut-and-
fill slopes along highways as well as slopes in residential hill-
side developments. Kropp (1989) described the use of contour
wattling in combination with subdrains to repair and stabilize
a debris flow above a housing development in Pacifica, Cal-
ifornia. Gray and Sotir (1992) described the use of brush
layering to stabilize a high, unstable cut slope along a highway
in northern Massachusetts. Brush layering and other soil
bioengineering measures have likewise been employed (Sotir
and Gray 1989) to repair a failing fill embankment along a
highway in North Carolina.
Transportation corridors and residential developments in
steep terrain both require that some excavation and regrading
be carried out to accommodate roadways and building sites.
The manner in which this grading is planned and executed
and the nature of the resulting topography or landforms that
are created affect not only the visual or aesthetic impact of
the development but also the stability of the slopes and ef-
fectiveness of landscaping and revegetation efforts.
Succinct descriptions and comparative definitions of grad-
ing designs are as follows.
Conventional Grading
Conventionally graded slopes are characterized by essen-
tially linear (in plan), planar <>kipc surfaces with unvarying
gradients and angular slope intersections. Resultant pad con-
figurations are rectangular.
Slope drainage devices are usually constructed in a recti-
linear configuration in exposed positions.
Prin., H.J. Schor Consulting, 626 N Pioneer Dr., Anaheim. CA.
92805 (714) 778-3767.
'Prof.. DeptofCiv. & Envir. Engrg., Univ. of Michigan, Ann Arbor.
Ml 48109.
Note, Discussion Open until March I. 1996' To extend the closing
date one month, a written request must be filed with th: ASCE Manager
o f Journals. The manuscript for this paper w as submitted for review and
possible publication on September 14. 1994. Thii p3|*r is- par! of (he
Journal of CiMnhiucat Engineering, Vol. 121, No in. October. 1995.
CASCE, ISSN ITO.lUliyyMlOlD-ira-inM-i: IM + $.25 per pase.
Paper No W36
Landscaping is applied in random or geometric patterns to
produce "uniform coverage."
Contour Grading
Contour-graded slopes are basically similar to convention-
ally graded slopes except that the slopes are curvilinear (in
plan) rather than linear, the gradients are unvarying, and
profiles are planar. Transition zones and slope intersections
generally have some rounding applied. Resultant pad config-
urations are mildly curvilinear.
Slope drainage devices are usually constructed in a geo-
metric configuration and in an exposed position on the slope
face.
Landscaping is applied in random or geometric patterns to
produce "uniform coverage."
Landform Grading
Landform grading replicates irregular shapes of natural,
stable slopes. Landform-graded slopes are characterized by
a continuous series of concave and convex forms interspersed
with swales and berms that blend into the profiles, nonline-
arity in plan view, varying slope gradients, and significant
transition zones between man-made and natural slopes. Re-
sultant pad configurations are irregular.
Slope drainage devices either follow "natural" slope drop
lines or are tucked away in special swale-and-berm combi-
nations to conceal the drains from view. Exposed segments
in high visibility areas are treated with natural rock.
Landscaping becomes 3 "revcgeiuiinn" process and it ap-
plied in patterns that occur in nature: trees and shrubs are
concentrated largely in concave areas, whereas drier convex
portions are planted mainly with ground covers.
GRADING APPROACHES
Conventional
Conventional grading practice often results in drasticallv
altered slopes and the replacement of natural hillside forms
wiiti artificial, sterile. ;indumtorm shapesand patterns Con-
ventionally graded slopes can Ke characterized hy (••...(•titially
planar slope surfaces wilh constant gradients and angular j£_
tersections as shown in Fig. 1. Slope-drainage devices are
usually constructed in a rectilinear and exposed fashion.
JOURNAL OFGEOTECHNICAL ENGINEERING/ OCTOBER 1995/729
-------
FIG. 1. Conventional Grading with Planar Slopes and Rectilinear
Drainage Ditch in Highly Visible and Exposed Location
FIG. 2 Conventionally Graded Hill Slope with Planar Face, Rec-
tilinear Drainage Ditch, and uniformly Spaced Piantings
Grading specifications in southern California, for example,
typically call for flat, pl.in.it 2: I (//: V) slopes with a midslope
hench and a drainage ditch, commonly placed straight down
the slope, that collects and conveys water from hrou and
midslope hench or terrace drains, respectively. Landscaping
and plants are; applied in random or geometric patterns as
shown in Fig. 2.
Contour Grading
Contour grading offers a slight improvement over the ster-
ile and simple geometry achieved liv conventional grading.
Some scalloping or curvilinear appearance is introduced onto
the slope when seen in plan view: however, the slope gra-
dients or profiles remain planar LmJ unvarying. Transition
zones at the bottom and top of slopes may also h.ivi- some
rounding applied. Slope drainage devices are still constructed
in the same geometric configuration and exposed position on
the slope faee ;is in conventional grading. Landscaping .inu
plants arc also applied in random or geometric patterns.
Landform Grading
1 I uiuilorm jirjilmj!" ciM-miaUy attempts to mimic nature's
lulls Thix approach h.i*. hccn largely developed and pioneered
b\ Schor (IYXO. 1*2. WW). who I,,,., successfully applied
landtorm grading to several large hillside developments aiu:
plonncd communities in southern California. H is important
to note ili.ii very few hillsides are tound in nature with linear.
planar faces. Instead, natural slopes consist of complex land-
730 JOURNALOFGEOTECHNICAL ENGINEERING OCTOBER 1995
forms covrrrd hy vegetation that grows in patterns that are
adjusted to hillside hydrogeology. as shown in Figs. 3 and 4.
Accordingly, landform-graded slopes arc characterized by <
variety of shapes including convex and concave forms inter-
spersed with ridges and elbows in the slope.
Downslope drain devices either follow natural drop linos
in the slope or are tucked away ,m
-------
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51IW1 JTB35 1B1NOHIUOM
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•JR.^ |t>j[HJiu.~>) pun p-iiT'ds.^qj --i^poui utt||n|o\.t-."»di'|? snourA.
ui .iiijii Piiii>^ iuj P.TJSOJ^IUI uo^q .">Airq <|i>tSo|in|dJL)UJo^i^
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i put! uoisoj.-> jn
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-------
MODEL 3
-C (HEIGHT RBOVE BRSE LEVEL!
>»
FIG. 10. Evolution of Hillside Slope when Rate of Lowering of a
Point on Slope is Proportionatto Elevation of Point (Model 3) [from
Nash (1977)]
HORIZONTAL SCALE UNITS
FIG. 12. Evolution of Hillside Slopes when Rate of Lowering of
Point on Slope Profiled Proportional lo Profile Curvature at that
Point, Assuming Reflective Lett and Right Boundaries (Model 5)
[from Nash (1977)]
= -DCDISTRNCE FROM CREST) °.«
20,» *J.DQ BO.O
HOfilZOKTH. 5CTLE
FIG. 11. Evolutionof Hill Slope when Rate of Loweringat Point
on Slope Prottl* is Proportionalto Distance that Point Lies from
Crest or Divide (Model 4) [from Nash (1977)]
Michigan (Nash 1977). The slope profiles of present-day,
modern wave-cut bluffs along Lake Michigan and those of
ancient, abandoned bluffs marking former glacial lake mar-
gins were usedfor thispurpose. Thestudy assumed that slope
processes at work on the bluffs have remained relatively con-
stant over geologic time. The ancient bluffs and their ages
respectively, are the Nipissingbluffs(4,000 yr) andAlgonquin
bluffs (10.500 yr). Actual slope profiles for these three bluffs
superposed at their midpoint are shown i n Fig. 13. The cor-
respondence or fit between the profiles predicted by the dif-
fusion model and the actual profiles was examined for various
diffusion constants. The configurations predicted by the dif-
fusion model for an abandoned bluff after 4.1*11: years and
10.500 years using a diffusion coefficient of 0.012 m2/yr and
an initial, planar profile similar to the profile cf the modern
bluff are shown in Fig. 14. According to the diffusion model.
the slope profiles gradually change over time from a linear
to a concave-convex configuration, as illustrated in Fig. 14.
The fit or correspondence between actual and predicted
profiles is quite good as can be seen by comparing slope
profiles in Figs. 13 and 14. More importantly, this modeling
732.'JOURNAL OF QEOTECHNICAL ENGINEERING; OCTOBER 1995
•..-..
HORIZONTAL SCALE (METERS)
FIG. 13. Modem Bluff Profile, Nlplsslng Bluff Profile (4,000 yr),
and Algonquin Bluff Profile (10,500 yr) Superposed at their Midpoint
[from Nash (1977)]
moouftsar
MQBELS
20 40 60 80 100
HORIZONTAL SCALE (METERS)
FIG. 14. SlopeProflles Predictedby Model 5for Initial PlanarSlope
after 4,000 and10,500 Years of ElapsedTime Using Diffusion Coef-
ficient of 0.012 m'lfr and Initial Inclination Similar to Present V\£we
Cut Bluff [from Nash (1977)]
work indicates that in transport-limited slopes, at least, a
planar slope with constant inclination, typical of conventional
grading practice, is not a stable, long-term equilibrium slope.
REVEGETATION AND LANDSCAPING
If monotony and uniformity in grading are combined with
a uniform or artificial pattern of revegetation. the overall
effect is not only sterile and ugly but also ineffective. Suc-
cessful and attractive revegetation must invoke the same con-
cepts and approaches as landform grading. Vegetation pat-
-------
terns that are found in nature should also be mimicked. Shrubs
and other woody vegetation growing on natural slopes tend
to cluster in valleys and swales where moisture is more abun-
dant. Random patterns or uniform coverage should be avoided.
Instead, the vegetation is placed where it makes sense, i.e.,
where it has a better chance of surviving and does a better
job ofholding soil. Trees and shrubs require more moisture,
and they also do a better job of stabilizing a soil mantle against
shallow mass wasting. Accordingly, it makes sense to cluster
them in swales and valleys in a slope (see Fig. 15), where
runoff tends to concentrate and evaporation is minimized.
Shrubs should also be heavily concentrated along the drainage
flow of each swale.
By purposely controlling the drainage patterns on a slope.
runoff can be concentrated in concave areas where itisneeded
or where it can best be handled by woody slope vegetation
(see Fig. 16). Conversely, runoff and seepage will be diverted
away from convex areas. These areas should be planted with
grasses or more drought-tolerance herbaceous vegetation. Ir-
rigation needs are thus reduced by careful control of drainage
pattern on a slope and selection of appropriate plantings for
different areas.
IMPACT ON DEVELOPMENT COSTS
Design Engineering and Surveying Costs
Design and surveying can be measurably higher if it is
initially performed by a team only experienced in conven-
tional methods. Design engineering and construction staking
FIG. 15. Topographic Representation of Landform Configuration
Showing Radial Flow of Water, Foliage Placement in Swales, and
Lots that Conform with Landform Grading Configuration [after Schor
(1992)]
and surveying costs are directly related to the experience,
talent, and versatility of the design engineer and his full
understanding cf the concept. When first implemented with
a totally inexperienced staff during pioneering stages, design
cost was 15% higher and field cost 10% higher than conven-
tionally designed and surveyed slopes. From that initial ex-
perience, design costs quickly decreased to a factor of 1-3%.
and surveying to 1-5% over conventional methods and ap-
proaches.
A willingness and an open mind to depart from old concepts
are essential elements for realizing the benefits of landform
grading. In-depth training of the designer, draftsman, and
project manager are indispensable, as well, before attempting
the landform-grading method. Approving agencies must also
be brought into the information dissemination process so that
plan check, permitting and. later, inspection can proceed
smoothly.
Construction/Grading Costs
Construction/grading costs are most directly related to the
size and volume of earth movement than any other factor.
In addition, there is a direct relationship to the competitive
marketplace situation at a given time. Competition for larger
projects, such as those for 1 tOOO.t.KXi cu yd or more, tends to
eliminate adherence to landform-grading standards as a sig-
nificant factor.
Grading costs in hillsides of largely sedimentary materials
and not requiring blasting or extremely heavy ripping range
from $0.75 to $1.25 per cubic yard with an average of $1.00
per cubic yard. Variables affecting the unit cost include the
quantity of material, the nature of the operating area, i.e.,
open or confined, the length and steepness of the haul from
the cut areas to the fill areas, and the rippability by conven-
tional dozer/scraper equipment.
At first glance it appears that landform-graded projects
would be significantly more expensive to construct than con-
ventional ones because of the more intricate details and nat-
ural shapes required. However, experience has shown that
the differential is minor when compared to the total project
cost. This is true because the largest percentage (on average
90%) cf the earth volume moved, the mass "X" shown in
Fig. 17, can be moved, placed, and compacted in a totally
conventional manner. Only the outer slope layers, 20-50 ft
thick (or approximately 10% of volume), require specialized
shaping. Moreover, even this outer layer can still be placed
and compacted with conventional equipment and methods.
This outer component needs an additional grade checker for
control and a dozer with an experienced operator for final
shaping. Accordingly, when costs are reckoned on the basis
cf the actual additional operations involved they are a minor
component, typically on the order of 1% cf the total cost.
FIG. 16. Landform-GradedSlope with Conyexand Concave Slope
Shapes, Varying Gradient, Curvilinear Drainage Ditch Concealed
in Bam and Swale Configuration,and Clustered Plantings
FIG 17. Relative Amounts and Location of Earth Movement by
Conventional as Opposed to Landform Grading
JOURNAL OFGEOTECHNICAL ENGINEERING.IOCTOBER1995 7733
-------
COST-IMPACT COMPARISONS ON VARIOUS
SIZE PROJECTS
Large-Scale Projects
On a recently completed hillside project involving 20.000,000
cu yd cf earth movement at a cost of some $24.(KKUXNI. the
total additional cost incurred including design, surveying.
construction staking, and grading, was S251HMI. or about 1 %
cf the total cost cf the grading.
No loss of residential drnsity was encountered, because
land planning was done concurrently with the engineering.
There was a loss cf approximately 1% of commercial pad
area due to concave valleys projecting into them. This was
offset, however, by the credit given by the governing agency
for these indentations toward landscape requirements and
coverage calculations for the building pad areas. Further-
more, entitlement approvals were advanced by at least lyear
by being able to mitigate the previous strong community op-
position to conventional hillside design and construction
methods.
Small-ScaleProjects
A 10-acre, 24 custom-lof subdivision requiring 300,000 cu
yd cf earth movement, initially designed by conventional
methods, wifh little hope for approval, was reconfigured to
landform-grading standards. The project applicants had pre-
viously proposed conventional grading and had for 21/2 years
tried to secure permitting agency approvals in a community
where grading practices had become a major and highly con-
troversial issue. The governing agency insisted that the ap-
plicant apply landform-grading concepts before any further
resubmittals. The project was redesignedby adhering to these
concepts, and the new layout resulted in 21 lots, a loss cf
three lots. Design and staking costs also increased by ap-
proximately $10.000. However, this revision reduced con-
struction costs by reducing the amount of grading required
hy 20%. The loss of the lots and additional design costs were
further offset by reduced street and storm-drain improve-
ments, tree-removal costs, and an enhanced and aesthetically
pleasing project with larger open spaces for each of the lots.
This in turn, increased the marketability of the projects. In
addition to these benefits, the project received unanimous
community approval within 3 months.
APPLICABILITY OF LANDFORM GRADING TO
OTHERPROJECTS
In addition to residential and commercial developments
Ihe landform-grading concept should lend itself readily to
highway slopes. Public objections are often voiced against
these highly visible and stark slopes. In addition they are
sometimes prone to erosion problems and generation cf ex-
cess runoff These problems and objections could be greatly
mitigated by the application of this concept, thereby improv-
ing public acceptance. This benefit, would likely offset any
associated additional right-of-way acquisition costs.
Other large earthmoving and shaping projects that result
in man-made landforms could also benefit from landform
grading. Such projects include sanitary landfills, tailings em-
bankments and mining waste stockpiles, and downstream faces
of earthfill'dams.
CONCLUSIONS
Grading considerations are very important to the successful
stabilization and revegetafion of slopes. Conventionally graded
slopes can be characterized by essentially planar slope sur-
faceswith constant gradients. Most slopes in nature, however.
consist of complex landforms covered by vegetation that grows
in patterns that are adjusted to hillside hydrogeology. Anal-
ysis of slope evolution models reveals that a planar slope often
is not an equilibrium configuration.
Landform-graded slopes, on the other hand, are charac-
terized by a variety of shapes including convex and concave
forms that mimic stable natural slopes. Downslope drain de-
vices either follow natural drop lines in the slope or are tucked
away and hidden from view in special concave swale and
convex berm combinations. Similarly landscaping plants are
not placed in random or artificial patterns, but rather in pat-
terns that occur in nature. Trees and shrubs are clustered
primarily in concave areas, where drainage tends to concen-
trate, while drier convex portions are planted primarily with
herbaceous ground covers.
Design and engineering costs for landform grading increase
approximately 1-3%. and surveyingl-5% over conventional
methods. Construction and grading costs are most strongly
affected by the volume of earth movement and the compet-
itive market. Accordingly, a landform-grading specification
on a large project is not a significant factor. The relatively
small increase in the costsof engineering and design are more
than offset by improved visual and aesthetic impact, quicker
regulatory approval, decreasedhillside-maintenance and sed-
iment-removal costs, and increased marketability and public
acceptance,
APPENDIX. REFERENCES
Gray. D. H..and Soiir,R. (1992). "Biotechnicalstahilization of ahigti-
way cut."/ Geoietli. Engrg., ASCE. 118(10), 1395-14119,
Kropp. A. (1989). "Biotechnlcal stabilization of a debris flow scar."
Pmc., XX Anna, Con/.. Int. Erosion Control A ssoc. (1ECA). Steam-
boat Springs, Cofo.. 413-429
Nash. D. B. (1977). "The evoluliun of abandoned, wave-cut bluffs in
Emmet County. Michigan." PhD dissertation,Univ of Michigan. Ann
Arbor.
Schor. H. (1980). "Landformgrading: building nature's slopes." Pacific
Coast Builder. (Jun.). 80-83
Schor. H. (1992). "Hillslikc nainre makes them." Urban Land, (Mar.).
40-43.
Schor. H.(1993). "Landformgrading: comparativedefinitionsof grading
designs." Landscape Arch. & Specifier News, (Nov.). 22-25.
Sotir. R.. and Gray. D.H. (1989). "Fill slope repair using soil bioen-
gineering systems." frot., XX Amu. Conf., Int. Erosion Control
Assoc. (1ECA). Steamboat Springs. Colo., 473-485.
754 / JOURNAL OF OEOTECHNICAL ENGINEERING OCTOBER 1995
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EA
ECO
*
CRITERIA F
URFACE MININ
Prepared
--i
Til
i
-------
SHOVEL/TRUCK MINING METHOD
• Introduction
• Reserve Evaluation
• Mine Design and Layout
• Sequencing and Timing
• Equipment Selection
• Economic Evaluation - Appalachia
Mining Company
• Summary
-------
INTRODUCTION
Applications of Mining Method
History of Mining
Typical Regional Surface Operation
(Appalachia Mining Company)
-------
Applications of Mining Method
• Shovel/Truck Mining systems are typically
predominate on Mountaintop Removal (MTR) and
Area Surface Mining Operations
- MTR Surface Mining - Entails total mineral
extraction within a reserve area provided that the
entire reserve is economical to mine.
- Area Surface Mining - Entails partial mineral
extraction within a reserve area. This method is
mainly used when only a portion of the reserves are
economically viable to mine.
-------
History of Mining
MTR and Area Mining methods
have been in existence and
practiced for over forty (40)
years.
-------
History of Mining (Cont.)
Equipment productivity limited the
overall size of surface mine operations in
the early years.
• Economic factors limited mining to low ratio
reserve areas.
• Typically, these areas consisted of low ratio
seams at the top of mountains and contour
mining areas in conjunction with mechanical
augering systems.
-------
History of Mining (Cont.)
As equipment productivity and efficiency
improved, the economically feasible reserve
base expanded.
- Lower yardage costs associated with heavy equipment
technology has made it feasible to mine higher ratio
reserves.
- Coal seams positioned at lower levels in the mountain
have become feasible to mine
• In some cases up to 600 ft. of vertical cover can be
mined.
• Remining areas to get to the lower seams has become
common practice.
-------
History of Mining (Cont.)
The expanded reserve base has made it
economically feasible to increase capital investment
in larger, more productive equipment.
- Without the reserves, capital cannot be justified.
- Without the capital, mining higher ratio reserves
cannot be economically justified.
- If higher ratio reserves are not mined, mining will
likely not be done.
-------
History of Mining (Cont.)
The expanded reserve base associated with mining
the lower level seams has increased the size
requirements of excess spoil disposal areas
- The low ratio, single seam MTR operations in the past
required a low number of relatively small fills.
• Total overburden volume handled in these operations
was small.
• Even by placing half of the overburden in valley fills, the
quantity was small.
- Larger, more vertical, multi-seam operations of today
require a larger number of relatively large fills.
• Total overburden volume handled in these operations is
large.
• Placement of only 30% of the overburden in valley fills
will result in more larger fills.
-------
History of Mining (Cont.)
A typical regional surface operation (Appalachia
Mining Company) is described as follows:
- Multi-seam, mountain top removal operation.
- Total depth of cut is 436 vertical feet.
- A total of eight (8) seams will be mined extending
down to the Coalburg seam horizon.
- The overall cumulative ratio is 15.02 to 1.
- The average selling price of the coal removed is
$24.75 per ton.
-------
Reserve Evaluation
Exploratory core drilling
- Define coal and rock thickness.
- Define coal quality.
- Define rock quality (Acid-base assessment and
Slake durability)
Have aerial mapping prepared for the reserve area
-------
Reserve Evaluation
Reserve Analysis
- Construct a geological model using Surface Mine
modeling software.
- Calculate mining ratios for the project.
• Calculate total overburden in bank cubic yards (BCY),
• Calculate total recoverable clean tons (CT)
- Seams as thin as six (6) inches can economically be
recovered.
• Calculate surface mine strip ratios.
- Ratio = Total BCY / Total recoverable CT
- Define coal quality, marketability and market value.
-------
Reserve Evaluation (Cont.)
Environmental Considerations
- Evaluate the geo-chemical characteristics of the coal and
rock.
- Evaluate the geo-physical characteristics of the rock
strata.
- Determine availability of excess spoil disposal areas.
- Determine proximity of operation to homes and
communities.
- Evaluate the potential effects of blasting operations.
- Evaluate other site-specific environmental issues.
- Incremental and cumulative ratio analysis.
-------
Reserve Evaluation (Cont.)
Ratio analysis case study - (Appalachia Mining
Company)
- Typical topographic map detailing reserve recovery
area.
- Typical cross section of the reserve area lithology.
- Incremental and cumulative ratio analysis.
-------
CASE STUDY - APPALACHIA MINING COMPANY
RESERVE ANALYSIS AREA
LEGEND
5-BLOCK SEAM HORIZON
CLARION SEAM HORIZON
STOCKTON SEAM HORIZON
COALBURG SEAM HORIZON
-------
CASE STUDY - APPALACHIA MINING COMPANY
TYPICAL LITHOLOGY CROSS SECTION
50 FT/
60 FT/
FT,/—
90 FT
10 FT.
-BLOCK (MINED)
\
UPPER CLARION (2.5')
\
LOWER CLARION (1.5*)
\
vSTOCKTON RIDER (1.0')
-\UPPER STOCKTON (2,0 ,
BLOWER STOCKTON (2,0 )
-^COALBURG RIDER (1.0f)
JCOALBURG (6.0')
TOTAL DEPTH OF CUT = 436 FT;
-------
Reserve Evaluation (Cont.)
Ratio Analysis and Reserve Quality
Seam
# 5 Block
Upper Clarion
Lower Clarion
Stockton Rider
Upper Stockton
Lower Stockton
Coalburg Rider
Coalburg
Total
Inc
BCY
7,905,333
18,069,333
19,360,000
38,720,000
40,454,333
8,228,000
101,930,400
11,616,000
246,283,400
Inc
C.T.
0
871,200
784,080
871,200
2,056,032
2,090,880
1,359,072
8,363,520
16,395,984
Inc.
ratio
NA
20.74
24.69
44.44
19.68
3.94
75.00
1.39
15.02
Cum.
BCY
7,905,333
25,974,667
45,334,667
84,054,667
124,509,000
132,737,000
234,667,400
246,283,400
Cum.
C.T.
0
871,200
1,655,280
2,526,480
4,582,512
6,673,392
8,032,464
16,395,984
Cum.
Ratio
NA
29.81
27.39
33.27
27.17
19.89
29.21
15.02
Burden
Thick, (ft.)
70
70
50
60
50
10
90
10
410
Coal
Hght. (ft.)
0.00
2.50
1.50
1.00
2.00
2.00
1.00
6.00
16.00
Notes:
1.) Five Block seam was previously mined.
2.) The Five Block Seam was 8 ft. thick and contained 1.4 mm C.T. of coal @ 5.67 stripping ratio.
3.) All overburden overburden from Five Block Seam mining is still on the mountain and will have to be moved.
4.) Average Coal Quality for the project:
Quality
Category
Sub - Compliance
Compliance
Conforming
Total
Clean
Tons
4,256,420
9,563,255
2,576,309
16,395,984
Quality (ar)
Moisture
5.20
5.35
5.40
5.32
Ash
10.00
11.30
11.45
10.99
BTU
12,800
12,500
12,424
12,566
Sulfur
0.64
0.74
0.95
0.75
S02
1.00
1.18
1.53
1.19
M.A.F.
15,094
14,997
14,942
15,014
Market
Value
$27.50
$24.00
$23.00
$24.75
-------
Mine Design and Layout
Develop a Potential Material Balance Plan.
Develop an Overburden Handling Plan.
Mining Cut Layout.
Case Study - Appalachia Mining Company.
-------
Mine Design and Layout
Develop a Potential Material Balance Plan
- Calculate total volume of Loose Cubic Yards (LCY) in the project.
• LCY = yards of overburden after rock is fragmented and air voids
introduced.
• A common term used for this occurrence is "swell factor (SF).
• Sandstone typically swells 25 to 40%. The average is
approximately 33%.
• Shale and slate typically swell 15 to 25%. The average is
approximately 20%.
• Allowances have to made for re-compaction (typically 90 to 95%).
• The total LCY in a project represents the amount of material that
must be placed in spoil disposal areas.
- Calculate total storage volumes for all available spoil disposal areas.
• Define "on-bench" storage capacity.
• Remainder will define required "valley fill" storage capacity.
• Total storage capacity must be equal to or greater than the LCY
generated.
Completion of these operations will result in a
"Potential Material Balance" for the project.
-------
Develop an Overburden Handling Plan
Define where each yard of overburden will be produced
and subsequently placed.
- Define whether each yard will be hauled, dozed, or cast by
blasting.
- If hauled, define where it will be hauled to and design the
required road system.
- If dozed or cast by blasting, define where the material will
be placed.
Develop spoil disposal areas as each yard is placed
during this exercise.
- When this sequence is complete, a "Final Material
Balance" for the project will be defined.
-------
Develop an Overburden Handling Plan
• The objective for developing the Overburden
Handling Plan is to accomplish the following:
- Minimize grade and distance requirements for
overburden haulage roads.
- Maximize the amount of overburden material that
can be cast by blasting or dozed in the project.
(These are the most economical placement means).
- Plan so that the placement of overburden results in
final reclamation being accomplished as part of the
normal mining cycle of operations.
-------
Mining Cut Layout
Pre-strip Cut Layout
• Pre-strip cuts consist of the mining required to
remove the top portions of the mountain to the
extent that cast-blasting and dozer operations
can commence.
• This pre-strip overburden must be hauled.
Cast-blasting and Dozer Cut Layout
• These cuts are typically designed in long, parallel
oriented panels.
• The overburden is placed "on-bench" on the
floor of the lowest seam being mined.
• Occasionally the material can be cast/dozed into
fills providing the state 300 ft. wing dumping
criteria is not exceeded.
-------
Mining Cut Layout
Contour Cut Layout
• These cuts are typically designed along the
outslope areas of the lower coal horizons to be
mined.
• These cuts are designed to prevent down-slope
placement, provide for the establishment of "on-
bench" sediment control structures, and to
provide sufficient space for the establishment of a
network of haulage and access road systems.
-------
Case Study - Appalachia Mining Company
Calculated "Swell Factor" = 30%
- Total LCY in the project area = 320,168,420
Spoil Disposal Capacity (by location):
- 128,067,368 LCY placed in "Valley Fills"
- 192,101,051 LCY placed "On-Bench"
Distribution of Haulage vs. Cast-blasting and Dozing
- Total overburden haulage = 172,398,380 BCY (70%)
- Total Cast-blasting and Dozing = 73,885,020 BCY
(30%)
Typical Haul Road Profile
- 2,500 ft. length (one-way haul)
- 1,000 ft. of which is at an 8% grade.
-------
CASE STUDY
APPALACHIA
JEGEND
5-BLOCK SEAM iORIZON
CLARION SEAM TORIZON
STOCKTON SEAM iORTZON
COALBURG SEAM iORTZON
2 PROPOSED VALLEY FILL LOCATIONS
-------
CASE STUDY
MATERIALS HANDLING
1
""* O PI m /"'i
70 FT
70
60 FT/
50 FTy^"
10 FTy-^—
10
5-BLOCK (MINED)
UPPER CLARION (2.5')
\
LOWER CLARION (1.5')
STOCKTON RIDER (1.0')
k .UPPER STOCKTON (2.0')
\LOWER STOCKTON (2.0 )
A OOALBURG RIDER (l.(
COALBURG (6.0')
PRE-STRIP OVERBURDEN
CONTOUR OVERBURDEN
| CAST/DOZER OVERBURDEN
-------
SEQUENCING AND TIMING
Start-up location for operation
- Start-up should occur in areas with easy accessibility
and large valley fill capacity.
• All of the overburden generated from the initial
mining cuts must be placed in valley fills. (Referred to
as development area).
• The initial cuts are predominantly Pre-strip and
Contour cuts.
• Dozing is limited to those yards which are positioned
within the confines of the valley fills.
- Primary objectives to be accomplished during this
development phase are as follows:
• Set up the cast-blasting and dozing production areas
as readily as possible.
• Maintain an acceptable mining ratio to ensure an
economically feasible development operation
-------
SEQUENCING AND TIMING (CONT.)
Subsequent to start-up and development, the objectives
are as follows:
- Maintain adequate levels of pre-stripping in order to
sustain continuous cast-blasting and dozer operations.
- Provide at least two (2) areas for cast-blasting and dozing
at all times.
• The dozer fleet must rotate between areas in order to
maintain continuous production.
• When dozing is complete in an area, it generally takes 2
to 3 weeks to remove the uncovered coal. The dozer
fleet cannot sit idle during this period.
-------
SEQUENCING AND TIMING (CONT.)
Sequence the dozer/cast areas so that the
overburden can be placed on top of the dozer push
ridge at the earliest possible time.
• This will help to minimize the amount of
overburden required to be placed in "Valley
Fills".
• The reclamation process will subsequently be
accelerated.
• Pre-strip overburden can now be more
economically placed on the dozer push ridge.
- This will minimize longer, excessive grade
hauls typically associated with Pre-Strip
operations.
-------
FINAL RECLAMATION
The project will end with two (2) dozer/cast areas.
- These areas can only be reclaimed to an elevation slightly
higher than the dozer push ridge.
• This factor was taken into account when the amount of
overburden designated to be placed in the "Valley Fills"
was calculated.
- The elevation of the mountain in the start-up, development
area can and will be restored to AOC.
- The elevation of the reclaimed mountain must drop as the last
mining areas are approached.
• It is not possible to restore a mining project of this type to
AOC throughout.
• A smaller, single seam MTR however, can achieve AOC.
- Case Study - Appalachia Mining Company
• Mining sequence map.
• Regrade Cross Section.
-------
CASE STUDY APPALACHIA fl
E DIRECTION SEQUENCE MAP
,<
L
LEGEND
Y ///
l PHASE 1 MINING AREA
I PHASE 2 MINING AREA
l PHASE 3 MINING AREA
PROPOSED VALLEY FILL LOCATIONS
-------
f1 4 O 1C1 O TP T T TTt \7
LAoiS o 1 UD i
APPALACHIA MINING
CUT LAYOUT
LEGEND
Zl CONTOUR CUTS
^BOX-CUT DEVELOPMENT CUTS
Zl CAST/DOZE PRODUCTION CUTS
] PROPOSED VALLEY FILL LOCATIONS
-------
CASE STUDY - APPALACHIA MINING COMPANY
FINAL REGRADE PROFILE
1500
00
0+00
25+00
50 + 00
100+00
1,
n
1500
ORIGINAL GRADE
FINAL REGRADE
-------
EQUIPMENT SELECTION
Equipment Selection is based on the following
criteria:
• Mine design and layout
• Overburden handling requirements
• Reserve size
• Production Objectives
• Cost Minimization
• Maximize return on investment (ROI)
-------
EQUIPMENT SELECTION
Incremental Cost Behavior of Overburden
Production Methods (high to low)
• Overburden Haulage
• Production Dozing
• Drag line
• Cast Blasting
-------
EQUIPMENT SELECTION
Incremental Production Costs of Overburden
Haulage Methods (low to high)
• 53 yard Electric Shovel spread
• 35 yard Hydraulic Excavator spread (Shovel
front or Backhoe)
• 25 yard Hydraulic Excavator spread (Shovel
front or Backhoe)
• 18 1/2 yard Hydraulic Excavator Spread
(Shovel front or Backhoe)
• 16 yard Front Endloader spread
-------
53 YARD ELECTRIC
EL
LOADING 320 TON TRUCK
5i
495B
-------
I
•• •
25 YARD HYDRAULIC SHOVEL
LOADING 150 TON TRUCKS
-------
25 YARD HYDRAULIC BACKHOE
NG 210 TON TRUCKS
-------
13.5 YARD HYDRAULIC B
HOE
LOADING 150 TON TRUCKS
'
• - -»,
-------
16 YARD FRONT ENDLOADER
LOADING 150 TON TRUCKS
-------
EQUIPMENT SELECTION (CONT.)
Case Study - Appalachia Mining Company
Overburden Production Equipment Selection
- 25 yard Hydraulic Shovel (7.5mm BCY per year)
- 18 1/2 yard Hydraulic Backhoe (5.8mm BCY per
year)
- 16 yard Front Endloader Spread (4.1mm BCY per
year)
- Four (4) 45 yard Bulldozers (7.8mm BCY per year)
-------
45 YARD DOZERS IN
SLOT DOZING AREA
-------
ARD
ADER
PREPARING COAL
-------
1:
- •
-
13 YARD FRONT ENDLOADER
LOADING COAL
-------
I I \
«•*
ROTARY DRILLS
N DRILL BENCH
-------
111
SHOT PREPARATION
ON DRILL BENCH
-------
-------
EQUIPMENT SELECTION (CONT.)
Case Study - Appalachia Mining Company
Overburden Production Equipment Selection
- Total Annual Production
• 25.20mm BCY per year based on two (2) 10-hour
shifts working 260 days per year.
- Total Annual Coal Production @ 15.02 Stripping
Ratio
• 1.68mm Clean Tons per year
- Projected Life of Mine
• 10 years
-------
ECONOMIC EVALUATION
APPALACHIA MINING COMPANY
Capital Requirements
Manpower
E.B.I.T. (Earnings Before Interest and Taxes)
Capital Investment Statistics
-------
Economic Evaluation - Appalachia Mining Company
Capital Budget - Life of Mine
Heavy Equipment
Item
Description
2 5 yard Shovel
18 1/2 Yard Backhoe
16 yard Endloader
210 Ton Rock Trucks
150 Ton Rock Trucks
Fill Dozers
Development Dozers
Reclamation Dozers
4 5 yard Dozers
16 yard Coal Loader
9 yard Coal Loader
Drills
Total
Year
0
$0
$0
$0
$0
$0
$0
$0
$0
$0
$0
$0
$0
$0
Year
1
$3,500,000
$2,650,000
$1,200,000
$4,500,000
$7,320,000
$2,160,000
$1,440,000
$720,000
$4,800,000
$2,400,000
$1,100,000
$2,400,000
$34,190,000
Years
2 thru 10
$0
$0
$1,200,000
$0
$0
$1,050,000
$1,440,000
$720,000
$4,800,000
$700,000
$500,000
$4,800,000
$15,210,000
Total
$3,500,000
$2,650,000
$2,400,000
$4,500,000
$7,320,000
$3,210,000
$2,880,000
$1,440,000
$9,600,000
$3,100,000
$1,600,000
$7,200,000
$49,400,000
-------
Economic Evaluation - Appalachia Mining Company
Capital Budget - Life of Mine
Support Equipment
Item
Description
Motor Grader
Water Truck
5 yard Backhoe
Light Plants
Mechanics Trucks
Fuel Truck
Service Truck
Portal Trucks
Pick-Up Trucks
Total
Year
0
$0
$0
$0
$0
$0
$0
$0
$0
$0
$0
Year
1
$450,000
$600,000
$300,000
$150,000
$520,000
$130,000
$260,000
$75,000
$150,000
$2,635,000
Years
2 thru 10
$0
$0
$0
$0
$0
$0
$0
$0
$300,000
$300,000
Total
$450,000
$600,000
$300,000
$150,000
$520,000
$130,000
$260,000
$75,000
$450,000
$2,935,000
-------
Economic Evaluation - Appalachia Mining Company
Capital Budget - Life of Mine
Development Capital
Item
Description
Haul Road
Pond Construction
Stream Mitigation
Permitting Related
Exploration
Clearing & Grubbing
Office / Warehouse
Radio System
Pump System
Power & Phones
Total
Year
0
$1,000,000
$500,000
$500,000
$500,000
$350,000
$460,000
$200,000
$50,000
$150,000
$150,000
$3,860,000
Year
1
$0
$0
$0
$0
$0
$230,000
$0
$0
$0
$0
$230,000
Years
2 thru 10
$0
$1,000,000
$0
$0
$0
$920,000
$0
$0
$0
$0
$1,920,000
Total
$1,000,000
$1,500,000
$500,000
$500,000
$350,000
$1,610,000
$200,000
$50,000
$150,000
$150,000
$6,010,000
-------
VALLEY FILL
SEDIMENT PONDS
-------
Economic Evaluation - Appalachia Mining Company
Capital Budget - Life of Mine
Total Capital
Item
Descriptio n
Heavy Equip.
Suppo rt Equip,
Development
Total
Year
0
$0
$0
$3,860,000
$3,860,000
Year
1
$34,190,000
$2,635,000
$230,000
$37,055,000
Years
2 thru 10
$15,210,000
$300,000
$1,920,000
$17,430,000
Total
$49,400,000
$2,935,000
$6,010,000
$58,345,000
-------
Economic Evaluation - Appalachia Mining Company
Manpower Table
Period: Full Year
# Production Days = 260 days
C.T. PerM.H.
BCY PerM.H.
7.25
108.90
Manpow er
Position
25 yd. Front Shovel
210 Ton Rock Truck
Fill Dozer
18 1/2 yd. Backhoe
1 50 Ton Rock Truck
Fill Dozer
16yd. Endloader
1 50 Ton Rock Truck
Fill Dozer
45 yd. Bull Dozer
Development Dozer
Reclamation Dozer
16 yd. Coal Loader
9 yd. Coal Loader
Drillers
Motor Grader
Water Truck
Mechanics / Welders
P.M. Technicians
Fueler/ Greaser
Blasters
Blasting Foreman
Prod. Foreman
Maint. Foreman
Maintenance Planner
Prod. Engineer
Superintendant
Total
Day
1
3
1
1
3
1
1
2
1
4
2
1
2
2
4
1
1
2
1
1
6
1
1
1
1
1
1
47
Evening
1
3
1
1
3
1
1
2
1
4
2
1
2
2
3
1
1
6
2
1
0
0
1
1
1
0
0
42
Total
2
6
2
2
6
2
2
4
2
8
4
2
4
4
7
2
2
8
3
2
6
1
2
2
2
1
1
89
Job
Discription
O.B. Loading
O.B. Haulage
Run Fill
O.B. Loading
O.B. Haulage
Run Fill
O.B. Loading
O.B. Haulage
Run Fill
Prod. Dozing
Development
Reclamation
Coal Prep. & Ldg.
Coal Prep. & Ldg.
O.B. Drilling
Road Maint.
Dust Control
Maintenance
Maintenance
Maintenance
Blasting
D & B Superv.
Shift Superv.
Maint. Superv.
Maint. Scheduling
Engineering
General Superv.
O.B.
Production
7,500,000
5,800,000
4,100,000
7,800,000
25,200,000
# Prod.
Day's
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
260
Hrs. Per
Day
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
Total
Manhours
5,200
15,600
5,200
5,200
15,600
5,200
5,200
10,400
5,200
20,800
10,400
5,200
10,400
10,400
18,200
5,200
5,200
20,800
7,800
5,200
15,600
2,600
5,200
5,200
5,200
2,600
2,600
231,400
-------
Economic Evaluation - Appalachia Mining Company
E.B.I.T. (Earnings Before Interest and Taxes)
Parameter
Revenues
Revenues Per Ton
Non - Mining Costs:
Sales Related Cost;
Intercompany Roy.
Intercompany Comn
Trucking
Other Trans.
Preparation Costs
Subtotal
Net Realization
Indirect Costs:
Overhead
Reclamation
Subtotal
Mining Costs:
Labor
Supplies
Power
Other
Subtotal
Cash Margin
Cash Margin Per Ton
Cash Cost Per Ton
Direct D.D. & A.
Indirect D.D. & A.
Subtotal
E.B.I.T.
Year #1
$$
$41,524,634
$24.75
$6,116,285
$0
$419,441
$3,445,OO7
$1 ,OO6,658
$1 ,304,928
$12,292,319
$29,232,316
$1,215,933
$251 ,664
$1 ,467,597
$8,590,556
$11,451,473
$O
$O
$2O,O42,O29
$7,722,690
$4.6O
$20. 15
$5,292,144
$0
$5,292,144
$2,430,546
$$ Per
BCY
$1.65
$O.24
$O.OO
$O.O2
$O.14
$O.O4
$O.O5
$O.49
$1.16
$O.O5
$O.O1
$O.O6
$O.34
$O.45
$O.OO
$O.OO
$O.8O
$O.31
$O.21
$O.OO
$O.21
$O.1O
$$ Per
C.T.
$24.75
$3.65
$O.OO
$O.25
$2. OS
$O.6O
$O.78
$7.33
$17.42
$O.72
$O.15
$O.87
$5.12
$6.83
$O.OO
$O.OO
$11.95
$4.6O
$3.15
$O.OO
$3.15
$1.45
Year #2
$$
$41,524,634
$24.75
$6,116,285
$0
$419,441
$3,445,OO7
$1 ,OO6,658
$1 ,304,928
$12,292,319
$29,232,316
$1 ,08O,647
$251 ,664
$1,332,311
$8,590,556
$11,451,473
$O
$0
$2O,O42,O29
$7,857,976
$4.68
$2O.O7
$5,292,144
$0
$5,292,144
$2,565,832
$$ Per
BCY
$1.65
$O.24
$O.OO
$O.O2
$O.1 4
$O.O4
$O.O5
$O.49
$1.16
$O.O4
$O.O1
$O.O5
$O.34
$O.45
$O.OO
$O.OO
$O.8O
$O.31
$O.21
$O.OO
$O.21
$O.1O
$$ Per
C.T.
$24.75
$3.65
$O.OO
$O.25
$2. OS
$O.6O
$O.78
$7.33
$17.42
$O.64
$O.15
$O.79
$5.12
$6.83
$O.OO
$O.OO
$11.95
$4.68
$3.15
$O.OO
$3.15
$1.53
Year #3
$$
$41,524,634
$24.75
$6,116,285
$0
$419,441
$3,445,OO7
$1 ,OO6,658
$1 ,304,928
$12,292,319
$29,232,316
$1 ,OO1 ,678
$251 ,664
$1 ,253,342
$8,590,556
$11,451,473
$0
$0
$2O,O42,O29
$7,936,945
$4.73
$2O.O2
$5,292,144
$0
$5,292,144
$2,644,801
$$ Per
BCY
$1.65
$O.24
$O.OO
$O.O2
$O.1 4
$O.O4
$O.O5
$O.49
$1.16
$O.O4
$O.O1
$O.O5
$O.34
$O.45
$O.OO
$O.OO
$O.8O
$O.31
$O.21
$O.OO
$O.21
$O.1O
$$ Per
C.T.
$24.75
$3.65
$O.OO
$O.25
$2. OS
$O.6O
$O.78
$7.33
$17.42
$O.6O
$O.15
$O.7S
$5.12
$6.83
$O.OO
$O.OO
$11.95
$4.73
$3.15
$O.OO
$3.15
$1.58
Year #4
$$
$41,524,634
$24.75
$6,116,285
$0
$419,441
$3,445,OO7
$1 ,OO6,658
$1 ,304,928
$12,292,319
$29,232,316
$927,778
$251 ,664
$1,179,442
$8,590,556
$11,451,473
$0
$0
$2O,O42,O29
$8,O1 0,845
$4.77
$19.98
$5,217,144
$0
$5,217,144
$2,793,701
$$ Per
BCY
$1.65
$O.24
$O.OO
$O.O2
$O.1 4
$O.O4
$O.O5
$O.49
$1.16
$O.O4
$O.O1
$O.O5
$O.34
$O.45
$O.OO
$O.OO
$O.8O
$O.32
$O.21
$O.OO
$O.21
$O.11
$$ Per
C.T.
$24.75
$3.65
$O.OO
$O.25
$2. OS
$O.6O
$O.78
$7.33
$17.42
$O.5S
$O.15
$O.7O
$5.12
$6.83
$O.OO
$O.OO
$11.95
$4.77
$3.11
$O.OO
$3.11
$1.67
Year #5
$$
$41,524,634
$24.75
$6,116,285
$0
$419,441
$3,445,OO7
$1 ,OO6,658
$1 ,304,928
$12,292,319
$29,232,316
$889,564
$251 ,664
$1,141,228
$8,590,556
$11,451,473
$0
$0
$2O,O42,O29
$8,O49,O59
$4.8O
$19.95
$5,229,644
$0
$5,229,644
$2,819,415
$$ Per
BCY
$1.65
$O.24
$O.OO
$O.O2
$O.1 4
$O.O4
$O.O5
$O.49
$1.16
$O.O4
$O.O1
$O.O5
$O.34
$O.45
$O.OO
$O.OO
$O.8O
$O.32
$O.21
$O.OO
$3.12
$O.11
$$ Per
C.T.
$24.75
$3.65
$O.OO
$O.25
$2. OS
$O.6O
$O.78
$7.33
$17.42
$O.53
$O.1S
$O.68
$5.12
$6.83
$O.OO
$O.OO
$11.95
$4.8O
$3.12
$O.OO
$3.12
$1.68
CY Removed
BCY Per Manhour
% Direct Ship
Mine Recovery
Tons Produced / Sold
Days Worked
Man Hours Worked
Strip Ratio
Tons Per Man Hour
25,2OO,OOO
1O8.9O
8O.OO%
80.36%
1,677,763
260
231 ,400
15.02
7.25
25,2OO,OOO
1O8.9O
8O.OO%
80.36%
1,677,763
260
231 ,400
15.02
7.25
25,2OO,OOO
1O8.9O
8O.OO%
80.36%
1,677,763
260
231 ,400
15.02
7.25
25,2OO,OOO
1O8.9O
8O.OO%
80.36%
1,677,763
260
231 ,400
15.02
7.25
25,2OO,OOO
1O8.9O
8O.OO%
80.36%
1,677,763
260
231 ,400
15.02
7.25
-------
Parameter
Revenues
Revenues PerTon
Non- Mining Costs:
Sales RelatedCosts
fatercompanyRoyalties
Intercompany Commissions
Trucking
Other Transportation Costs
Preparation Costs
Subtotal
Net Realization
Indirect Costs:
Overhead
Reclamation
Subtotal
Mining Costs:
Labor
Supplies
Power
Other
Subtotal
Cash Margin
CashMarginPerTon
Cash CostPerTon
Direct D.D.& A.
Indirect D.D.& A.
Subtotal
E.B.I.T.
To tal P ro ject
$$
$405,800,604
$24.75
$59,771,560
$0
$4,098,996
$33,666,422
$9,837,593
$12,752,441
$120,127,012
$285,673,592
$8,996,465
$2,459,394
$11,455,859
$83,956,796
$112,056,241
$0
$0
$196,013,037
$78,204,696
$4.77
$19.98
$51,691,246
$0
$51,691,246
$26,513,450
$$ Per
BCY
$1.65
$0.24
$0.00
$0.02
$0.14
$0.04
$0.05
$0.49
$1.16
$0.04
$0.01
$0.05
$0.34
$0.45
$0.00
$0.00
$0.80
$0.32
$0.21
$0.00
$0.21
$0.11
$$ Per
C.T.
$24.75
$3.65
$0.00
$0.25
$2.05
$0.60
$0.78
$7.33
$17.42
$0.55
$0.15
$0.70
$5.12
$6.83
$0.00
$0.00
$11.95
$4.77
$3.15
$0.00
$3.15
$1.62
Economic Evaluation - Appalachia
Mining Company
E.B.I.T. (Earnings Before Interest
and Taxes)
Cubic Yards Removed
BCYPerManhour
Percent Direct Ship
Mine Recovery
Tons Produced / Sold
Days Worked
Man Hours Worked
Strip Ratio
Tons Per Man Hour
246,283,400
108.90
80.00%
80.36%
16,395,984
2,600
2,261,507
15.02
7.25
-------
Economic Evaluation - Appalachia Mining Company
Capital Investment Statistics (mm)
Parameter
E.B.I.T.
Taxes @ 30%
Commissions
Taxes on Comm.
Intercompany Royalty
Taxes on Intercompany
Tax Savings Depl.
Net Income
(Add) DD&P
(Less) CapEx
Net Cash Flow
Initial Inv.
YearO
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$3.86
($3.86)
Year#l
$2.43
$0.73
$0.42
$0.13
$0.00
$0.00
$0.00
$1.99
$5.29
$37.06
($29.77)
Year #2
$2.57
$0.77
$0.42
$0.13
$0.00
$0.00
$0.00
$2.09
$5.29
$0.48
$6.90
Year #3
$2.64
$0.79
$0.42
$0.13
$0.00
$0.00
$0.00
$2.14
$5.29
$0.23
$7.21
Year #4
$2.79
$0.84
$0.42
$0.13
$0.00
$0.00
$0.00
$2.25
$5.22
$0.48
$6.99
Year #5
$2.82
$0.85
$0.42
$0.13
$0.00
$0.00
$0.00
$2.27
$5.23
$2.78
$4.72
Year #6
$1.45
$0.44
$0.42
$0.13
$0.00
$0.00
$0.00
$1.31
$6.53
$10.66
($2.82)
Year #7
$1.55
$0.47
$0.42
$0.13
$0.00
$0.00
$0.00
$1.38
$6.53
$1.70
$6.21
Year #8
$1.70
$0.51
$0.42
$0.13
$0.00
$0.00
$0.00
$1.49
$6.48
$0.00
$7.97
Year #9
$5.22
$1.57
$0.42
$0.13
$0.00
$0.00
$0.00
$3.95
$2.97
$2.55
$4.37
Year #10
$3.33
$1.00
$0.32
$0.10
$0.00
$0.00
$0.00
$2.56
$2.85
$0.00
$5.41
Year #11
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
($6.65)
$6.65
N.P.V. @ 5%
N.P.V. @ 8%
N.P.V. @ 10%
I.R.R.
Payback Period
$7.45
$2.26
($0.52)
9.60%
7.56 yrs
Cash Flows 1-11
E.B.I.T.
Net Inc.
Net Cash
$26.51
$21.43
$19.98
-------
SUMMARY
Coal Recovery
- Surface = 16,395,984 CT
- Underground = 5,540,832 CT
• Upper Clarion and Coalburg seams only.
• CT based on 60% mine recovery.
- Underground only recovers 33.8% of the area
reserves.
Total Direct Mine Hours Worked
- Surface = 2,261,507 Hrs.
- Underground = 871,201 Hrs.
Surface Mining will provide more
employment in this reserve area.
-------
SUMMARY (CONT.)
Taxes Generated from the Project:
- Personal Property Tax $ 3,132,574 $0.19 per ton
- Worker's Compensation $ 5,559,085 $0.34 per ton
- Matching F.I.C.A. $ 3,097,378 $0.19 per ton
- Unmined Mineral Tax $ 1,173,000 $0.07 per ton
- Franchise Tax $ 504,390 $0.03 per ton
- Severance Tax $20,290,033 $1.24 per ton
- Black Lung Tax $ 8,747,264 $0.53 per ton
- Federal Reclamation Tax $ 5,566,431 $0.34 per ton
- WV Special Assessment $ 819,798 $0.05 per ton
- Federal & State Income Tax $ 9.183.734 $0.56 per ton
- Total Tax Expense $58,073,684 $3.54 per ton
-------
SUMMARY (CONT.)
Tax savings if this job was operated in another state.
- Kentucky $ 4,189,994
- Virginia $12,187,134
Total Direct Wages and Benefits earned from the Project
- $ 83,796,596
Total Purchases of Services, Materials and Supplies from the
Project
- $145,722,663
Total Capital for the Project
- $ 58,345,000
Return on Investment (ROI) for the Project.
9.60%
-------
SUMMARY (CONT.)
FINAL EVALUATION - APPALACHIA MINING COMPANY
The Project is marginally feasible as planned
If costs are increased due to regulatory changes, the
project will not be feasible.
- Increase in haul distances or grade.
- Increase in taxes
- Increase in permitting related expenses
- Increase in blasting costs
- Increase in litigation
- Etc.
-------
SUMMARY (CONT.)
FINAL EVALUATION - APPALACHIA MINING COMPANY
The mountain is reclaimed in an environmentally
responsible manner
- Commercial Woodland
- Fish & Wildlife
- Residential
- Farming
- Commercial Livestock
- Etc.
-------
FIN
.-^-•-*5i - - * ~^. , -
EGLAMATION
-------
FINAL AOC
RECLAMATION
-------
INAL AOC
RECLAMATION
-------
FINAL AOC
RECLAMATION
.
-------
IVE
ONTEMPORANE
RECLAMATION
-------
CONTEMPORANEOU
* RECLAMATION
-------
IN WEST VIRGINIA , MOUNTAINTOP
REMOVAL MINING CAN BE HALTED
B Y SIMPL Y MAKING IT COST
PROHIBITIVE.
IF MINING IS STOPPED IN THIS
MANNER. IT CAN BE CLAIMED THAT
MINING IS STILL FEASIBLE. BUT THE
COMPANY DECIDED NOT TO DO THE
PROJECT.
A TRUE "POLITICAL SPIN" SOLUTION
------- |