EPA
United States
Environmental Protection
Agency
Office of
Reseach and
Development
Industrial Environmental Research
Laboratory
Cincinnati, Ohio 45268
EPA-600/7-77-124
November 1977
CATAWISSA CREEK MINE
DRAINAGE ABATEMENT
PROJECT
Interagency
Energy-Environment
Research and Development
Program Report
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RESEARCH REPORTING SERIES
Research reports of the Office of Research and Development, U.S. Environmental
Protection Agency, have been grouped into nine series. These nine broad cate-
gories were established to facilitate further development and application of en-
vironmental technology. Elimination of traditional grouping was consciously
planned to foster technology transfer and a maximum interface in related fields.
The nine series are:
1. Environmental Health Effects Research
2. Environmental Protection Technology
3. Ecological Research
4. Environmental Monitoring
5. Socioeconomic Environmental Studies
6. Scientific and Technical Assessment Reports (STAR)
7. Interagency Energy-Environment Research and Development
8. "Special" Reports
9. Miscellaneous Reports
This report has been assigned to the INTERAGENCY ENERGY-ENVIRONMENT
RESEARCH AND DEVELOPMENT series. Reports in this series result from the
effort funded under the 17-agency Federal Energy/Environment Research and
Development Program. These studies relate to EPA's mission to protect the public
health and welfare from adverse effects of pollutants associated with energy sys-
tems. The goal of the Program is to assure the rapid development of domestic
energy supplies in an environmentally-compatible manner by providing the nec-
essary environmental data and control technology. Investigations include analy-
ses of the transport of energy-related pollutants and their health and ecological
effects; assessments of, and development of, control technologies for energy
systems; and integrated assessments of a wide range of energy-related environ-
mental issues.
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia 22161.
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EPA-600/7-77-124
November 1977
CATAWISSA CREEK MINE DRAINAGE
ABATEMENT PROJECT
by
A. F. Miorin
R. S. Klingensmith
F. J. Knight
R. E. Heizer
J. R. Saliunas
Gannett Fleming Corddry and Carpenter, Inc,
Harrisburg, Pennsylvania 17105
Grant No. 14010 DSD
Project Officer
Ronald D. Hill
Resource Extraction and Handling Division
Industrial Environmental Research Laboratory
Cincinnati, Ohio 45268
INDUSTRIAL ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO 45268
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DISCLAIMER
This report has been reviewed by the Office of Research and Development,
U. S. Environmental Protection Agency, and approved for publication. Approval
does not signify that the contents necessarily reflect the views and policies
of the U. S. Environmental Protection Agency, nor does mention of trade names
or commercial products constitute endorsement or recommendation for use.
PENNSYLVANIA DEPARTMENT OF ENVIRONMENTAL RESOURCES
REVIEW NOTICE
This report, prepared by outside consultants, has been reviewed by the
Department of Environmental Resources and approved for publication. The
contents indicate the conditions that are existing as determined by the con-
sultant, and the consultant's recommendations for correction of the problems,
The foregoing does not signify that the contents necessarily reflect the
policies, views, or approval of the Department. /
11
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FOREWORD
When energy and material resources are extracted, processed, converted,
and used, the related pollutional impacts on our environment and even on our
health often require that new and increasingly more efficient pollution con-
trol methods be used. The Industrial Environmental Research Laboratory-
Cincinnati (lERL-Ci) assists in developing and demonstrating new and improved
methodologies that will meet these needs both efficiently and economically.
Reported here are the results of a study to develop methods to control
acid mine drainage from underground mines. The reconstruction of a stream
bed to divert water away from underground mine working has shown effect in
reducing acid discharges. The construction of seals in tunnels that drain
underground anthracite coal mines was found technically feasible, but were
not constructed as part of this study because of high construction costs.
Seals of this type might also be feasible for tunnels draining hard rock
mines. This research will be of interest to state and federal agencies
developing control strategy for abandoned underground mines. In addition
design details presented in the report will be useful to design engineers.
For further information contact the Resource Extraction and Handling Division.
David G. Stephan
Director
Industrial Environmental Research Laboratory
Cincinnati
111
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ABSTRACT
The objective of this study was to determine the feasibility of flooding
underground coal mine workings in an isolated basin of coal, thereby restoring
or partially restoring the groundwater table in the basin and reducing the
production of acid mine drainage. Flooding the mined seams would prevent
atmospheric oxygen contact with the acid-forming materials, thus breaking the
chain of chemical reactions in the formation of acid mine drainage. To en-
able this determination, a relatively small discrete basin of coal in east-
central Pennsylvania at Sheppton was selected.
This basin, extensively deep mined during the last 85 years and inten-
sively strip mined for the last 50 years, is drained by three water-level
tunnels driven through the rock to intercept the deep mine workings at their
deepest points. In addition, during the period of strip mining, the water-
shed's streamflow was diverted into the basin's deep mine workings.
Preliminary investigations conducted during 1966-1968 under an earlier
contract had indicated that this project appeared viable. To determine proj-
ect feasibility with a higher degree of certainty, detailed investigations
were undertaken, including studies of the regional and areal geology, the
extent of strip and deep mining, and the water-level tunnel flows and water
quality. The nature and condition of the rock were studied throughout the
basin by internal tunnel investigations, core borings abovje potential seal
sites, and core borings at anticipated future overflow points. It was con-
cluded that approximately 80 percent of the basin could be inundated by
sealing the water-level tunnels, resulting in a reduction of approximately
1,100 kilograms per day of acid being discharged into Catawissa Creek.
As the first step, the watershed's streambed was relocated to prevent
streamflow from passing into, and emitting from, the mined basin. Approxi-
mately 518 meters of streambed was reconstructed at a cost of $58.94 per meter,
eliminating 0.253 m3/s of water from entering the underground mine workings.
Even though the mine sealing was deemed to have much merit, it was cancelled
because of its high costs after plans and specifications for sealing the
three tunnels were prepared and bids were taken for sealing one water-level
tunnel. Bid cost for constructing the one seal was in excess of $600,000.
This report was submitted in fulfillment of Project Number 14010 DSD
by Gannett Fleming Corddry and Carpenter, Inc., under the joint sponsorship
of the United States Environmental Protection Agency and the Commonwealth of
Pennsylvania. The report covers the period January 1969 to August 1975, and
work was completed as of July 1976.
IV
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CONTENTS
Foreword iii
Abstract iv
Figures vi
Tables vii
Acknowledgment ..... viii
I. Introduction 1
II. Conclusions 20
III. Recommendations 22
IV. Work Procedures 23
V. Reconstruction of Catawissa Creek Streambed 25
VI. Construct Watertight Seals 38
VII. Verify Rational Method 72
Conversion Table 78
Appendices 79
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FIGURES
Number Page
1 Location map of project area 3
2a Geologic map of South Green Mountain Basin and vicinity 4
2b Geologic map of South Green Mountain Basin and vicinity
(cont'd) 5
2c Geologic map of South Green Mountain Basin and vicinity
(cont'd) 6
3a Geologic cross sections of South Green Mountain Basin
and vicinity 7
3b Geologic cross sections of South Green Mountain Basin
and vicinity (cont'd) 8
4a Cross section through Tunnel No. 1 11
4b Cross section through Tunnel No. 1 (cont'd) 12
4c Cross section through Tunnel No. 1 (cont'd) 13
4d Cross section through Tunnel No. 1 (cont'd) 14
5a Cross section through Tunnel No. 2 15
5b Cross section through Tunnel No. 2 (cont'd) 16
6 Cross section through Tunnel No. 3 17
7 Plan view of proposed Catawissa Creek streambed
reconstruction 26
8 Catawissa Creek reconstructed streambed, March 9, 1970 29
9 Basic shapes of plugs considered 53
10 Methods of anchoring concrete plugs 54
11 Profile of Tunnel No. 1 61
12 Force diagram of plug 63
13 Critical surface sliding area 63
14 Critical concrete shear failure 64
VI
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TABLES
Number Page
1 Average Flow and Water Quality Data Tunnel No. 1 31
2 Average Flow and Water Quality Data Tunnel No. 2 32
3 Average Flow and Water Quality Data Tunnel No. 3 33
4 Average Flow and Water Quality Data - Catawissa Creek
Upstream 34
5 Precipitation Recorded at Area Reporting Stations 35
6 Acid and Iron Load Reductions at Tunnel No. 3 After
Catawissa Creek Streambed Reconstruction 3"
7 Attack on Concrete by Waters Containing Sulfate 58
8 Abstract of Bid 67
VII
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ACKNOWLEDGMENT
Sincere appreciation is expressed to Ronald D. Hill, Henry R. Thacker,
and Donald 0'Bryan of the Environmental Protection Agency for their support,
guidance, and assistance on this project.
The following personnel of the Pennsylvania Department of Environmental
Resources contributed much effort in the technical assistance and administra-
tion of this project: Messrs. E. Bates, A. Beacher, R. Buhrman, J. Demchalk,
D. Fowler, A. Friedrich, F. Oldham, D. Perrego, and A. Ranieri.
Special thanks .are given to Messrs. P. Hino, A. Joyce, and G. Sterling
of the Pennsylvania Department of Environmental Resources for their cooper-
ation and assistance in the underground investigations of the water-level
tunnels.
Gratitude is expressed to Mr. William Calovine and the Blue Knob Rod
and Gun Club for their cooperation during this project.
Finally, a special note of appreciation is expressed to Drs. H. B.
Charmbury and D. R. Maneval and Mr. John J. Buscavage who were instrumental
in initiating this project under the jurisdiction of the former Pennsylvania
Department of Mines and Mineral Industries.
Vlll
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I
INTRODUCTION
BACKGROUND
Congress, through the Federal Water Pollution Control Act, authorized
comprehensive watershed studies within major river basins throughout the
Nation in October 1961. One of the principal objectives of these studies is
the development of a water quality management program for each major basin.
To effectively develop such programs, a determination of the extent of water
pollution, as well as the methods for and costs of eliminating or reducing
such pollution, must be made.
The Susquehanna River - Chesapeake Bay is one basin in which the U.S.
Environmental Protection Agency has undertaken such studies. Because mine
drainage is a major source of pollution in this basin, investigations were
authorized in five specific coal mining areas of the basin, all within Penn-
sylvania. These investigations determined for each area: (1) the causes and
extent of mine drainage pollution; (2) alternative mine drainage abatement
plans that could be used to achieve the Pennsylvania Department of Environ-
mental Resources' mine drainage discharge limitations, and associated costs;
and (3) the abatement plan considered most desirable. The report (1) that
summarized the results of these investigations was submitted to the Federal
Water Pollution Control Administration (subsequently called U.S. Environmen-
tal Protection Agency) in December 1968.
One of the five areas covered by this report lies in the vicinity of
the village of Sheppton and consists of a separate small basin of anthracite
coal known as the South Green fountain Basin. Acid mine drainage flows from
the basin to Catawissa Creek through three water-level tunnels driven into
the underground mine workings. The recommended plan for this area included
the following abatement measures: (I") reconstruction of the Catawissa Creek
stream channel to divert flow away from the deep mine workings; (2) construc-
tion of water-tight seals in the three tunnels, causing partial inundation of
the deep mine workings and creating two new mine drainage discharges of bet-
ter quality at higher elevations; and (3) after the quality of these new
(1) Gannett Fleming Corddry and Carpenter, Inc. Acid Mine Drainage Abate-
ment Measures for Selected Areas Within the Susquehanna River Basin.
Engineering Report, Contract No. WA 66-21, U.S. Department of Interior,
Federal Water Pollution Control Administration, 1968.
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discharges has been established, construction of treatment plants as neces-
sary to meet mine drainage discharge limitations. In this report, it was
further recommended that a geologic investigation be undertaken of the tun-
nels, the basin, and the surrounding geologic formations to determine with
greater certainty the feasibility of constructing the seals and creating the
new mine drainage discharges.
The findings, conclusions, and recommendations set forth in the above
report were made available to EPA and the Pennsylvania Department of Environ-
mental Resources several months before its formal submittal. To expedite
implementation of the recommended abatement plan, the Department in the
spring of 1968 requested federal funds to partially support the recommended
geologic investigations and implement the first two steps of the recommended
plan. The Environmental Protection Agency, on June 18, 1968, awarded the
Department a Research and Development Grant, which provides 70 percent of the
estimated amount required for implementation of this project and its subse-
quent evaluation. The Department subsequently entered into an agreement for
consulting engineering services to implement this project.
REGIONAL GEOLOGIC SETTING
The project area, as shown in Figure 1, covers approximately 20 square
miles of the Eastern Middle Anthracite Field in northern Schuylkill and
southern Luzerne Counties, Pennsylvania, and centers around the villages of
Sheppton and Oneida. Green Mountain, the major topographic feature of the
project area, is a westward projection of the Eastern Middle Field, one of
four synclinoria, or broad downwarps, that comprise eastcentral Pennsylva-
nia's four anthracite fields.
Resistant sandstone and conglomerate beds of the Pottsville formation,
which underlie the coal measures, form topographically!elevated ridges around
the outer rim of the synclines. The underlying Mauch Chunk formation, which
is predominantly composed of shales, has been eroded to form the adjacent
lower valleys. The shales and coals overlying the Pdttsville formation,
and forming the core of the folded unit, are also less resistant. In the
broad fold that forms the Northern Anthracite Field, erosion of these units
has formed a deep valley enclosed by the high, more resistant ridge. Con-
versely, the fold in the project area is much more narrow from rim to rim,
and erosion has lowered the enclosed units only slightly below the surround-
ing ridge to form the high, plateau-like topography of Green Mountain.
Exposed rocks of the anthracite region were originally deposited as
soft sediment about 250 to 350 million years ago during the Pennsylvanian
and Mississippian geologic periods. Coal was formed from the compaction and
chemical alteration of peat accumulated in large swamps, which flourished at
that time.
Geologic structural features of the region are the result of the Appa-
lachian Orogeny beginning approximately 230 million years ago, the last
great pulse of mountain building in eastern North America. Compressional
forces applied from the southeast caused the earth's crust to fold, wrinkle,
and fracture. Subsequent selective erosion has resulted in the present
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^\
WESTERN MIDDLE
ANTHRACITE F
1
WAYNE
./
__ /
\J
\ M 0 N
\
\
ROE
/
C
NORTHAMPTON
H V
\
* /
.
BERKS
\ L
E B A N 0 N
Figure I. Location map of project area.
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Note Mop prepared prior to introduction of required metric system Conversion system is found on page 78 of report
J>
z
FORMATIONS
Pottsville Formation
Ppu, upper member
Ppl, lower member
PENNSYLVANIAN
AND
MISSISSIPPIAN
MISSISSIPPI AN
Mauch Chunk Formation
PMmu, upper member
Mmm , middle member
v.
-// Drainage Tunnel
O Present MD Discharge Point
\J Future MD Discharge Point
(Overflow)
2000 1000 0
•d b
SCALE IN FEET
CONTACTS
Defin i tely Located
Approximately Located
? Precise Nature or Existence Uncertain
bm Buck Mountain Cool Vein
THRUST FAULTS
>- Definitely Located, T on Upttirown
"~ Side
— Approximately Located
? Precise Nature or Existence Uncertain
2000
Figure 2o. Geologic map of South Green Mountain Basin and vicinity.
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'• -
Note Mop prepored prior to introduction of required metric system Conversion system is found on poge 78 of report
FORMATIONS
Pottsville Formation
Ppu, upper member
Ppl, lower member
PENNSYLVANIAN
AND
MISSISSIPPIAN
MISSISSIPPIAN -
CPMmo
Mauch Chunk Formation
PMmu, upper member
Mmm , middle member
-// Drainage Tunnel
(J Present MD Discharge Point
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Note Mop prepored prior to introduction of required metric system Conversion system is found on poge 78 of report
z
>
2
FORMATIONS
Llewellyn Formation
Pottsville Formation
Ppu, upper member
Ppl, lower member
PENNSYLVANIAN
AND
MISSISSIPPIAN
MISSISSIPPIAN «
Mauch Chunk Formation
PMmu, upper member
Mmm , middle member
^
-f/ Drainage Tunnel
CT Present MD Discharge Point
(j Future MD Ditchorge Point
(Overflow)
2000 1000 0
CONTACTS
Defin i tely Located
Approximately Located
? Precise Nature or Existence Uncertain
bm Buck Mountain Coal Vein
THRUST FAULTS
^ Definitely Located, T on Upthrown
Side
———^—— ^^— Approximately Located
1 — — Precise Nature or Exittence Uncertain
2000
SCALE IN FEET
Figure 2c. Geologic map of South Green Mountain Basin and vicinity.
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2000 -i
1000
SECTION
2000 i
1000 -
0 J
SECTION 2
BEND
2000 i
1000 -.
BOREHOLES
SECTION 3
2000' -,
1000 -
0 J
t>
SECTION 4
Note
3ie
Map prepared prior to introduction of required metric system. Conversion system is found on page 78 of report
FORMATIONS
Llewellyn Formation
Pottsville Formation
Ppu, upper member
Ppl, lower member
CONTACTS
• Defini rely Located
Appropriately Located
Mauch Chunk Formation
PMmu, upper member
Mmm , middle member
? Precise Nature or Existence Uncertain
bm Buck Mountain Coal Vein
THRUST FAULTS
Definitely Located, T on Upthrown
Side
Approximately Located
_ —1 Precise Nature or Existence Uncertain
Figure 3a. Geologic cross sections of South Green Mountain Basin and vicinity.
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NORTH GREEN MOUNTAIN
BASIN
SOUTH GREEN MOUNTAIN
BASIN
SECTION 5
2000' -
1000
GREEN MOUNTAIN
SECTION 6
2000'
1000
0 J
BOREHOLES
2A 2B
SECTION 7
ELEVATION
2000'
1000
No1e
BOREHOLE 3A, /TUNNEL NO 3
BENDS IN SECTION
SECTION 8
Mop prepored prior to introduction of required metric system. Conversion system is found on page 78 of report
i-
z
FORMATIONS
Potlsville Formation
Ppu, upper member
Ppl, lower member
Mauch Chunk Formation
PMmu , upper member
Mmm , middle member
CONTACTS
Defmi lely Located
Approximately Located
? Precise Nature or Existence Uncertain
bm Buck Mountain Cool Vein
THRUST FAULTS
Definitely Located, T on Upthrown
Side
Approximately Located
• Precise Nature or Existence Uncertain
Figure 3b. Geologic cross sections of South Green Mountain Basin and vicinity.
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complex mountain structure. The coal-bearing strata of eastcentral Pennsyl-
vania were folded and deformed to their configuration during this Orogeny.
The map and cross sections on Figures 2 and 3 show the deformed shape of the
South Green Mountain Basin.
HISTORY OF MINING
Mining in the South Green Mountain Basin began about 1890. Coxe Broth-
ers and Company, Inc., developed the western portion of the basin at the
Oneida No. 3 and No. 4 Mines. The Honey Brook Division of the Lehigh and
Wilkes-Barre Coal Company and its successor, the Glen Alden Coal Company,
developed the eastern portion at the Green Mountain Mine. The major compa-
nies continued operations into the late 1940's. "Bootleg" operations contin-
ued to engage in deep mining until the mid 1960's. No deep mining is
presently conducted in the basin.
Nine coal seams have been mined within the basin. Review of mine maps
and cross sections has revealed that the mining companies gave various names
to these coal seams. To maintain consistency of terminology in the figures,
only Coxe Brothers and Company coal seam names have been used. They are:
Primrose
Top Mammoth
Middle Mammoth
Bottom Mammoth
Wharton
Top Gamma
Bottom Gamma
Buck Mountain
Little Buck Mountain
An estimated 9 million cubic meters of coal were removed from the basin
during deep mining, with 3.5 million cubic meters having been left behind as
shaft and slope reserves, barrier pillar, and where mining was difficult or
dangerous.
Resumption of underground operations is not currently anticipated in
the basin primarily because of safety considerations. Where accessible,
mine workings can be observed in various stages of total collapse. It is
believed that this condition prevails throughout the basin, with complete
collapse where supporting pillars were removed, and few areas still intact.
A 30.5-meter-thick barrier pillar of unmined coal was left in place between
the east and west properties as a physical boundary. This pillar, if un-
breached, would isolate the two ends of the basin from each other and prevent
the flow of mine waters from one to the other. However, it is suspected
that, while the pillar may be partly intact, considerable interflow will
occur. The probability of interconnection increases near the surface, where
strip mine activity most surely has cut the barrier.
Strip mining started in the basin at about the time of World War I but
was not conducted extensively until World War II. Stripping has continued
to the present time. Virtually all of the coal close to the ground surface
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not removed by deep mining has been recovered by stripping, except for the
Little Buck Mountain seam'. No reasonable estimate of coal removed by strip-
ping can be made because of irregular conditions and erosion.
Original efforts to keep the basin deep mine workings dry primarily
consisted of a system of surface diversion ditches to prevent the entry of
most surface water. However, when the workings advanced below the permanent
groundwater table, pumping was required. About 1900, in order to reduce
costs associated with pumping, three tunnels were driven between the deep
mine workings and the adjacent valleys. Workings were advanced to the deepest
coal in the basin, where Tunnel Nos. l and 2 could be constructed at an
elevation higher than the deepest workings but at the lowest available point
of gravity drainage to the adjacent valley. Detailed information concerning
these tunnels is provided in Figures 4, 5, and 6.
Tunnel No. 1 (the Oneida No. 3 Drainage Tunnel) was driven 2,139 meters
to the south from Tomhicken Creek, a tributary of Catawissa Creek, to inter-
cept the workings at an elevation of 331 meters. Tunnel No. 2 (the Green
Mountain Drainage Tunnel) was driven 1,253 meters to the north from Catawissa
Creek to intercept a second low point (elevation 358 meters) within the
workings. Tunnel No. 3 (the Green Mountain Water-Level Tunnel) was driven
256 meters to the north from Catawissa Creek to a third point (elevation 427
meters) within the workings. Figures 2b and 2c show the locations and posi-
tions of the tunnels.
MINE DRAINAGE POLLUTION
The origin of the mine drainage pollution problem within the South
Green Mountain Basin lies in the nature of mining, the material mined, and
the mine water removal method employed. Anthracite seams within the South
Green Mountain Basin are relatively thin sedimentary strata, separated by
thick beds of sandstone and shale. Mining of most of the coal in each seam
reduced roof support to a point where overlying strata collapsed into the
workings. Coupled with strip mining, this completely destroyed the natural
drainage patterns of the surface streams. Within t)ie South Green Mountain
Basin, surface waters now infiltrate downward through the broken strata, pick
up acid and iron from oxidizing sulfide minerals in the coal and closely
associated strata, and discharge to the surface through the drainage tunnels.
THEORY OF MINE DRAINAGE ABATEMENT
As has been previously well documented, acid mine drainage results
from the oxidation of exposed acid-forming material closely associated with
mined coal measures. The ferrous sulfate thus formed is readily dissolved
by water contacting it. When the water containing these dissolved oxidation
products (acid mine drainage) flows from the mine workings to surface streams,
water quality in those streams becomes degraded. When sufficient acid mine
drainage is discharged into a stream to overbalance its available alkalinity,
the stream becomes acid.
Acid mine drainage formation can be abated if one or more of the links
in the reaction — the acid-forming material, the oxygen (air), or the water
10
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0
TUNNEL NO. 1
RED SANDSTONE INTERBEDDEO WITH RED
SHALE AND SILTSTONE
©GREENISH-GRAY ROCK FRAGMENT PEBBLE
CONGLOMERATE AND SANDSTONE INTER-
BEDDED WITH RED SANDSTONES AND
SILTSTONE
@REO SHALES. SILTSTONES. AND SANDSTONES
INTERBEODED WITH GRAY SANDSTONES
©GRAY TO GREENISH-GRAY SANDSTONE AND
ROCK FRAGMENT PEBBLE CONGLOMERATE
WITH THIN BEOS OF RED AND GRAY
SHALE AND SILTSTONE.
©GRAY INTERBEODED SANDSTONE AND SILT-
STONE WITH A THIN RED SHALE BED
NEAR MIDDLE
LIGHT TO DARK GRAY QUARTZ PEBBLE CON-
GLOMERATE AND CONGLOMERITIC SAND-
STONE INTERBEDDEO WITH GRAY TO DARK
GRAY SANDSTONE; SEVERAL THIN BEOS OF
SLACK SHALE WITH CARBONACEOUS
PARTINGS.
GRAY TO BUFF SANDSTONE AND CONGLOM-
ERITIC SANDSTONE INTERBEOOEO WITH
GRAY TO BLACK SHALE; SEVERAL THIN TO
THICK COAL BEOS AND UNOERCLAYS
©
ELEVATION
1400' -
IO82
1000'-
o
0*00
24*00
Note: Map prepared prior to introduction of required metric system. Conversion system is found on page 78 of report.
400 200 0 400 800
SCALE IN FEET
Figure 4a. Cross section through Tunnel No. I.
11
-------
o
TUNNEL NO. I
, RED SANDSTONE INTERBEDOEO WITH RED
l) SHALE AND SILTSTONE
@ GREENISH-CRAY ROCK FRAGMENT PEBBLE
CONGLOMERATE AND SANDSTONE INTER-
BEDDED WITH RED SANDSTONES AND
SILTSTONE
@RED SHALES, SILTSTONES, AND SANDSTONES
INTERBEOOED WITH GRAY SANDSTONES
©GRAY TO GREENISH-GRAY SANDSTONE AND
ROCK FRAGMENT PEBBLE CONGLOMERATE
WITH THIN BEOS OF RED AND GRAY
SHALE AND SILTSTONE
®GRAY INTERBEDDEO SANDSTONE AND SILT-
STONE WITH A THIN RED SHALE BED
NEAR MIDDLE
LIGHT TO DARK GRAY QUARTZ PEBBLE CON-
GLOMERATE AND CONGLOMERITIC SAND-
STONE INTERBEDDEO WITH GRAY TO DARK
GRAY SANDSTONE; SEVERAL THIN BEDS OF
BLACK SHALE WITH CARBONACEOUS
PARTINGS
GRAY TO BUFF SANDSTONE AND CONGLOM-
ERITIC SANDSTONE INTERBEDOEO WITH
GRAY TO BLACK SHALE; SEVERAL THIN TO
THICK COAL BEDS AND UNDERCLAYS.
©
BOREHOLE
IA
500-
49*00
Note: Map prepared prior to introduction of required metric system. Conversion system is found on page 78 of report.
400 ZOO^^^O 400 80Q
SCALE IN FEET
Figure 4b. Cross section through Tunnel No. 1.
12
-------
©
TUNNEL NO. I
ORED SANDSTONE INTER8EODED WITH RED
SHALE AND SILTSTONE
@ GREENISH-GRAY ROCK FRAGMENT PEBBLE
CONGLOMERATE AND SANDSTONE INTER-
BEODEO WITH RED SANDSTONES AND
SILTSTONE
@RED SHALES, SILTSTONES, AND SANDSTONES
INTERBEDOED WITH GRAY SANDSTONES
©GRAY TO GREENISH-GRAY SANDSTONE AND
ROCK FRAGMENT PESBLE CONGLOMERATE
WITH THIN BEOS OF RED AND GRAY
SHALE AND SILTSTONE
@GRAY INTERBEDDEO SANDSTONE AND SILT-
STONE WITH A THIN RED SHALE BED
NEAR MIDDLE.
LIGHT TO DARK GRAY QUARTZ PEBBLE CON-
GLOMERATE AND CONGLOMERITIC SAND-
STONE INTERBEDOED WITH GRAY TO DARK
GRAY SANDSTONE; SEVERAL THIN BEDS OF
BLACK SHALE WITH CARBONACEOUS
PARTINGS.
GRAY TO BUFF SANDSTONE AND CONGLOM-
ERITIC SANDSTONE INTERBEDOED WITH
GRAY TO BLACK SHALE; SEVERAL THIN TO
THICK COAL BEOS AND UNDERCLAYS.
©
BOREHOLE
IB
BOREHOLE
1C
ANTICIPATED
POOL LEVEL
ELEVATION
1500-
1000-
500'-
49+00 50*00
70-00 72+OO
Note: Map prepared prior to introduction of required metric system. Conversion system is found on page 78 of report.
400 200 0 400 800
SCALE IN FEET
Figure 4c, Cross section through Tunnel No. 1.
13
-------
©
TUNNEL NO. I
ORED SANDSTONE INTER8EDDEO WITH RED
SHALE AND SILTSTONE.
©GREENISH-GRAY ROCK FRAGMENT PEBBLE
CONGLOMERATE AND SANDSTONE INTER-
BEDDED WITH RED SANDSTONES AND
SILTSTONE
@REO SHALES, SILTSTONES, AND SANDSTONES
INTERBEDDED WITH GRAY SANDSTONES
©GRAY TO GREENISH-GRAY SANDSTONE AND
ROCK FRAGMENT PEBBLE CONGLOMERATE
WITH THIN BEDS OF RED AND GRAY
SHALE AND SILTSTONE
@GRAY INTERBEODEO SANDSTONE AND SILT-
STONE WITH A THIN RED SHALE BED
NEAR MIDDLE
® LIGHT TO DARK GRAY OUARTZ PEBBLE CON-
GLOMERATE AND CONGLOMERITIC SAND-
STONE INTERBEDOED WITH GRAY TO DARK
GRAY SANDSTONE, SEVERAL THIN BEDS OF
BLACK SHALE WITH CARBONACEOUS
PARTINGS.
©GRAY TO BUFF SANDSTONE AND CONGLOM-
ERITIC SANDSTONE INTERBEDDED WITH
GRAY TO BLACK SHALE; SEVERAL THIN TO
THICK COAL BEDS AND UNDERCLAYS.
1000-
500-
72+00 80*00
Note= Mop prepared prior to introduction of required metric system. Conversion system is found on page 76 of report.
400 200
400
800
SCALE IN FEET
Figure 4d. Cross section through Tunnel No. I.
14
-------
TUNNEL NO. 2
RED SHALE INTERBEOOED WITH RED SILT-
STONE AND SANDSTONE.
RED SANDSTONE INTERBEOOED WITH RED
SHALE AND SILTSTONE.
RED SHALE AND SILTSTONE INTERBEOOED
WITH GRAY SHALE AND SILTSTONE-, THIN
GRAY CONGLOMERATE BED NEAR TOP. (
GREENISH-GRAY SANDSTONE AND ROCK
FRAGMENT PEBBLE CONGLOMERATE INTER-
BEOOED WITH GRAY SHALE; THIN RED
SHALE AT TOP
GREENISH GRAY INTERBEODEO ROCK FRAG-
MENT PEBBLE CONGLOMERATE AND
SANDSTONE.
, RED AND GRAY SHALE AND SILTSTONE
1 INTERBEDDED WITH GRAY SANDSTONE.
. GRAY SANDSTONE INTERBEDDED WITH GRAY
1 ROCK FRAGMENT PEBBLE CONGLOMERATE
AND SILTSTONE.
. GRAY TO DARK GRAY SANDSTONE AND
' BLACK SHALE INTERBEDDEO WITH GRAY
SILTSTONE.
©
LIGHT GRAY QUARTZ PEBBLE CONGLOMER-
ATE AND CONGLOMERITIC SANDSTONE IN-
TERBEODED WITH GRAY TO DARK GRAY
SANDSTONE; SEVERAL THIN BEOS OF
BLACK SHALE WITH CARBONACEOUS
PARTINGS.
GRAY TO BUFF SANDSTONE AND CONGLOM-
ERITIC SANDSTONE INTERBEDDEO WITH
GRAY TO BLACK SHALE; SEVERAL THIN
TO THICK COAL BEDS AND UNDERCLAYS.
ELEVATION
lisoo-
-N-
I
7
lOOtf-
\
500^
ZO*OO
35*00
Note= Map prepared prior to introduction of required metric system. Conversion system is found on page 78 of report.
400 200 0 400 800
SCALE IN FEET
Figure 5a. Cross section through Tunnel No. 2.
is
-------
TUNNEL NO. 2
®
RED SHALE INTERBEODED WITH RED SILT-
STONE AND SANDSTONE
RED SANDSTONE INTERBEODED WITH RED
SHALE AND SILTSTONE.
©RED SHALE AND SILTSTONE INTERBEDDED
WITH GRAY SHALE AND SILTSTONE; THIN
GRAY CONGLOMERATE BED NEAR TOP
©GREENISH-GRAY SANDSTONE AND ROCK
FRAGMENT PEBBLE CONGLOMERATE INTER-
BEOOEO WITH GRAY SHALE; THIN RED
SHALE AT TOP
©GREENISH GRAY INTERBEDDED ROCK FRAG-
MENT PEBBLE CONGLOMERATE AND
SANDSTONE.
®REO AND GRAY SHALE AND SILTSTONE
INTERBEDDEO WITH GRAY SANDSTONE.
®GRAY SANDSTONE INTERBEDDED WITH GRAY
ROCK FRAGMENT PEBBLE CONGLOMERATE
AND SILTSTONE
®GRAY TO DARK GRAY SANDSTONE AND
BLACK SHALE INTERBEDDED WITH GRAY
SILTSTONE
0
, LIGHT CRAY QUARTZ PEBBLE CONGLOMER-
4) ATE AND CONGLOMERITIC SANDSTONE IN-
TERBEDDED WITH GRAY TO DARK GRAY
SANDSTONE; SEVERAL THIN BEDS OF
BLACK SHALE WITH CARBONACEOUS
PARTINGS.
. GRAY TO BUFF SANDSTONE AND CONGLOM-
1 ERITIC SANDSTONE INTERBEDOED WITH
GRAY TO BLACK SHALE, SEVERAL THIN
TO THICK COAL BEOS AND UNDERCLAYS
BOREHOLE
ELEVATION 2 A
ZOOOn
BOREHOLE
2B
I5001-
ANTICIPATED
POOL LEVEL
1000-
40*00
Note= Map prepared prior to introduction of required metric system. Conversion system is found on page 78 of report.
400 ZOO
800
SCALE IN FEET
Figure 5b. Cross section through Tunnel No. 2.
16
-------
TUNNEL NO. 3
©RED SHALE, SILTSTONE ANO SANDSTONE
INTERBEODED WITH GRAY TO GREENISH-
GRAY SHALE, SILTSTONE, SANDSTONE ANO
ROCK FRAGMENT PEBBLE CONGLOMERATE
©GRAY TO GREENISH-GRAY INTERBEDOED
SANDSTONE AND ROCK FRAGMENT PEBBLE
CONGLOMERATE. SOME THIN BEOS OF
GREENISH-GRAY SHALE ANO SILTSTONE
., LIGHT TO DARK GRAY OUARTZ PEBBLE
*' CONGLOMERATE ANO CONGLOMERITIC
SANDSTONE INTERBEODED WITH GRAY TO
DARK GRAY SANDSTONE-, SEVERAL THIN
BEDS OF BLACK SHALE WITH CARBONA-
CEOUS PARTINGS
GRAY TO BUFF SANDSTONE AND CONGLOM-
ERITIC SANDSTONE INTERBEDDED WITH
GRAY TO BLACK SHALE-, SEVERAL THIN TO
THICK COAL BEOS AND UNOERCLAYS
©
BOREHOLE
3A
ANTICIPATED
POOL LEVEL
«'/ / y /
CONC. PLUG / /
Note: Map prepared prior to introduction of required metric system. Conversion system is found on page 78 of report.
400 200 0 400 800
SCALE IN FEET
Figure 6. Cross section through Tunnel No. 3.
17
-------
—can be removed or made unavailable. As an example, the Works Progress Ad-
ministration's Air Sealing Program during the 1930's was aimed at preventing
atmospheric oxygen from entering abandoned underground mines. Mine entries
were sealed to exclude air but to allow water to leave the mines, and all
surface breaks overlying the mine workings were repaired to prevent air from
entering the workings. Similarly, if all access to the mine workings at lower
elevations is sealed to prevent water from leaving the mine, the water level
will rise until it finds relief. As the pool forms, the water displaces the
air and inundates the mine workings, preventing further oxidation of the acid-
forming material. If a pool level can be achieved whereby virtually all of
the mine workings are inundated, the formation of acid mine drainage will
cease, and the water quality of the pool overflow will ultimately improve.
In this project, the latter technique appeared worthy of investigation.
Another link in the reaction that causes the formation of acid mine
drainage can be broken by preventing or limiting the volume of water that can
come in contact with oxidized acid-forming material, thereby eliminating or
reducing the amount of acid mine drainage being discharged. This technique
was also believed to be applicable to this project.
SCOPE AND APPLICABILITY OF PROJECT
In addition to the three discharges from this basin, two other acid
discharges enter Catawissa Creek via water-level tunnels. One, from the
Jeansville Basin, enters Catawissa Creek upstream from the basin. The other,
from the North Green Mountain Basin, flows into Tomhicken Creek, which enters
Catawissa Creek several miles downstream. These five discharges have caused
Catawissa Creek to be acid from the point where the Jeansville Basin discharge
enters throughout its remaining length until it flows into the North Branch
of the Susquehanna River near Catawissa, Pennsylvania. If water quality in
Catawissa Creek is to be improved, some means of abating these water-level
tunnel discharges must be developed.
In addition to these three basins, water-levelxtunnels were driven into,
and between, other basins in Pennsylvania's anthracite field to reduce water
handling costs during mining. Therefore, if the technique of sealing these
water-level tunnels can be perfected, this technique would have wide appli-
cability throughout this field. Consequently, a research and development
project was recommended for the South Green Mountain Basin. This project
was to be comprised of the following measures:
1. Reconstruction of a portion of Catawissa Creek through and along
the edge of a strip mined area where the entire streamflow is
intercepted by the strip mine and is directed into the under-
lying deep mine workings in the basin; and
2. Construction of watertight seals in the three water-level tunnels
presently draining the basin.
The purpose of the first preventive measure was simply to keep a large
volume of water out of the mined basin, thus preventing that water from con-
tacting acid-forming material. The purpose of the second preventive measure
18
-------
was to inundate about 80 percent of the mine workings by creating overflows
from the basin at much higher elevations. This inundation would take advan-
tage of the phenomenon that has been observed many times where mine drainage
discharge quality has improved significantly after inundation has naturally
occurred. Two factors are involved: (1) further oxidation of the inundated
acid-forming material is prevented; and (2) stratification of water occurs in
a quiescent pool between the acid mine water, which is heavier, and the
groundwater, which is lighter.
WORK OBJECTIVES
The immediate objectives of the project were to:
1. Determine the effect on water quality of the drainage from the
South Green Mountain Basin by reconstructing a portion of Cata-
wissa Creek and sealing the three water-level tunnels draining
the basin;
2. Maintain complete records, including cost, relative to construc-
tion, as well as operation and maintenance, of the proposed
preventive measures; and
3. Verify the rational method that was used to estimate total
and individual mine drainage volumes, constituents, and charac-
teristics, and the percent reductions attributable to the
separate preventive measures.
19
-------
II
CONCLUSIONS
Based upon the effort expended during this project, it can be concluded
that:
1. Reconstruction of the Catawissa Creek streambed has proved to be
effective in reducing the volume of mine drainage being discharged, and con-
sequently the acid loading, from the South Green Mountain Basin. The stream-
bed reconstruction has caused a reduction of 0.253 m3/s in the flows from
Tunnel Nos. 2 and 3, based upon average monthly streamflow data collected
during a year of normal precipitation. Although the flow reduction from
Tunnel No. 3 has been accompanied by an increase in acidity of its remaining
flow, a decrease of 830 kilograms per day in the acid load from Tunnel No. 3
has occurred.
2. Approximately 518 meters of streambed was reconstructed to handle
a maximum design flow of 20.2 m3/s. This reconstruction was accomplished at
a total cost, based on 1969 price levels, of $30,529.68 or $58.94 per meter
of streambed reconstructed. Over a five-year interval since completion of
construction, no maintenance has been required; consequently, no operating or
maintenance costs have been incurred.
3. The geologic investigations of the South Green Mountain Basin con-
firm that:
(a) It is feasible to construct effective seals in the
three tunnels and to contain the anticipated impound-
ment within the basin; and
(b) Although minor leakage is probable, the basin will
contain water at a sufficient elevation to improve
the quality of the mine drainage discharges.
4. The Department wished to pursue the objective of constructing water-
tight seals, thereby improving the quality of the mine drainage discharges,
in an orderly fashion by sealing one tunnel and evaluating the effectiveness
of that seal before sealing the other tunnels. Several Department-requested
design changes added to the project's complexity during inflationary cost
spirals, resulting in the bids that were deemed excessive. Consequently,
the seals were not constructed. Since construction did not occur, no con-
clusions regarding this concept can be formulated.
5. Although there is surely a correlation between precipitation and
20
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flows in Catawissa Creek and the basin's water-level tunnels, the weekly (and
often less frequent) flow and quality data collected at these locations were
obviously insufficient to verify the rational method of estimating mine drain-
age flows and flow reductions resulting from Catawissa Creek streambed re-
construction. In addition, several upstream complicating factors in estimat-
ing Catawissa Creek streamflow, such as public water supply reservoirs,
strip mine impoundments with intermittent withdrawals and ultimate discharge
outside the Study Area, varying wastewater flows from a municipal wastewater
collection system, and changes in runoff characteristics caused by major
highway construction, must be considered. Continuous flow and precipitation
records for the Study Area extending for one hydrologic year before, and one
hydrologic yea.r after, construction are felt necessary as a minimum to enable
such determination.
21
-------
Ill
RECOMMENDATIONS
Based on the conclusions drawn during this project, the following rec-
ommendations are made:
1. For sound design of watertight seals, detailed geologic investi-
gations comprising a study of the areal geology, surface investigations,
internal investigations of the water-level tunnels, core borings over the
tunnels and the potential overflow points, and physical and chemical rock
tests should be performed.
2. Technical feasibility of watertight seals was established for this
site. Even though the initial cost of sealing the water-level tunnels was
high, this technique was deemed a viable one for this basin and for similar
areas,and future demonstration projects should be considered.
3. An intensive pre- and postconstruction monitoring program should
be implemented to verify the rational method of estimating mine drainage
flows. This intensive monitoring program comprising continuous flow and pre-
cipitation records for a project should extend as a minimum for one hydrolog-
ic year before, and one hydrologic year after, construction.
4. Periodic inspection should be performed on the! streambed recon-
struction so that any needed maintenance can be accomplished to maintain its
effectiveness.
22
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IV
WORK PROCEDURES
ESTABLISHMENT OF PROJECT SCHEDULE
In order to achieve the project objectives, an orderly progression of
events was planned over a total project time of 4.5 years.
During the first year, it was proposed to shore the water-level tunnels
so that internal mapping of the rock encountered in the tunnels could be
accomplished. In addition, geologic investigations of the area were planned.
Rock cores over the tunnels were also proposed to be taken to complete the
collection of geologic information deemed necessary to determine, with a high
degree of assurance, the feasibility of sealing the three water-level tunnels.
During this same time, the proposed gauging, sampling, and analyzing program
was planned to be initiated so that data could be collected on a weekly basis
for one full year before construction was accomplished. Concurrently, the
preparation of construction plans and technical specifications for reconstruc-
ting the Catawissa Creek stream channel and for sealing the three water-level
tunnels was planned.
During the second year, reconstruction of the stream channel as well as
sealing of three water-level tunnels was contemplated. General and resi-
dent supervision of this construction was also planned. In addition, obser-
vation holes were to be drilled into the tunnels so that the pool level
behind the seals could be monitored as desired. Following reconstruction of
the stream channel and before sealing of the water-level tunnels, gauging,
sampling, and analyzing of the tunnel discharges on a weekly basis was
planned. (
After the tunnels were sealed near the end of the second year, the pool
level behind the seals would be monitored and water quality determined on a
weekly basis. It was believed that perhaps 6 to 12 months would elapse be-
fore the pool would overflow at the anticipated overflow points. This por-
tion of the program was scheduled for one year.
Once the pool began to overflow and during the next year, the over-
flows were to be gauged, sampled, and analyzed to determine improvement in
discharge quality that was expected to occur. No change in the discharge
flow rate was expected from the basin as a result of sealing the water-level
tunnels. Although one year was not felt to be sufficient time for overflow
quality to stabilize, it was believed that a trend toward stabilization
could be observed during this time.
23
-------
Finally, six months were allocated to write a draft report, have it
reviewed, and complete the final report on the project.
For a number of reasons, which will be discussed in subsequent chapters
of this report, sealing of the water-level tunnels was not accomplished.
Consequently, no conclusions concerning the effectiveness of this technique
could be drawn, nor could any verification of the rational method of deter-
mining mine drainage flows be made.
24
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V
RECONSTRUCTION OF CATAWISSA CREEK STREAMBED
PREDESIGN CONDITIONS
Many years ago, the deep mine operator working in the eastern portion
of the basin had constructed a new streambed for Catawissa Creek, approxi-
mately 1,433 meters long, so that most of its flow would bypass his deep mine
workings. This new streambed appears as the relatively straight alternate
channel adjacent to the eastern end of the basin on Figure 7. Subsequently,
however, an unidentified strip mine operator excavated a ditch leading from
this new channel into an inactive strip mine, which had cut into the under-
lying deep mine workings, in the eastern end of the basin. All of the Cata-
wissa Creek streamflow, therefore, then entered the deep mine workings via
the inactive strip mine and eventually returned to Catawissa Creek through
Tunnel No. 3.
After flow through Tunnel No. 3 became restricted by falling debris at
its mouth, part of this flow passed over the hump in the bottom of the basin
to the west and discharged via Tunnel No. 2 into Catawissa Creek. This lat-
ter bypassing of streamflow to Tunnel No. 2 only occurred during those times
when Tunnel No. 3 could not completely accommodate large flows associated
with high runoff from precipitation or melting snow. Because there was no
way to determine exactly what portions of the streamflow were bypassed to
Tunnel No. 2, it has been assumed that reductions in flow achieved by stream-
bed reconstruction would occur at Tunnel No. 3. Accordingly, any Tunnel No.
3 flow reduction that was confirmed by flow measurements taken at Tunnel No.
3 before and after streambed construction (before clearing of Tunnel No. 3)
would be less than actual reductions at Tunnel Nos. 2 and 3.
DESIGN PHASE
Before streambed reconstruction (and other project work) could proceed,
it was necessary to secure easements from the affected property owners.
Information concerning work areas, as well as the manner and extent to which
the various properties would be affected by the project, was provided to the
Commonwealth of Pennsylvania. Commonwealth representatives then secured the
cooperation of the property owners via signed agreements, which would allow
the project to be accomplished on their properties. An example of this form
is included in Appendix A.
ENGINEERING CALCULATIONS
In order to establish a sufficient channel for the reconstructed stteam-
25
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to
BLACK CREEK
TOWNSHIP
HAZLE TOWNSHIP
STREAMBED RECONSTRUCTION)
I
UNION TOWNSHIP
SCALE IN METERS
Figure 7. Plan view of proposed Catawissa Creek streambed reconstruction.
-------
bed, the streamflow records on Wapwallopen Creek near Berwick, Pennsylvania,
the closest USGS gaging station, were examined. The 48-year record revealed
a peak flow of 88.9 m3/s from the 114 square-kilometer drainage area tribu-
tary to the gaging station. This August 18, 1955 storm also provided maximum
flow readings for many gaging stations in the general area. Catawissa Creek
has terrain similar to that of Wapwallopen Creek. However, there are numerous
reservoirs and strip pits that would retain runoff on the upstream 25.9
square-kilometer drainage area of Catawissa Creek. Consequently, streamflow
in Catawissa Creek would probably have been less than that experienced in
Wapwallopen Creek. On a. proportionate basis, the peak flow in Catawissa
Creek would have been 20.2 m3/s. Considering a 3.05-meter base, 1 1/2 hori-
zontal to 1 vertical side slopes, a slope of .0035, and a roughness coeffi-
cient of .03, a water depth of about 1.8 meters would accommodate a flow of
20.2 m3/s. The streambed was so designed.
TECHNICAL PLANS AND SPECIFICATIONS
It was planned to complete the Catawissa Creek streambed construction
at about one year after the gauging, sampling, and analyzing program was
initiated. Consequently, construction plans and technical specifications
were prepared and submitted to the Commonwealth during May 1969. Following
review by the Commonwealth and minor revisions, the plans and specifications
were resubmitted for a July 24, 1969 bid opening. The construction cost
estimate of $33,222 for reconstruction of approximately 518 meters of stream-
bed was as follows:
Category Volume (cu yd*) Unit Price Estimated Cost
Channel Excavation 15,600 $ 1.30 $ 20,280.
Rock Excavation 1,700 4.00 6,800.
Rolled Embankment 720 1.10 792.
Stripping 100 1.50 150.
Clearing and Grubbing Lump Sum 5,200.
Total $ 33,222.
*The English system of measurement was required in the technical specifi-
cations and bidding documents aind, therefore, is used in this discussion.
A table for conversion to the metric system is included on page 78.
The streambed reconstruction was advertised, and bids were opened on
July 24, 1969. One bid in the amount of $95,600 was received. Because the
bid, nearly 200 percent over the estimate, was considered unreasonable, a
decision was made to readvertise. Bids were opened again on August 28, 1969.
Six bids ranging from a low of $38,959 to a high of $61,445.60 were received.
CONSTRUCTION PHASE
Following a review of the contractors' bids, financial information, as
well as equipment and personnel availability, the construction contract was
awarded to Wyoming Sand and Stone Company in the amount of $38,959. The
contractor was authorized to proceed with the work on December 1, 1969;
27
-------
streamflow was turned into the reconstructed strearabed on February 25, 1970;
and construction was completed on the following day, February 26, 1970. The
total construction cost of $30,529.68 was derived as follows:
Category Volume Ccu yd) Unit Price Cost
Channel Excavation 15,222.26 $ 1.37 $20,854.50
Rock Excavation 835.74 8.98 7,504.95
Rolled Embankment 588.00 0.95 558.60
Stripping 81.48 1.37 111.63
Clearing and Grubbing Lump Sum 1,500.00
Total $30,529.68
The streambed reconstruction was completed for 8.1 percent less than the
estimated construction cost of $33,222.
POSTCONSTRUCTION PHASE
The contractor turned streamflow out of the basin and into the recon-
structed streambed on February 25, 1970. He then completed his work the
following day. A view of the reconstructed streambed, looking downstream
from its upstream end, is shown in Figure 8. This reconstructed streambed
has easily accommodated the runoff from two significant rainfalls. During
June 21 thru 23, 1972, Hurricane Agnes dropped 20.6 centimeters and 20.1
centimeters of rain at the Zion Grove and the Tamaqua 4N Dam reporting
stations, respectively. This storm exceeded the return frequency of 1
in 100 years for these stations. In addition, 15.1 centimeters and 14.7
centimeters of rain were recorded at the Mahanoy City 2N station (this sta-
tion replaced the Zion Grove station in May 1975) and the Tamaqua 4N Dam
station, respectively, during Hurricane Eloise, September 23 thru 27, 1975.
This storm exceeded the return frequency of 1 in 50 years for these
stations. Consequently, the reconstructed streambed is /considered entirely
adequate for the foreseeable future. The Zion Grove reporting station was
located about 8 kilometers west of the basin. The Tamaqua 4N Dam and the
Mahanoy City 2N stations are approximately 13 kilometers east and 6.4 kilo-
meters south, respectively, of the basin.
EFFECTIVENESS OF STREAMBED RECONSTRUCTION
To determine the effectiveness of construction of the project, a flow
and water quality monitoring program was initiated on March 4, 1969. This
program was conducted weekly through December 15, 1969 at Tunnel Nos. 1, 2,
and 3 as well as at Catawissa Creek immediately upstream from the streambed
construction area. However, from the middle of December 1969 until April 2,.
1970, flow and quality data were only occasionally obtained at these four
locations because of significant accumulations of snow in the project area.
Flow and water quality data collection was discontinued at the Catawissa
Creek upstream site immediately after completion of the streambed construc-
tion.
Weekly flow and water quality data collection was resumed at the three
28
-------
VD
Figure 8. Catawissa Creek reconstructed streambed, March 9, 1970.
-------
tunnels on April 2 and continued through June 11, 1970. Subsequently, data
collection was performed monthly through January 15, 1971 with some additional
data being obtained during April, May, and July 1971. These data are pre-
sented for Tunnel Nos. 1, 2, and 3 and for Catawissa Creek upstream in Tables
1, 2, 3, and 4, respectively. As can be seen, the flow and quality data are
arrayed by month for the periods before streambed reconstruction (March 1969
through February 1970) and after streambed construction (March 1970 and
after).
At Tunnel No. 1, no significant changes in water quality were noted
during these two periods although variations occurred. Its pH ranged between
3.7 and 4.3 during the first year, and from 3.7 to 4.2 thereafter. Similarly,
the acidity of this discharge ranged from 50 to 83 mg/1 during the first year,
and between 40 and 92 mg/1 thereafter. Its other constituents - iron,
sulfate, total solids, aluminum, and manganese - - exhibited similar varia-
tions but no marked changes.
Similarly, no significant differences were evident in Tunnel No. 2 water
quality during these two periods although variations were noted. Its pH
ranged between 3.4 and 3.8 during the first year, and from 3.5 to 3.8 there-
after. The acidity of this discharge ranged from 67 to 110 mg/1 during the
first year, and between 64 and 104 mg/1 thereafter. Its other constituents
- - iron, sulfate, total solids, aluminum, and manganese - - showed similar
variations but no significant changes.
On the other hand, some deterioration in water quality at Tunnel No. 3
appeared to occur after streambed reconstruction due to the elimination of
the dilutional effect from Catawissa Creek flows. Its pH ranged between 3.9
and 6.5 before streambed reconstruction, and from 3.2 to 4.0 thereafter.
Similarly, the acidity of this discharge ranged from 30 to, 103 mg/1 during
the first year, and between 44 and 136 mg/1 thereafter. Its iron concentra-
tion also increased from a range of 0.2 to 1.3 mg/1 before/ streambed recon-
struction to between 0.4 and 10.9 mg/1 thereafter. Its other constituents
sulfate, total solids, aluminum, and manganese - - did not appear to
change drastically although variations were noted.
Flow and water quality were only monitored in Catawissa Creek upstream
from the streambed reconstruction during the year immediately preceding con-
struction, and for two weeks thereafter. Catawissa Creek water was slightly
acid during this time as indicated by its pH ranging between 4.5 and 7.0 and
its acidity varying from 22 to 71 mg/1. The iron concentration in Catawissa
Creek water ranged from 0.2 to 2.5 mg/1. The acid and iron concentrations
noted in Catawissa Creek water are the result of the stream flowing across
the extensively mined Jeansville Basin, which underlies its headwaters. Its
other constituents - sulfate, total solids, aluminum, and manganese - -
also indicate some quality degradation.
An evaluation of flow data could not be undertaken without a concurrent
review of rainfall records. Therefore, precipitation data were tabulated for
the Zion Grove and Tamaqua 4N Dam stations, located 8 kilometers west and 13
kilometers east of the basin, respectively. These data are summarized by
month in Table 5 for March 1969 through February 1970, prior to streambed
30
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TABLE 1. AVERAGE FLOW AND WATER QUALITY DATA - TUNNEL NO. 1
Month
Before Streambed
March 1969
April
May
June
July
August
September
October
November
December
January 1970**
February
After Streambed
March 1970
April
May
June
July**
August**
September /*
October*
November*
December**
January 1971**
April**
May**
July**
Flow
fiWsl
Reconstruction
0.238
0.363
0.347
0.319
0.387
0.495
0.273
0.104
0.163
0.238
_
0.530
Reconstruction
0.403
1.007
0.548
0.192
0.184
0.134
_
_
_
0.363
0.293
0.447
0.429
0.265
PH
Ranee
3.7-4.0
3.8-3.9
3.9
3.9
3.7-3.9
3.8-4.3
3.8-3.9
3.8
3.8
3.7-3.9
3.9 -
3.7-3.9
3.9-4.0
3.7-3.9
3.9
3.9
3.9
3.9
_
_
_
4.2
3.8
3.8
3.8
4.0
Acidity
fme/11
68
52
50
52
66
68
65
80
83
74
72
68
72
50
54
62
64
90
_
„
68
52
40
44
92
fke/davl
1,400
1,630
1,590
1,430
2.2LO
2,900
1,530
720
1,170
1,520
_
3,110
2,490
4,350
2,550
1,030
1,020
1,040
_
.
2,130
1,320
1,540
1,630
2,100
Total Iron
(me/ 11
0.5
0.3
0.4
0.5
0.4
0.3
0.3
0.3
0.5
0.4
0.5
0.6
0.3
0.2
0.2
0.8
0.5
0.4
_
_
0.1
0.5
0.7
0.2
0.2
fk£/dayl
10.4
9.5
11.8
13.6
13.2
12.7
7.3
2.7
7.3
8.2
27.7
10.4
17.2
9.5
13.2
8.2
4.5
_
.
3.2
12.7
27.2
7.3
4.5
Sulfate
fme/11
87
65
62
73.
96
89
91
101
108
91
75
83
79
76
65
80
85
98
_
_
71
71
74
48
74
Total Solids*
fme/11
158
152
165
139
165
251
154
182
237
167
147
165
161
_
_
_
_
_
_
_
_
136
_
-
Aluminum*
fme/11
5.7
3.9
2.5
2.5
6.0
S.5
5.9
3.5
3.1
2.5
3.4
2.6
0.4
•> 9
.
_
_
_
_
_
_
-
3.3
_
-
Manganese*
fme/11
1.1
0.6
0.7
0.8
1.2
1.1
0.8
1.0
0.9
1.1
1.1
0.8
0.5
0.6
-
-
-
-
_
_
.
-
0.5
-
—
* One analysis monthly.
** One sample only.
tt No data available.
-------
TABLE 2. AVENGE FLOW AND WATER QUALITY DATA - TUNNEL NO. 2
to
Month
Before Streambed
March 1969
April
May
June
July
August
September
October
November
December
January 1970*
February
After Streambed
March 1970
April
May
June
July**
August**
September**
October
November*
December**
January 1971**
April**
May**
July**
Flow
(m'/s)
pH
Range
Acidity
Cmg/1)
(kg/day)
Total
(mg/1)
Iron
(kg/day)
Sulfate
(mg/1)
Total Solids*
(mg/1)
Aluminum*
(rag/1)
Manganese*
(mg/1)
Reconstruction
0.153
0.223
0.138
0.102
0.197
0.196
0.124
0.078
0.052
0.076
-
0.158
Reconstruction
0.129
0.237
0.128
0.103
0.085
0.109
0.108
0.082
-
0.082
0.089
0.111
0.104
0.056
3.7-3.8
3.7-3.8
3.6-3.7
3.6-3.7
3.4-3.6
3.7-3.8
3.6
3.6-3.7
3.6-3.8
3;7
-
3.3-3.7
3.7-3.8
3.6-3.7
3.7
3.6
3.6
3.6
3.5
3.5-3.6
-
3.6
3.6
3.6
3.7
3.7
67
76
72
79
110
90
92
87
92
81
-
108
92
92
83
88
100
92
104
92
-
80
76
84
64
92
890
1,470
860
700
1,870
1,520
990
580
410
530
-
1,470
1,030
1,890
920
780
730
860
970
650
-
570
590
800
580
440
0.5
0.4
0.8
1.0
0.8
0.5
0.7
0.4
0.5
0.7
-
1.7
0.6
0.6
0.4
1.8
1.4
0.7
2.9
1.7
-
0.4
1.1
0.9
0.2
0.7
6.8
7.7
9.5
8.6
13.6
8.6
7.7
2.7
2.3
4.5
-
23.1
6.8
12.2
4.5
15.9
10.4
6.4
26.8
12.2
-
2.7
8.6
8.6
1.8
3.2
116
84
87
115
159
124
142
145
137
104
-
113
105
101
94
106
125
120
134
119
-
103
97
201
65
130
.
201
196
202
246
-
23S
-
250
196
-
200
_
316
250
-
-
-
-
-
-
-
-
214
-
8.3
5.3
6.6
8.0
7.9
-
5.0
-
5.0
5.6
-
4.4
_
0.4
5.8
-
-
-
-
-
-
-
-
5.4
-
1.7
1.1
1.1
1.5
2.1
-
1.8
-
1.0
1.5
-
1.2
_
0.5
0.7
-
-
-
-
-
-
-
-
0.7
-
* One analysis monthly.
** One sample only.
# No data available.
-------
TABLE 5. AVERAGE FLOW AND WATER QUALITY DATA - TUNNEL NO. 3
Month
Before Streambed
March 1969
April
May
June
July
August
September
October
November
December
January 1970s
February
After Streambed
March 1970
April
May
June
July**
August** .
September
October
November*
December**
January 1971**
April**
May**
July**
Flow
(mVs)
Reconstruction
0.410
0.604
0.561
0.249
0.298
0.618
0.310
0.052
0.134
0.180
-
0.412
Reconstruction
0.058
0.206
0.074
0.018
0.019
0.064
0.003
0.045
-
0.013
0.047
0.057
0.085
0.015
pK
lange
4.7-6.3
4.5-4.9
4.3-4.6
3.9-4.1
3.9-4.2
3.9-4.3
4.5-5.1
S.3-6.5
4.5-6.2
4.6-4.8
-
4.6
3.9
3.8-4.0
3. 7-. 39
3.5
3.4
3.9
3.2
3.3-3.7
-
3.7
3.6
3.7
3.8
3.6
(mg/l
30
33
39
51
50
56
103
33
41
- 57
-
48
68
64
57
82
96
90
136
100
-
48
52
52
44
88
Acidity
LJ (kg/day)
1,060
1,720
1,890
1,100
1,290
2,990
2,750
150
480
880
-
1,700
340
1,140
360
130
ISO
490
40
390
.
50
210
260
320
120
Total
(mg/1)
1.5
0.6
0.9
1.3
1.3
0.5
0.9
0.4
0.2
0.6
-
0.7
0.7
0.4
1.1
7.1
10.8
0.4
4.8
10.9
-
1.6
3.3
1.7
1.8
5.5
Iron
(kg/day)
53
31
44
28
34
27
24
2
2
10
_
25
4
7
7
11
18
2
1
43
_
2
13
9
13
7
Sulfate
(mg/1)
61
45
49
85
123
117
130
117
95
89
-
54
75
55
54
82
115
98
148
116
-
71
65
75
37
97
Total Solids*
151
133
177
237
246
387
241
172
200
-
59
118
137
_
-
-
-
-
-
-
-
142
-
Aluminum*
(mg/1)
1.2
1.6
2.3
1.6
1.2
2.2
0.1
0.1
1.2
-
1.1
'
.
0.3
3.0
-
-
-
-
-
-
-
-
2.1
-
Manganese*
(mg/1)
1.6
1.6
1.4
2.3
2.9
2.5
2.9
2.4
1.1
2.5
-
1.0
.
0.2
0.4
-
-
-
-
-
-
-
-
0.5
-
* One analysis monthly.
** One sample only.
ti No data available.
-------
CM
TABLE 4. AVERAGE FLOW AND WATER QUALITY DATA -
Month
Before Streambed
March 1969
April
May
June
July
August
Septembei
October
November
December
January 1970**
February
After Streambed
March 1970
Flow
(m3/s)
PH
Range
Reconstruction
0.258
0.486
0.447
0.140
0.179
0.460
0.177
0.036
0.078
0.122
-
0.402
Reconstruction
0.310
5.0-6.9
4.8-5.3
4.8-S.7
4.5-5.6
4.5-6.1
4.5-4.6
6.1-6.7
6.7-7.0
5.8-6.5
4.8-6.4
6.4
4.8-5.1
5.6-6.0
Acidity
(mg/1)
22
32
46
57
51
65
40
15
43
71
24
46
44
(kg/day)
490
1,340
1,770
690
790
2,580
610
50
290
750
-
1,600
1,170
Total
(mg/1)
1.6
0.3
0.4
1.0
0.5
0.2
0.5
0.5
0.6
0.5
2.5
0.3
0.2
Iron
(kg/day)
36
13
15
12
8
8
8
1
4
5
-
10
s
CATAWISSA CREEK UPSTREAM
Sulfate
(mg/1)
55
39
51
114
157
111
136
122
104
87
96
48
44
Total Solids*
(mg/1)
218
191
159
-68
365
186
260
315
200
319
261
98
-
Aluminum*
(mg/1)
0.05
0.4
1.5
<0.05
<0.05
4.2
0 . 0:
0.4
0.2
2.6
5.5
0.5
-
Manganese*
(mg/1)
1.6
1.8
1.6
3.3
3.5
1.8
3.0
2.8
1.7
3.0
2.5
1.0
-
* One analysis monthly.
** One sample only.
-------
TABLE 5. PRECIPITATION RECORDED AT AREA REPORTING STATIONS
Month
Normal (*)
(cm)
Zion Grove
Actual
(cm)
Tamaqua 4N Dam
Departure
(cm)
Normal (*)
(cm)
Actual
(cm!
Departure
(cm)
Before Streambed Reconstruction
March 1969
April
May
June
July
August
September
October
November
December
January 1970
February
7.09
9.78
9.25
7.29
9.45
10.85
8.89
7.70
9.02
7.24
5.59
5.31
4.24
11.33
9.09
8.20
18.49
7.92
3.23
4.19
11.96
11.71
1.04
7.54
-2.85
+ 1.55
-0.16
+0.91
+9.04
-2.93
-5.66
-3.51
+2.94
+4.47
-4.55
+2.23
9.50
11.05
10.19
8.94
11.05
11.48
9.93
8.56
10.74
8.61
7.62
7.70
6.48
10.67
8.61
7.57
22.28
12.14
5.89
5.69
12.75
12.07
1.14
9.78
-3.02
-0.38
-1.58
-1.37
+11.23
+0.66
-4.04
-2.87
+2.01
+ 3.46
-6.48
+2.08
After Streambed Reconstruction
March 1970
April
May
June
July
August
September
October
November
December
January 1971
7.09
9.78
9.25
7.29
9.45
10.85
8.89
7.70
9.02
7.24
5.59
5.11
10.41
7.82
9.68
14.30
8.08
5.77
12.47
10.41
7.11
4.32
-1.98
+0.63
-1.43
+2.39
+4.85
-2.77
-3.12
+4.77
+ 1.39
-0.13
-1.27
9.50
11.05
10.19
8.94
11.05
11.48
9.93
8.56
10.74
8.61
7.62
8.08
11.58
8.86
8.61
21.77
5.28
6.93
14.20
18.14
3.15
5.21
-1.42
+0.53
-1.33
-0.33
+10.72
-6.20
-3.00
+5.64
+ 7.40
-5.46
-2.41
* Based upon 19 years of record (1952-1970).
reconstruction, and for 11 months thereafter. On an annual basis, there
appeared to be little difference in precipitation over the basin during these
two periods.
As indicated on Table 1, flows from Tunnel No. 1 were considerably
higher during March, April, and May 1970 than for the comparable period in
1969. The higher 1970 flows resulted from significant snow melts during
those months. Little such additional contributions to flow occurred during
March, April, and May 1969. During other times, the flow from Tunnel No. 1
varies with precipitation and runoff that have occurred within 12 to 72 hours
prior to the flow measurement.
Slightly higher flows appeared to have occurred from Tunnel No. 2 be-
fore Streambed reconstruction when compared to flows afterward, based on the
35
-------
flow data summarized in Table 2. However, prior to streambed reconstruction,
some of Catawissa Creek streamflow entering the basin when flow was high
passed over the saddle immediately west of Tunnel No. 3 and actually contri-
buted to Tunnel No. 2 flow. A rockfall that occurred some years ago at the
mouth of Tunnel No. 3 had severely restricted Tunnel No. 3 flow, thereby
causing some diversion of flow to Tunnel No. 2 as described above. This flow
diversion was apparent from the definite odor of sanitary wastewater noted in
Tunnel No. 2 flows on several occasions. The untreated wastewater in Cata-
wissa Creek streamflow originates in McAdoo Borough, situated near the creek's
headwaters.
As was expected, Tunnel No. 3 flow was dramatically reduced after
streambed reconstruction when compared to its flow before construction was
completed. The flow that should have emitted from the mined area contributing
water to Tunnel No. 3 before streambed reconstruction should have been the
measured Tunnel No. 3 flow less the measured Catawissa Creek upstream flow.
However, part of this Catawissa Creek flow that entered the basin was di-
verted to Tunnel No. 2 during this time as previously described. On the
other hand, because of the restriction in Tunnel No. 3 flow, higher flow
measurements may have resulted from water being impounded in the mined areas
in this part of the basin. Consequently, the best way of describing the
effectiveness of the streambed reconstruction is to conclude that, if this
streambed reconstruction had been completed one year earlier, some 0.253
cubic meters per second (the average monthly streamflow during this year of
normal precipitation) would not have passed through the basin to emerge from
Tunnel Nos. 2 and 3.
It is recognized that measuring flows once a week, or less frequently
on occasion, at these three tunnels and in Catawissa Creek will not provide
the best flow data. The flows-at these four locations are subject to wide
fluctuations connected with runoff resulting from precipitation or snow melt.
However, general orders of magnitude can at least be developed from the flow
measurements. '
/
As displayed in Table 6, there has been an average acid load reduction
from Tunnel No. 3 of 830 kilograms/day, while the iron load has increased
slightly. These figures are based upon average monthly water quality data
obtained over comparable periods at Tunnel No. 3 before and after Catawissa
Creek streambed reconstruction, and assuming that an average flow of 0.253
m3/s was diverted from the basin.
Since no maintenance on the channel is required, and no operating costs
are involved, the average annual cost of abatement decreases yearly. Based
upon an average acid load reduction of 830 kg/day, a construction cost of
$30,529.68, and no operation and maintenance costs, the first year cost would.
be about $101/tonne of acid abated. If the construction cost was spread
over 25 years, the average acid load reduction remained the same, and no
operation and maintenance costs were incurred, the average cost would be
about $4.03/tonne of acid abated. Similarly, if these same conditions held
over 50 years, the average cost would be about $2.02/tonne of acid abated.
36
-------
TABLE 6. ACID AND IRON LOAD REDUCTIONS AT TUNNEL NO. 3 AFTER
CATAWISSA CREEK STREAMBED RECONSTRUCTION
Avg. Flow Avg. Acid Avg. Iron
(m3/s) mg/1 kg/day mg/1 kg/day
Before Streambed Reconstruction 0.348 49 1,474 0.8 24
(March 1969 - February 1970)
After Streambed Reconstruction 0.095* 79 644 4.1 34
(March 1970 - January 1971)
Load Reduction 830 -10**
* Based upon average flow reduction of 0.253 m3/day.
** Load increase, rather than reduction.
37
-------
VI
CONSTRUCT WATERTIGHT SEALS
GEOLOGIC MAPPING
Feasibility of sealing the water-level tunnels and inundating the mine
workings is dependent upon the physical properties and the structural compe-
tence of rock formations involving the basin. Consequently, a detailed knowl-
edge of basin geology was considered a prerequisite to making an engineering
decision to proceed with the project. Initial efforts in developing this geo-
logic information were directed toward locating existing geologic data. The
most detailed geologic map of the South Green Mountain Basin area was pub-
lished in 1889 by the Second Pennsylvania Geological Survey. In light of
reconnaissance field observations, review of mine maps, and assessment of more
recent information gathered by geologists working in the Region, it became
apparent that a geologic mapping program would need to be undertaken for a
complete presentation of the geology for the project area.
Although this report is basically concerned with the South Green Moun-
tain Basin, the complex geology of the area requires that the entire Green
Mountain Region be considered as a single geologic entity. Therefore, the
geologic investigations covered the entire Green Mountain Region. The geo-
logic investigations included (1) aerial mapping, (2) geologic mapping of the
tunnels, (3) core borings over tunnels, and (4) core borings at future over-
flow points.
All surface features noted in stereoscopic photo interpretation, includ-
ing outcrops, faults, and fracture traces, were plotted on the aerial photo-
graphs. Field examinations of these and other features were conducted. A
detailed structure contour map of the South Green Mountain Basin was prepared
from mine maps, aerial photographs, and available geologic information. Rock
types and geologic structure were logged and used in constructing geologic
maps of each tunnel. Diamond drill borings from subsurface investigations at
the tunnels and anticipated overflow points provided rock cores of the geolog-
ic section and data concerning general rock condition and permeability.
Data compiled from all these sources were used in constructing Figures 2
through 6 and serve as the basis of discussion in the following.
AREAL GEOLOGY
Green Mountain is a western extremity finger of the Eastern Middle
Anthracite Field synclinorium. The summit area of the mountain is a broad,
rolling plateau with an average 61 meters of relief, ranging from approxi-
mately 488 to 549 meters above sea level. This plateau rises about 214
38
-------
meters above the surrounding valleys, where elevations range from approximate-
ly 274 to 334 meters above sea level.
Five mappable rock units of Upper Mississippian age through Upper Penn-
sylvanian age are exposed within the project area. The oldest rocks, exposed
in the low-lying anticlinal valleys, are the red beds of the Middle Member of
the Mauch Chuck formation. Lying on the lower slopes of Green Mountain is
the Upper Member of the Mauch Chunk formation, an intertonguing sequence of
red beds (characteristic of underlying rocks), as well as gray sandstones and
conglomerates (characteristic of the overlying Pottsville formation).
The Pottsville formation has been subdivided into two easily identifi-
able members. The Lower Member regionally is an interbedded sequence of gray
shales, siltstones, sandstones, and conglomerates. Pebbles in the conglom-
erates consist of a wide variety of rock types, including white vein quartz,
white to dark gray quartzite, many colors of chert, sandstone, shale, gneiss,
phyllite, and others. In contrast, the Upper Member consists almost entirely
of sandstone and conglomerate beds. Pebbles consist predominantly of white
vein quartz- and white to gray quartzite, making the distinction between the
two members quite obvious.
Both members of the Pottsville formation crop out on the upper slopes
and plateau area of Green Mountain. Most natural outcrops in the area consist
of one or the other of these hard conglomeritic strata. The youngest Penn-
sylvanian rocks exposed within the area are those of the Llewellyn formation.
These rocks, exposed on the plateau area of Green Mountain, are a sequence of
interbedded coals, clays, shales, and sandstones. All mineable coal in the
project area, except the Little Buck Mountain seam, lies within the Llewellyn
formation.
The structural grain within the study area is approximately N 77° E from
a series of synclines and anticlines forming an irregular en echelon pattern.
Two major synclines, the North Green Mountain syncline and the South Green
Mountain syncline, traverse the area. The two principal Green Mountain coal
basins lie within these two synclines. The South Green Mountain Basin
stretches 11.3 kilometers across the southern portion of the Green Mountain
plateau. Two other major coal basins extend westward into the study area from
the vicinity of Hazleton. Three minor synclines preserve coal in small basins
lying wholly within the Study Area. The geologic map on Figures 2a, 2b, and
2c shows the extent and locations of these synclines and coal basins.
Faults noted during the geologic investigations include bedding-plane
slippage, low-angle thrust, and low-angle reverse faults. Although bedding-
plane slippage faults have been positively identified only in a few strip pits
and in the drainage tunnels, they are believed to be significant contributing
features to the Regional deformation. Major displacements from low-angle
thrusts have been identified at four points on the north limbs of coal basins:
one on the North Green Mountain Basin, two on the South Green Mountain Basin,
and one on a small unnamed basin west of Sheppton. Other thrusts are sus-
pected but have not been verified on the north limbs of several additional
synclines. A single low-angle reverse fault exists on the south limb of the
South Green Mountain Basin in the vicinity of Tunnel No. 3. Figures 2a, 2b,
39
-------
2c, 3a, and 3b show the nature of thrust and reverse faulting in the area.
Drainage for the plateau area of Green Mountain outside the major coal
basins is provided by Tomhicken, Little Tomhicken, Catawissa, and Stony Creeks,
as well as Little Crooked Run. The headwaters of Tomhicken, Little Tomhicken,
and Stony Creeks, and Little Crooked Run are within the area. Catawissa Creek
flows into the area from the east, crosses its southeastern corner, and contin-
ues westward to the creek's confluence with the North Branch of the Susque-
hanna River. Before mining disrupted the natural drainage patterns within the
South Green Mountain Basin, Little Tomhicken Creek drained its western portion
and Catawissa Creek drained its eastern portion. Extensive surface mining,
interconnected with the past underground mining, has intercepted virtually all
surface drainage tributary to the basin, causing this drainage to flow into
and through the deep mine workings to eventually discharge via the 3 water-
level tunnels.
Lineations formed by straight segments of stream valleys, and other to-
pographic features, were mapped on aerial photographs as possible fracture
traces for the purpose of locating potential leakage points from the flooded
basin. Only two of these traces approach the basin close enough to be inter-
preted as potential leakage points. These points are located in the two gaps
where overflows from the mine water pool are expected to form. These gaps are
located at the points where Little Tomhicken Creek and an unnamed tributary of
Catawissa Creek formerly carried surface drainage from the South Green Moun-
tain Basin.
ENGINEERING GEOLOGIC INVESTIGATIONS
Certain engineering geologic aspects of the area were investigated to
determine the locations of seal sites within the tunnels, as well as the loca-
tions and elevations of the anticipated overflows. Several approaches were
taken to acquire the necessary engineering information (including internal
tunnel investigations, core borings above potential seal £ites, and core bor-
ings at anticipated future overflow points) to present the following findings
and conclusions:
Tunnel Seal Sites
Internal Investigations Of Drainage Tunnels
Internal investigations were conducted within each of the three drain-
age tunnels for the purposes of delineating geologic formations and structure,
physical condition of the rock, and potential for water leakage.
Dimensions of the tunnels range from approximately 1.5 meters high by 3
meters wide to 3.7 meters high by 4.6 meters wide, and average 2.1 meters
high by 3.7 meters wide. Smaller dimensions exist where the tunnels penetrate
hard rock, with larger dimensions in softer rock. The larger tunnel dimen-
sions in softer rock commonly are the result of roof falls that have occurred
since construction.
The danger of further roof falls, and mine water pools .behind these
falls, made clearing and shoring work in certain areas of the tunnels neces-
40
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sary before internal investigations could begin.
Geologic data gathered for each tunnel during the initial phase of the
internal investigations were plotted on cross sections with a ground surface
profile taken from USGS topographic maps. The cross sections were extended
along the center line of each tunnel to show the coal veins present in the
basin and their relationship to the tunnels.
These cross sections were used to interpret the geologic structure and
stratigraphy along the line of each tunnel and to select the best potential
seal sites for further intensive study: three sites in Tunnel No. 1 (Sites
1-A, 1-B, and 1-C); two sites in Tunnel No. 2 (Sites 2-A and 2-B); and one
site in Tunnel No. 3 (Site 3-A). Figures 4, 5, and 6 show the locations of
all potential seal sites explored.
Tunnel No. 1 is 2,139 meters long and was driven through several broad
to moderately tight synclines and anticlines cutting through (1) red shales,
siltstones, and sandstones; (2) gray shales, siltstones, and sandstones; and
(3) conglomerates, black shales, and coals. Red shales, hard gray sandstones,
and conglomerates predominate. Red shale is the rock most prone to roof
falls. The clearing work done within this tunnel was largely concerned with
removing falls of red shale to release impounded pools of water. Other work
involved the placing of timbers to support occasional loose roof rock. The
potential seal sites studied were located in the hard gray sandstone and
conglomerate.
Only two significant open fractures were geologically mapped: one at 79
meters from the portal and the other near the mine workings at 2,112 meters in-
side the portal. The one nearest the portal will not compromise seal effec-
tiveness. The other, an obvious fault, is oriented in such a way that seepage
along it presents no apparent leakage problem. The fault does not crop out on
the surface below 457 meters elevation, the anticipated pool level (Figure 4).
Tunnel No. 2 is 1,253 meters long and was driven through moderately to
tightly folded synclines and anticlines. Rock types similar to those of
Tunnel No. 1 were encountered. Rock falls have occurred in the red shale,
although not to an extent requiring clearing and shoring. Two significant
open fractures were encountered: at 345 meters and 1,207 meters from the
portal. Two potential seal sites were located in the hard gray sandstone and
conglomerate, not adjacent to or affected by the open fractures (Figure 5).
Tunnel No. 3 is 256 meters long, but 155 meters are within the mine
workings and not of concern in seal site selection. The 101 meters outside
the workings penetrate hard gray sandstone and conglomerate. Clearing and
shoring were limited to the mouth of the tunnel, where many loose boulders
had collapsed over the original opening. A significant open fracture encoun-
tered 61 meters from the portal cuts across the tunnel at an angle that
indicates it may intercept the mine workings and, thereby, provide a possible
leakage route (Figure 6).
Core Borings Over Tunnels
Investigations of the rock in the vicinity of potential seal sites re-
41
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quired the drilling of boreholes, starting from points on the ground surface
directly overlying the sites and continuing down to or below the invert eleva-
tions of the tunnels. One borehole was drilled over each potential seal site.
Data in this study of the recovered core rock included rock type, core
recovery rates, length of core pieces, dip of bedding surfaces and fractures,
hardness, jointing, faulting, degree of weathering, and staining of fractures.
Pressure testing the boreholes provided additional information on the
extent and permeability of fracturing in the rock. In general, each 15 meter
section of hole was isolated with expanding rubber packers and tested by
pumping water under pressure into that section. Tests were also conducted
where core recovery, fracturing, loss of recirculating drill water, or other
features indicated the possibility of permeable zones. Pressures used in
testing were determined by the general formula of 0.07 kilogram per square
centimeter (kg/cm2) increment for each 0.3 meters of depth to the packer, to
a maximum of 21.1 kg/cm2. Pressures thus applied represent conditions about
one and one-half times as severe as the flooded mine workings will present.
Every effort was made to maintain the return flow of drill water to the
surface. Its loss during drilling operations indicates the interception of
pervious rock. Every fracture or zone that caused the loss of return drill
water was pressure tested. After testing, these openings were grouted as
necessary to regain the flow of drill water to the surface.
Drillers' logs, grouting data and pressure testing information for the
tunnel drilling program are presented in Appendix B, pages 83 through 125.
Tunnel No. 1—Borehole 1-A was drilled to a depth of 175 meters, be-
ginning at a ground elevation of 477 meters, and penetrated alternating beds
of red and gray shale, and gray sandstone with very m^nor amounts of conglom-
erate. It passed near the tunnel at elevation 332 meters where it penetrated
8.2 meters of very hard, fine-grained gray sandstone, dipping at approximately
50 degrees. The borehole passed through a number of/fractures and faults,
many of which are slickensided and partially or completely sealed with quartz
fillings.
Pressures maintained during the five tests above elevation 398 meters
ranged from 4.2 to 18.3 kg/cm2, with water loss ranging from 0.00 to 1.6 1/s.
Most of this loss probably resulted from fractures opened by weathering of
the rock. During pressure testing of each 15-meter interval below elevation
398 meters, a pressure of 21.1 kg/cm2 was maintained for five minutes, with
a cumulative water loss rate of 1.4 1/s for the entire depth of the hole be-
low elevation 398 meters. This rate, a summation of seven tests ranging
between 0.00 to 0.8 1/s, is indicative of highly impermeable rock. Another
indication of this impermeability is that no grouting was required below
elevation 414 meters to maintain the return flow of drill water to the
surface.
Borehole 1-B, beginning at a ground elevation of 502 meters, penetrated
alternating beds of gray shale, sandstone, and conglomerate in the upper 76
meters, while red and gray shale, and gray sandstone with some conglomerate
42
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composed the remainder to a maximum penetration of 198 meters. The borehole
passed the vicinity of the tunnel at elevation 335 meters, penetrating 10
meters of very hard gray conglomeritic sandstone. This borehole passed
through solid rock within 0.3 meter of the west wall of the tunnel. Subse-
quent internal investigations revealed that a large block of rock had broken
away from the tunnel wall, exposing the borehole. This must have occurred
after completion of the pressure testing, because a pressure of 21.1 kg/cm
was maintained for five minutes in that section of the borehole.
2
Five pressure tests were performed above elevation 429 meters at pres-
sures ranging from 4.1 to 17.6 kg/cm2, for a cumulative water loss rate of
7.5 1/s, thus indicating the presence of some weathered rock open joints.
Although water losses did occur above elevation 427 meters, those below ele-
vation 484 meters were slight, and only minor grouting was necessary to regain
full return flow at the surface. Eight pressure tests conducted below ele-
vation 427 meters were accomplished at 21.1 kg/cm2, held for five minutes,
with a cumulative water loss rate of 1.3 1/s, ranging from 0.00 to 0.8 1/s
for the different intervals. This suggested that highly impermeable rock
occurs below elevation 427 meters.
Borehole 1-C, beginning at a ground elevation of 487 meters, penetrated
alternating conglomerate and thin sandstone beds with some carbonaceous part-
ings to an elevation of 410 meters. Below elevation 410 meters there oc-
curred interbedded gray shale, sandstone, and conglomerate. At elevation 338
meters, the borehole passed through the tunnel roof, following penetrations
of 13 meters of hard gray fine-grained sandstone; 20 meters of very hard gray
conglomeritic sandstone; and 1.2 meters of hard gray shale, all dipping at
about 60 degrees. Because this borehole penetrated the tunnel, it was pre-
served and capped for future use as an observation well.
Six tests were conducted above elevation 405 meters at pressures rang-
ing from 3.3 to 19.0 kg/cm2, with a cumulative water loss rate of 3.3 1/s,
an indication of some weathered rock open joints. Even above elevation 405
meters, the rock was sound enough that no grouting was necessary below 451
meters to maintain the return flow of drill water to the surface. The four
pressure tests conducted below elevation 405 meters were accomplished at
21.1 kg/cm2, held for five minutes, with a cumulative water loss rate of
0.03 1/s ranging from 0.00 to 0.02 1/s for the different intervals. Highly
impermeable rock was bored below elevation 405 meters.
Tunnel No. 2—Borehole 2-A, beginning at a ground elevation of 545
meters, penetrated alternating beds of gray conglomerate and sandstone to a
depth of 73 meters, below which occurred red shale, gray shale, sandstone,
and comglomerate. The borehole penetrated the tunnel roof at elevation 363
meters after cutting 11 meters of very hard gray conglomeritic sandstone and
conglomerate. This hole was also prepared and capped for future use as an
observation well.
Five pressure tests were conducted above elevation 463 meters at pres-
sures ranging from 5.1 to 18.8 kg/cm2, with a cumulative water loss rate of
0.004 1/s, indicating highly impermeable rock throughout the upper part of
the borehole. Rock in this borehole required no grouting to maintain the re-
43
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turn flow of drill water to the surface. Each of the six pressure tests con-
ducted below elevation 463 meters was performed at 21.1 kg/cm2, held for five
minutes, with no loss of water, suggesting the rock is extremely impermeable.
Borehole 2-B, beginning at a ground elevation of 537 meters, pene-
trated conglomerate to a depth of 34 meters, below which occurred alternating
beds of red shale, gray shale, sandstone, and conglomerate to a total depth
of 212 meters. The tunnel was passed at elevation 362 meters, above which
the hole penetrated 30 meters of conglomerate dipping at 50 degrees.
In nine pressure tests conducted between elevation 537 meters and ele-
vation 392 meters, pressures maintained ranged from 0 to 19.0 kg/cm2, with a
cumulative water loss rate of 8.4 1/s, ranging from 0.00 to 3.2 1/s for the
different intervals tested. During drilling of this hole, difficulty was
experienced in maintaining return drill water. Copious amounts of Portland
Cement, sawdust, and a sealing compound were used to try to seal fractures
to elevation 394 meters. A large open fracture, pressure tested at 0 kg/cm2
and 3.2 1/s water consumption, was encountered at elevation 394 meters. This
fracture could not be sealed. Drilling was continued below elevation 394
meters without return drill water, and the pressure testing interval was
reduced from 15 meters to 6.1 meters. These high rates of water loss re-
sulted from open fractures caused by intense folding of the rock drilled.
Partial loss of drill water within 61 to 91 meters of the surface was
undoubtedly due to open joints in weathered rock. Each of the pressure tests
conducted below elevation 392 meters was accomplished at 21.1 kg/cm2, held
for five minutes, with a cumulative water loss rate of 2.4 1/s, ranging from
0.00 to 1.2 1/s for the different intervals tested. The 2.4 1/s water loss
occurred between elevation 392 to 368 meters, entirely above the level of the
tunnel. The hole from elevation 368 to 325 meters showed no water loss.
Tunnel No. 3—Borehole 3-A, beginning at a ground elevation of 483
meters, penetrated conglomerate to its final depth of 55 meters or elevation
428 meters. A major fracture zone, thought to be a continuation of the one
observed during the internal investigation of Tunnel No. 3, was encountered
at elevations 428 to 450 meters. Borehole pressure testing was conducted
with the packer being set at four different elevations within the borehole,
namely 449, 456, 467, and 476 meters, and tests were made from each of these
points to elevation 445 meters.
The three pressure tests of the hole below the elevation of 469 meters
were performed at 9.8 kg/cm2, with a cumulative water loss rate of 0.6 1/s.
Water loss in that section of the hole containing the fracture zone was 0.4
1/s at 9.8 kg/cm2. Hydraulic pressure tests and examination of the frac-
tured zone in the tunnel and the borehole indicated no major threat of
leakage from the impoundment. However, observation of this area during
filling is suggested. Drilling from elevation 445 meters to the bottom of
the hole showed the rock to be extremely hard and tight.
Future Overflow Points
Inundation of the mine workings will begin after, construction of the
44
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proposed water seals. The pool levels within the inundated mine workings will
be determined by leakage from the basin. If significant water loss occurs
through fractures and faults at low elevations, the pool level will be low.
If leakage is insignificant at low elevations, as expected, the level will
ultimately reach the elevation of two topographic gaps on the rim of the ba-
sin. It is anticipated that overflow will form in these two gaps: one 4.5
kilometers east of Sheppton; and the other 1.1 kilometers west of Oneida,
where the originally draining streams cut through the sides of Green Mountain
(Figures 2b and 2c). The permeability of strata at these gaps is expected to
finally determine the levels maintained. Tight conditions would cause the
overflow levels to be at or near the lowest surface elevations in the gaps.
Open, pervious, and weathered rock conditions at depths below the surface
would probably cause leakage and a lowering of the pool levels. Drilling to
investigate the subsurface conditions in these two areas was conducted.
Boreholes were oriented at 40 degrees below the horizontal, to provide
the greatest amount of subsurface information immediately beneath the gaps
by intercepting steeply dipping fractures. Drilling procedures were similar
to those previously described.
Gap East of Sheppton
A test hole, located at a surface elevation of 459 meters, was drilled
on the angle at 40 degrees from the horizontal to a total length of 30 meters,
giving a vertical component of penetration of approximately 20 meters to ele-
vation 439 meters. The borehole penetrated hard gray sandstone, conglomeritic
sandstone, and conglomerate. Pressure tests were conducted by seating the
packer at elevations of 443, 448, and 454 meters. Test results showed water
loss rates of 0.04 1/s at 7.0 kg/cm2, 2.01 1/s at 7.0 kg/cm2, and 0.9 1/s at
4.2 kg/cm2, respectively. The upper 9 meters of the borehole were cased
through overburden and were not pressure tested.
Gap West of Oneida
A test hole at this site was located at a surface elevation of 463 me-
ters. It was drilled at 40 degrees from the horizontal to a total length of
29 meters, penetrating to an approximate elevation of 444 meters. The bore-
hole penetrated hard gray sandstone, conglomeritic sandstone, and conglomer-
ate. Pressure tests were conducted by seating the packer at elevations 452
and 457 meters. Test results showed water loss rates of 0.08 1/s at
7.0 kg/cm2, and 0.9 1/s at 5.6 kg/cm2, respectively. The upper 7.6 meters of
the borehole were cased through overburden and were not pressure tested.
Physical and Chemical Rock Tests
In addition to the previously described field investigations, physical
and chemical tests were performed on rock samples obtained at several poten-
tial seal sites. These tests were conducted to determine the soundness of the
rock and its resistance to solution by mine drainage. Conglomerate and silt-
stone samples for physical tests were collected by hand within Tunnel No. 3
and selected from the cores recovered from Boreholes 1-C and 2-A. Conglomer-
ate and shale samples for chemical tests were collected by hand within Tunnel
Nos. 2 and 3 and selected from the cores recovered from Borehole 2-A. The
work performed, as well as the findings and conclusions drawn from it, is
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presented in the following:
The laboratory report summarizing the physical tests is set forth in
Appendix C. The results of chemical testing of the rocks are presented in
Appendix D.
Physical Tests
Specific Gravity—Specific gravities of these rock samples were ob-
tained to determine the weight of overburden above the tunnels. This infor-
mation was then used to determine the resistance of rock and the proposed
concrete plugs to shear failure and the resistance of the proposed concrete
plugs to deformation.
Specific gravities of oven-dried specimens ranged from an average of
2.65 for two conglomerate samples to 2.72 for a single siltstone sample. Such
values are typical for these sedimentary rock types. Differences in specific
gravity between oven-dried and water-saturated specimens were negligible, in-
dicating that the rocks have only small volumes of pore space in which water
may be absorbed. This substantiates the results of pressure tests on drill
holes and indicates low porosity and permeability.
Compressive Strength—Triaxial tests were performed to evaluate the com-
pressive strength of rock samples at confining pressures ranging from 1.4 to
28 kg/cm2. Maximum compressive strengths ranged from 291 to 425 kg/cm2 in
siltstone samples and from 1,490 to 1,750 kg/cm2 in conglomerate samples.
Maximum compressive strengths of conglomerate specimens are significantly
greater than for siltstone specimens, and are also'higher than values ex-
pected for most common seal materials. However, these high strengths are de-
sirable because rocks are nonhomogeneous and, consequently, do not have defi-
nite consistent physical properties.
Shear Strength—Two types of direct shear tests were performed: rock-
on-rock; and rock-on-concrete. The results of the former indicate the resis-
tance of rock to shear failure at the seal sites, and results of the latter
indicate the resistance of rock-concrete bonds to shear failure. Two rock-on-
rock shear tests performed on siltstone, with axial loadings of 18 and 21
kg/cm2 applied on the ends of the specimens, gave peak shear stress of 125 and
109 kg/cm, respectively. Only siltstone samples were tested because, as the
triaxial tests show, conglomerate specimens are far stronger.
Results of the rock-on-concrete shear tests showed that, with axial
loadings ranging from 5.6 to 73 kg/cm2, peak shear stresses along conglomer-
ate-concrete bond surfaces ranged from 30 to 96 kg/cm2. During preparation,of
the test specimens, the concrete was cast against the smooth, sawed ends of .
the rock samples. Because concrete would be poured against rough rock sur-
faces in the actual seal construction, rock-concrete bond strengths would be
somewhat greater than indicated by the testing.
Deformation Moduli—Deformation moduli were determined for purposes of
calculating possible changes in tunnel diameter and deformation (compression)
of the rock surrounding the seals under anticipated hydrostatic heads. The
46
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moduli were computed from the results of uneonfined compressive strength tests.
Maximum compressive strengths of two conglomerate specimens were found to be
1,170 and 1,790 kg/cm2.
Unconfined compressive strength tests were also performed on concrete
specimens that were cast from the same mix as was used in the rock-on-concrete
direct shear tests. Maximum compressive strengths of these concrete specimens
ranged from 136 to 237 kg/cm2. The compressive strengths of the conglomerate
rock greatly exceed those for the concrete specimens.
Chemical Tests
In an attempt to determine the long-term effect of mine drainage contact
with tunnel rock, chemical tests were conducted under conditions much more
severe than actually expected. Conglomerate and shale samples used in the
chemical tests were approximately 1.3 cm diameter fragments, each weighing
about 100 grams. The fragments provided a large surface area to total weight
ratio. Test solutions consisted of mine drainage (pH 3.5), 1 percent sul-
furic acid (pH - 1.2), and 5 percent sulfuric acid (pH - 0.5) maintained at
temperatures significantly warmer than would be encountered in the tunnels.
^Tests lasted approximately four and one-half months.
Three portions of the rock types selected (one shale and two conglomer-
ates) were each immersed in the different test solutions. At certain inter-
vals, aliquots of the test solutions and the rock samples were subjected to
chemical and physical tests in an attempt to determine the solubility of the
rock samples. The chemical solutions were analyzed for pH and aluminum con-
centration, and the rock samples were dried and weighed.
Test results showed that the samples underwent weight losses in all
three solutions. As expected, weight losses experienced in the 5 percent sul-
furic acid solution were significantly greater than those experienced in the 1
percent sulfuric acid and mine drainage samples. The weight losses for the
samples in all three solutions showed a general decreasing trend with time.
The weight losses examined were not considered significant. At the end
of the test period, the total weight loss in mine drainage solutions noted for
the conglomerate samples varied from 0.00037 to 0.00088 grams per day, and was
0.00029 grams per day for the shale sample.
The use of rock chips from the tunnel contributed to the severity of the
chemical tests as conducted, and acted to magnify the solution losses. The
use of chips in the tests provided a large surface area containing a relative
abundance of soluble mineral constituents. In addition to the predominant
silica minerals in the conglomerate and clay minerals in the shale, tunnel
rock contains small quantities of carbonaceous fragments, mica, feldspar, and
ferro-magnesium minerals, which are significantly more soluble. These miner-
als are not a continuously connected labyrinth of particles. Rather, they are
isolated individual grains or groups of grains. Their removal by solution
would not, therefore, create permeable paths through the rock or otherwise
endanger its integrity. Weight losses in the tests represent largely the ef-
fects of solution on these constituents. When exposed soluble particles are
once removed, the rate of reaction would be expected to decrease markedly, and
47
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the rock to be relatively unaffected through time.
Observation at the watercourses within the tunnels substantiates this
explanation. No significant erosion by mine drainage flows through the tun-
nels can be seen. Rock surfaces are considered to be essentially as they were
following completion of tunnel construction in about 1900. Seventy years'
exposure to mine drainage has produced no observable solution effects.
Summary
The South Green Mountain Anthracite Basin is totally contained within a
tightly folded, "canoe-shaped" syncline. Resistant, competent sandstone and
conglomerate beds of the Pottsville formation, which underlie the coal mea-
sures, form the enclosing basin and the elevated plateau-like mountain. The
softer underlying shales of the Mauch Chunk formation crop out in the adjacent
valleys and have been worn down by erosion to lower elevations.
Deep and surface mining operations are confined to the coal measures and
are entirely contained by the folded competent members. The containing forma-
tions were breached in three places with small diameter tunnels driven through
the perimeter as drains to dispose of the water accumulating in the workings.
The tunnels, traversing from the lowest fold of the coal measures to the ad-
jacent valleys, effectively disposed of the mine water. Before tunnel con-
struction, pumping of water from the mines was required. This leads to the
conclusion that effective sealing of the three tunnels would impound water in
the abandoned mines. The elevation to which this pool would rise without
leakage, however, is not part of this conclusion.
The purpose of the geologic study, therefore, was to determine:
1. the geologic feasibility of constructing effective seals in
the tunnels; and :
2. the level to which impounded water would rise, without
major loss by leakage.
Normally, a tightly folded syncline is accompanied by fractures and
faults. If this fracturing and faulting were extensive, and if the resultant
cracks were open, considerable water leakage would result. It would be diffi-
cult to construct effective seals, and the resultant leakage from the pool
would not permit effective impoundment of water. Considerable effort was
expended to define and describe fractures and faults in the basin. The per-
meability of the enclosing rock units, because of the rock composition, faults
and fractures, is of prime concern to the total project. i
Cfeerthrusts and bedding-plane slips are not readily observed on the sur-
face or in the mine map data. Data obtained from drilling and mapping of the
tunnels show the presence of low-angle thrusts and slips. These faults and
slips, being nearly parallel to the bedding, do not traverse the rock from the
workings outward and do not provide leakage paths. Surface mapping and
structure contouring of coal measures from mine map data did not reveal
faults presenting serious leakage potential.
48
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The quality and condition of rock observed in the tunnels and in drill
cores are remarkably good. Little fracturing can be observed, and staining
or other evidence of water travel is minimal. The areas near the portals of
tunnels and disturbed areas adjacent to the mine workings do exhibit some of
these features. They are minor in extent, however, and are virtually confined
to these zones. Middle portions of the tunnels consist of thoroughly sound,
competent, and relatively unbroken and unweathered rock.
Pressure tests of the drill holes indicate very tight, impervious con-
ditions in most places. A zone of somewhat open fractures near the surface
was observed, but it does not materially affect the tightness of the basin.
Zones of open rock observed in cored rock are believed to represent low-angle
faults. These faults probably have a low potential for water leakage from
the South Green Mountain Structural Basin.
Although possible minor leakage is anticipated, no paths of serious
water loss were noted from interpretation of data collected during this study.
With the placement of competent watertight seals in the three drainage tun-
nels, it is believed that the basin is sufficiently watertight to contain a
5.3 billion liter pool in the underground mine voids to an elevation of 458
meters. Anticipated hydrostatic heads against the seals under these condi-
tions are 122, 100, and 27 meters for Tunnel Nos. 1, 2, and 3, respectively.
Potential seal locations were selected to satisfy several criteria.
Seals must be in locations relative to fault zones that minimize the possibil-
ity of leakage. Rock at the seal sites must be able to support the substan-
tial loads imposed by the hydrostatic head. The rock unit in which the seal
is placed must be impervious and unfractured, and it must be unaffected by
prolonged exposure to acid water.
The portions of all tunnels near the portals, where considerable frac-
turing was observed, were not considered for seal locations. Rock tests and
physical characteristics of the available rock types show an obvious prefer-
ence for the conglomeritic sandstone over the shale-siltstone units. Labora-
tory compressive strengths obtained for siltstone samples collected from the
project area indicate that the rock qualities are approximately the same as
concrete, whereas conglomeritic samples have strengths several times that of
concrete. Rock, a nonhomogeneous material, should attain sufficient strengths
to develop adequate factors of safety. The conglomeritic sandstone is, there-
fore, recommended. Pressure tests show it to be sufficiently impervious, and
solubility tests indicate that itLis sufficiently resistant. Seal sites were
selected in the conglomerate for^ihese reasons. Although some sites near the
portal may have been adequate, the best possible locations were selected to
satisfy the above criteria. It is felt that the long-term requirements of
the project and the possibility of unknown developments warrant this selec-
tion.
Neither the exact volume nor specific sites of possible water leakage
can be determined without actual inundation of the mine workings. However,
the geologic investigation performed in this study is believed to be suffi-
ciently detailed to indicate that no major leakage is expected. However,
water loss is anticipated at several locations. As the pool levels increase,
49
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hydraulic head increases, and water begins to flow into the more fractured
and weathered rock near the surface areas, the probability of water loss will
increase.
The ultimate water levels also cannot be predicted. However, the avail-
able information suggests that, because leakage at low elevations will be low,
levels will be near the elevations of the two gaps. Leakage may be expected
in the vicinity of the gaps as water levels approach an elevation of 442 me-
ters. Springs may develop, and some initial erosion of overburden may occur.
Water levels are expected to rise above elevation 442 meters and should ap-
proach elevation 457 meters, but the exact level and seasonal fluctuation are
indeterminate.
The physical condition of the barrier pillar is unknown since the pillar
is inaccessible for observations and recorded information related to the more
recent mining operations is of poor quality. There is a definite possibility
that the pillar has been breached at some elevation. If so, water levels on
either side of the pillar should be the same at the point of the breach. Be-
low that point, however, two water levels may be independent of each other and
each will rise in proportion to the inflow of water to that portion of the
workings.
It is concluded that:
1. It is geologically feasible to construct effective seals in
each of the three tunnels, and to contain the anticipated im-
poundment within the structural basin.
2. Although minor leakage is probable, the basin will contain
water at a sufficient elevation to serve the intended project
purpose of controlling the formation of acid mine drainage.
DESIGN PHASE
The preparation of construction plans and technical specifications was
started once it was established from the geologic investigations that there
was a high degree of certainty that the water-level tunnels could be success-
fully sealed. Preliminary bid documents were delivered on September 9, 1971
to the Department of Environmental Resources for review, followed by seal
design computations on September 21, 1971. The theory of seal design was
discussed with Department personnel in considerable detail on October 1,
1971. Subsequently, questions and comments by the Department and EPA were
given to the consultant. A response to these was made on January 3, 1972.
After accommodating the requested revisions, a further submission com-
prising the Official Notice, Invitation for Bids, Bid Forms, and Special
Requirements along with construction plans and specifications was made on
February 21, 1972. The Construction Cost Estimate for sealing the three tun-
nels was presented on March 3, 1972.
These documents were then evaluated, and another meeting was held on
April 21, 1972 to discuss them. At this meeting, alternative means of placing
50
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the seals (remote placement of concrete) and controlling or drawing down the
mine water pool (deep well pumps) were broached by the Department. Although
these alternatives had already been considered before final design was estab-
lished, it was agreed they would be reevaluated and cost comparisons made.
Consequently, a detailed analysis of these items, supporting the original
design, was presented in a May 24, 1972 letter.
The Department during September 1972 requested additional information
concerning the cost of installing remote control devices to operate the valves
in Tunnel Nos. 1 and 2, the length of time to drain the pool (assuming all
three tunnels were sealed and pool water level approximated 457 meters), the
percentage of mine drainage pollution in Catawissa Creek originating from the
basin, and the need to place valves in all three tunnels. These questions
were answered on September 28, 1972.
The Department then requested information concerning water wells in the
basin. The logs for 8 wells and their locations were provided on October 2,
1972. The Department was,advised on October 5, 1972 that sealing all three
tunnels would have no adverse effect on these wells.
The Department then directed on December 13, 1972 that: only Tunnel
Nos. 2 and 3 should be sealed; the seal in Tunnel No. 3 should be a standard
seal with no valve; and revised plans, specifications, and construction cost
estimates should be submitted no later than February 1, 1973. Then on Jan-
uary 4, 1973, the Department requested that further work on the revisions be
delayed until the Department received approval from EPA concerning the change
in scope of the project.
Answers to a series of questions concerning the effectiveness of sealing
only Tunnel Nos. 2 and 3 were then provided on February 5, 1973 to EPA. In
addition, a longitudinal section through the basin was given to the Depart-
ment at its request on February 13, 1973. Then in response to the Depart-
ment's March 9, 1973 authorization, revised construction plans, contract docu-
ments, and construction cost estimates for sealing Tunnel Nos. 2 and 3 were
submitted on April 30, 1973.
Subsequently, on October 22, 1973, the Department requested that all
work on the project cease until the Department acquired all necessary property
easements. Then on January 17, 1974, the Department advised that Tunnel
Nos. 2 and 3 would be sealed.
Representatives of the Department, EPA, and the consultant met for a
joint plan review meeting on February 5, 1974. Subsequently, on March 1,
1974, the Department requested that instrumentation comprising pore water
pressure cells, deflectometers, and extensometers be added to the seal in
Tunnel No. 2.
After considerable delay in obtaining needed specific information con-
cerning the proposed instrumentation from the supplier suggested by the De-
partment, final contract documents and construction cost estimates were sub-
mitted to the Department on August 6, 1974. These documents were reviewed on
August 21, 1974 when it was agreed that, because of a significant increase in
51
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the cost of the multiconductor cable for the instrumentation, an alternate
method of placing this cable from the seal in Tunnel No. 2 to the ground sur-
face would be explored.
On October 24, 1974, the Department decided to separate Tunnel No. 3
from the contract documents and indicated that work on Tunnel No. 3 would be
bid separately if the Department decided to seal this tunnel. However, it
was requested that the drawings be maintained in a way that would enable
their use if a later decision was made to seal Tunnel No. 3. Final contract
documents for sealing Tunnel No. 2 were delivered to the Department on Decem-
ber 6, 1974.
Design Considerations
The physical conditions in the South Green Mountain Basin required that
special criteria be used to design the drainage tunnel plugs. The antici-
pated hydrostatic heads on the plugs and surrounding rock were large. It was
anticipated that maximum head would approach 122 meters. Accordingly, the
following special factors were considered in the design of the proposed plugs.
Type of Construction
Methods of mine seal construction have been and are being investigated
under research and development programs. Known programs have been conducted
in mines subject to relatively low heads (2 to 9 meters) when flooded. Prob-
lems with leakage through and around seals constructed by the various methods
of intruding grout into aggregate-filled sections of mine tunnels and into
inflatable bags have been common. To our knowledge such methods have not
been used for heads approaching those that would prevail in the plugged drain*
age tunnels of this project. Forces on the plugs would require dependable
structural competence. Grout plugs, intruded masses,;and other similar ap-
proaches do not appear to provide such strengths. Consequently, it was de-
cided that conservative decision concepts should be applied, and the seals
should be constructed of concrete with the surrounding rock and concrete-rock
interface grouted to prevent potential leakage.
Plug Shape
Two basic shapes were considered: a thin arch plug with the concave
side facing the mine workings; and a gravity plug with sloping sides. These
are shown in Figure 9. From a structural viewpoint, with regard to both
concrete and rock mechanics, an elliptical shape is preferred to a rectangu-
lar shape because it eliminates stress concentrations at corners. However,
the cost of excavation to obtain an elliptical shape in the existing rectan-
gular tunnel would be considerably higher. A tapered gravity plug would >
distribute the load at the lowest possible unit load to the concrete. Con-
sequently, it was decided to use the tapered gravity plug.
Modes of Failure
Plug design was based on the ability of the plug to resist (a) sliding
and (b) excessive deformations of concrete and rock under the application of
52
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-Reinforcement
GRAVITY PLUG
THIN ARCH PLUG
Figure 9. Basic shapes of plugs considered.
the proposed hydrostatic loads and potential earthquake forces. Sliding of
the plug could take place by shear failure in the rock surrounding the plug,
in the concrete mass forming the plug, or in the contact surface of the rock
and the concrete plug. When the plug was found safe against sliding forces,
it was then checked for excessive deformation under the proposed maximum
loads.
Consideration of Earthquake Forces
Earthquakes of considerable magnitude have occurred along the east
coast. Records show values as high as 10 on the Rossi-Forel Scale. Movement
resulting from tremors can accelerate the strata in any direction, but, for
design purposes, the horizontal and vertical directions are considered to
envelop possible reactions to the phenomenon. Accepted structural design
criteria used in the design of most civil works facilities in the area of the
plug site normally do not include earthquake load criteria. However, it is
good practice to apply a horizontal earthquake acceleration of 0.1 times the
acceleration of gravity, in an upstream direction, in the design criteria
governing dam design because of the safety standards associated with such
structures. The noted earthquake design criterion was used in the design of
the plug.
Horizontal movement of the strata in a direction other than upstream,
or vertical movement in either an up-or-down direction, would not result in
plug overstress because of the rock-concrete contact, that is, acceleration
of both rock and concrete would be equal and no overstressing, differential
load would result.
Anchoring the Plug into Rock with Steel
Methods illustrated in Examples (a) and (b~) of Figure 10 require move-
ment of the concrete before stress transfer takes place. Theoretically, this
concept implies initial failure of the plug before the load is resisted. The
bond between concrete and rock around the plug would be broken, allowing acid
53
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Mine
Water
—Anchor Bar grouted in
drilled hole
v-Anchor Bar grouted in
\drilled hole
- Cone. Plug-
VERTICAL OR HORIZ. ANCHOR
Example (a)
ANGLED ANCHOR
Example (b)
Post tension tie placed in drilled
hole after plug is placed. Tie is
grouted at bottom and tensioned
by tightening nut at steel plate.
POST-TENSION TIEBACK
Example (c)
Figure 10. Methods of anchoring concrete plugs.
54
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water to flow between concrete and rock, causing progressive deterioration of
the concrete and progressively more leakage around the plug.
If either of these two illustrated methods is used in conjunction with
the tapered roof and wall concept, the plug could not move unless some fail-
ure occurred in the concrete plug. However, if the plug did move, the load.
would transfer from the rock to the steel. Depending upon the initial mode
of tapered plug failure: (1) failure in shear; or (2) failure of concrete
along the tapered surface, as a result of acid deterioration, the plug would
act in one of two ways: (a) if the plug failed in shear, the load would be
picked up by the steel, which in turn would transfer it to the rock until
movement halted because of the restraining capability of the steel; or (b)
if the plug failed because of failure of the concrete along the tapered sur-
faces, the plug would push forward or downstream until the steel came into
play to restrain the movement. In either case, the plug could leak and, in
either case, initial movement would result in ultimate failure of the plug.
The object is to avoid initial movement, and, if movement takes place, to
limit the movement to an incremental amount as opposed to a sudden and com-
plete failure. Remedial work would have to be carried out after the initial
movement to prevent ultimate failure of the plug.
The plug cannot be keyed into the rock with only steel as the restrain-
ing force as illustrated in Examples (a) and (b). The use of steel can only
be considered as a secondary restraining system that would become active
after partial or total failure of the prime method of restraint.
Post-tension ties illustrated in Example (c) of Figure 10 could hold
the concrete plug in place, without movement. Simply, the idea of post-
tension tie is that the ties would be stressed, after concrete placement, to
the extent that the concrete would be held in place with a force in excess
of the design load. The ties would have to fail before the plug could move.
If the ties failed, failure would be instantaneous. It is not possible to
guarantee that acid water would not reach the ties, even though full pre-
cautions were taken to fully grout the system to protect the tieback materi-
al. A stainless steel tieback system would be costly, relative to the cost
of the tapered plug construction and its use would not eliminate the depen-
dency of plug safety on construction methods and procedures.
The tapered plug concept distributes the load to the concrete at the
lowest possible unit load on the concrete. Based upon laboratory tests as
shown in Appendix C, the rock is stronger than the concrete. Concrete com-
pressive stresses created in the plug are well within acceptable values,
making the capability of the concrete to resist the load transfer in shear
the critical consideration. A shear failure could cause a rapid deteriora-
tion of the plug to the extent that failure could be considered instantane-
ous. In considering the shear factor of safety and the desirability of pro-
viding a specific contingency against total and sudden failure due to poor
construction, it seemed prudent to install some steel anchorage to act as a
"fail-safe" feature. Reinforcing steel grouted in drilled holes was, there-
fore, added.
55
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Shear Factory of Safety
The factory of safety is the ratio of the allowable working load or ser-
vice load to the load that will be imposed on the facility. Through design
calculations, it was determined that the critical design consideration was
the capability of the concrete to resist the load transfer in shear. The
factor of safety for shear was believed acceptable. However, final consider-
ation for the "safe" and "fail-safe" features of the plug design resulted in
the addition of three feet in the length of the plug for Tunnel No. 1, the
addition of an earthquake load to the design criteria and the installation of
reinforcing steel grouted in drilled holes to prevent a sudden, total move-
ment of the concrete mass.
Calculated factors of safety under various conditions are shown in the
following:
Concrete plug, Tunnel No. 1, design head = 122 meters
Factor of safety - shear V
Allowable unit shear: Vp = 7.75 kg/cm2
100 percent peripheral contact, no earthquake forces F.S. = 4.6
75 percent peripheral contact, no earthquake forces F.S. = 3.5
100 percent peripheral contact, earthquake force = O.lg
75 percent peripheral contact, earthquake force = O.lg
Computed factors of safety in the tabulation are based on a working
stress in shear of 7.73 kg/cm2, that which is allowed by the current A.C.I.
Code. The allowable shearing stress used in ultimate stress design proce-
dures is 13.1 kg/cm2. In other words, there is an inherent factor of safety
in the working stress used in final design computations. The additional
factor of safety is equal to 13.1/7.73 = 1.7, which is/in addition to the F.S.
values in the tabulation.
Original design computations assumed a condition of the finished plug
that resulted in only 50 percent of the peripheral area being in contact with
the rock of the tunnel. A factor of safety of the design condition was com-
puted for a test of the concrete shearing resistance. The original condition
is felt to be too severe to be a practical test.
The assumption of 75 percent contact was made because it is believed
that excellent contact can be achieved at the floor and walls. Floor and
wall areas not in contact would be small. Load transfer from the plug to
the rock would take place in contact areas. The resolution of the internal
load from shear to the compressive stress at the floor and wall contact would
adjust to those areas of contact. This assumption provides for no contact
along the roof at all, where reasonably good contact can be achieved with
proper construction methods. The tabulation shows acceptable factors of
safety for the assumed conditions.
The reinforcing steel was not considered in computations to determine
56
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the factor of safety with regard to the capability of the facility to resist
the imposed load in shear.
Grouting
It was anticipated that the rock surrounding the concrete plugs would be
fractured somewhat by blasting operations. It was also anticipated that some
shrinkage could take place at the concrete-rock interface. In order to pre-
vent leakage through this zone and to consolidate the mass of rock around the
plug, it was proposed to drill three radial grout rings before plug placement
and to grout after the plug concrete had hydrated and cooled. The upstream
and downstream rings would be considered as low pressure contact grout rings,
and they would be grouted before the center ring. Grout holes of the center
ring would be drilled deeper than those of the outer rings, and they would be
grouted at higher pressures.
Concrete Placement
Concrete to be placed in the plugs could be transported through the
tunnels to the plug sites or pumped through pipe placed in drill holes from
the ground surface. There are practical and costly problems inherent in both
methods. The transportation of materials through several hundred meters of
tunnel to the plug locations is perhaps the most obvious obstacle to the
method using tunnel access. The mobilization and demobilization of equipment
to provide transportation through the tunnels is a major item of expense. It
could be accomplished, however, and should produce the desired result with
the degree of control appropriate for the severity of the design criteria.
The second approach, that of placement through drill holes from the
ground surface, also presents serious problems. First, drilling the required
holes to intersect the tunnels at the chosen plug sites would be difficult
and costly. Drill holes can be well enough aligned to allow placement of
pumps, but most holes will deviate from true plumb to some degree. The ex-
ploratory holes drilled for the subject project are examples. All were lo-
cated on the ground surfaces, directly on the projection of the tunnel center-
lines. Yet of the six holes so drilled, only two actually intersected the
tunnels. Drill hole cost would be significant, and drill holes that missed
the tunnels would increase the cost. It would be necessary, in addition,
to construct substantial access roads to the surface locations of each drill
hole. Further, tunnel access would still be required to place bulkheads and
piping, to excavate rock, and to grout.
Aside from financial considerations, the placement of concrete through
152 meters-deep drill holes presents quality control and placement problems
of considerable magnitude. Concrete cannot be permitted to "free fall", but
must be restrained by devices placed at intervals in the system. Adequate
air venting must be provided, with appropriate valves and restraints at the
terminal end. It is felt that complete failures in the midst of placement
operations are definitely possible. While placement of concrete has been
accomplished by these means to depths of 152 meters, it is described by ex-
perienced people as "difficult".
57
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The placement of concrete by pumping down to the plug sites through
drilled holes provides no savings in costs that are related to other aspects
of sealing. Both pregrouting of fractures in peripheral rock and postgrout-
ing of the shrinkage annulus will be required. Despite the ability to sur-
charge the concrete plug forms, shrinkage after initial set will still occur.
It is our belief that, though the method of construction by tunnel
access presents unusual construction problems and costs, it is the best alter-
native for sealing the South Green Mountain tunnels.
Chemical Attack
The acid water environment had a definite effect on all design con-
siderations. Although the flowing water contains relatively low concentra-
tions of acid and sulfate, it is believed that the stored water could contain
concentrations of acid and sulfate to as much as 2,000 mg/1, or more. Both
adversely affect concrete and certain metals.
Sulfates combine with cement to form insoluble compounds that disrupt
the physical characteristics of the concrete because their volume is greater
than the volume of the cement matrix from which they are formed. The result
is a cracking and spalling of the concrete surface. If the concrete mass is
dense, the action is superficial, such as rust on the surface of metal. If
the concrete is porous, the action can be progressive through the mass. The
stronger the sulfate concentration, the more active the corrosion. The U.S.
Bureau of Reclamation has had considerable experience with sulfate attack on
concrete. The following summarizes their experience:
TABLE 7. ATTACK ON CONCRETE BY WATERS CONTAINING SULFATE
Sulfate in Water Relative Degree of
_ Samples ps mg/lj _ Sulfate^ Attack _
0 to 150 Negligible
150 to 1,000 Positive
1,000 to 2,000 Considerable
Over 2,000 Severe
Sulfates react chemically with the hydrated lime and hydrated calcium
aluminate in cement paste to form calcium sulfate and calcium sulfoaluminate
which are expansive. Concrete containing cement that has a low content of
the vulnerable calcium aluminate is highly resistant to attack by sulfates. ;
Acids combine with constituents of concrete to form soluble compounds
that can be removed by leaching through cracks, poorly bonded interface areas
between metal and concrete or the foundation and concrete, or through voids
that interconnect. Progressive failure of the concrete from acid attack
occurs with water movement through the concrete. Covering the concrete with
an acid-resistant surface is the best protection afforded against acid dete-
58
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rioration. Accordingly, the upstream faces of the plugs were to be lined
with Neoprene rubber.
Acid water can only get to the concrete by moving through a failed
rubber liner, by moving through the rock and reaching the plug via cracks or
fissures in the rock, or by moving along the concrete-rock interface and into
cracks in the concrete. Good construction methods and procedures can greatly
minimize or eliminate these possibilities.
Accordingly, construction materials that resist attack by acids and
sulfates were specified. These included metals used in the structure and
chemical grout. Aggregate that would react to acids and sulfates was pro-
hibited. In addition, A.S.T.M. Type II cement, resistant to sulfate attack,
was specified.
It is not possible to predict the rate at which the concrete will de-
teriorate through contact with the acid mine water. Variables include: (1)
the ultimate concentrations of acid and sulfate in the stored water and (2)
the extent to which the concrete comes into contact with the acid mine water
and the form of that contact, that is, whether it is contact with motionless
water or water in motion. Specified ingredients of construction will provide
a facility that is resistant to attack. Construction methods and procedures
will reduce the vulnerability of the facility to attack by the acid mine
water. At best, it is believed that the facility will be problem-free for
fifty years or more; at worst, it should be trouble-free for at least 10 to
15 years. In any case, the very nature of the project requires properly
controlled surveillance. The aggressiveness of the acid mine water on the
concrete can be checked periodically by obtaining a small sample core from an
area close to the upstream face. One such set of samples obtained each year
for three years and two more sets obtained at three-year intervals will es-
tablish a degree of concrete reaction to the environment, and, at the same
time, provide continued information on the safe condition of the plug. In
addition, the acid and sulfate concentrations and other characteristics of
the stored water in contact with the seal can be determined periodically.
Water Control
The diversion of waterflow during plug construction is required. A
suggested plan for diverting the tunnel flow through the plug site during
construction using a concrete block barrier and temporary piping was in-
corporated into the construction plans and specifications. However, the
contractor was responsible for the preparation of a diversion plan to be
approved by the engineer before construction began.
To control pool elevations after construction, a stainless steel piping
system with a regulating valve and energy dissipating chamber was incorporat-
ed into seal design. This system would enable stage filling of pools, and it
could also be used for pool dewatering in an emergency.
The use of deep wells for pool water-level control or drawdown was ex-
plored in lieu of the piping system. Their use was not considered an accept-
able alternate method of providing dewatering of the mine workings. Cost
59
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comparisons alone ruled out this approach. Using 1975 prices for equipment,
and assuming only sufficient capacity to draw down the expected impoundment
in a 1-year period of constant pumping, it was estimated that drilling costs
would approach $100,000 and pump costs would be $300,000. More rapid draw-
down would incrementally increase costs. Pumping capacity that provides such
small discharge volumes over inflow would extend the total drawdown time
significantly if any power or pump failures occurred. The cost of required
power line construction and maintenance could not be computed without addi-
tional investigation not believed necessary to reach a conclusion regarding
this method. The cost of electricity required for a single drawdown cycle of
one year, using a cost of $0.01per kilowatt hour, would approximate $150,000.
An additional negative aspect to the pumping alternative is that the service-
ability of pumps and controls over long periods of time would be questionable.
Depreciation and replacement costs would be high in any economic analysis of
a pumping scheme.
Because a diversion of waterflow during plug construction would be re-
quired, a pumping scheme would not replace the total proposed piping system
cost. Either piping to effect diversion through the plugs, or auxiliary
plugs coupled with pumping, would be required. In any case, only a portion
of the cost estimated for the proposed plan could be replaced.
Plug Instrumentation
Information on rock mass response, especially during the initial period
of impoundment, could be critically important in accurately evaluating the
long-term integrity of the plugs. Accordingly, the plug in Tunnel No. 2 was
designed to be equipped with instrumentation, including pore water pressure
cells to monitor water pressure in the rock outward from the plug, extensom-
eters to monitor minute displacement of the plug in the downstream direction,
and deflectometers to monitor shearing deformation at the plug-rock interface
and outward in the rock.
Finally, the instrumentation and the outlet facilities for the proposed
plug in Tunnel No, 2 were designed to be remotely controlled through a multi-
ple conductor cable suspended in a borehole drilled from the surface over-
lying Tunnel No. 2.
Design Calculations
Tunnel No. 1 represents the highest loading condition among the three
drainage tunnels. The plug designed for this tunnel would be adequate,
therefore, for the other two tunnels.
Modes of Possible Failure—
The plug must be safe against:
Shear Failures
a. Rock-on-Rock Sliding. In this case, failure will take place as a
result of slippage along the joints and fracture surfaces in the
rock around the plug.
Pw = applied force = weight of water in front -af the plug
60
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R = resisting force = shear strength of the rock along the
joints and fracture surfaces
2 "00
122m
336
Concrete Plug
300
STATION
Figure II. Profile of Tunnel No. I
Results of laboratory direct shear tests on rock samples from Tun-
nel No. 1 are set forth in Appendix C. The tests indicate the
following post-peak shear parameters:
Borehole 1-C
CSample No.)
1
1
2
Cohesion
(kg/cm2)
0
3.9
0
Angle of
Internal Friction
44°
30°
27°
These laboratory shear values reflect the range of shear parameters
that can be used in computing the resisting shear force, R. The
computations will be carried out conservatively, using the test
61
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results of Sample No. 2.
Applied force = Pw = 1/2 x 2.1 m x (pl + p2)
= 2.1 m [dw (122 m 1.07 m) + dw (122 m + 1.07 m)]
2
Where d^ = density of water
= 2.1mxdwx 122 m = 2.1mx 1,000 kg/cm2 x 122 m
= 256,200 kg/m x 3.1 m = 794,000 kg
Resisting force = R = T x p where
p = perimeter of rack slide area x length
T = C + P3 tan a
?3 = Vertical pressure on the tunnel
= 174 m x density of rock, submerged (dr, )
Density of rock, dry = apparent specific gravity from lab x
1,000 kg/in15
= 2.76 x 1,000 kg/m3 = 2,760 kg/m3
Density of rock, submerged (dr,s) = density of rock, dry-
(1 - porosity) x 1,000 kg/m3
Assume a porosity of 4%
dj,,s = 2,760 kg/m3 - 0.96 x 1,000 kg/m3 = 1,800 kg/m3
P3 = 174 m x 1,800 kg/m3 = 313,200 kg/m2
T = C + 313,200 kg/m2 x tan 27°
= 0 + 313,200 kg/m2 x 0.509 = 159,419 kg/m2
p = (2 x 3.7 m + 2 x 2.7 m) 3.36 m = 12.8 m x 3.36 m = 43.0 m2
\
This is the perimeter, p, along the most critical sliding surface
in the rock as shown in Figure 12. In reality, the sliding would
have a tendency to take place along existing joint and fracture
planes in the rock (dip 30° to 40° as shown in Figure 12), result-
ing in an increase in p and thus the computed resisting force, R.
The sliding condition shown in Figure 13 results in minimum p, and
thus minimum R.
R = T x p
= 159,419 kg/m2 x 43.0 m2 = 6,855,017 kg
Factor of Safety (F.S.) = resisting force = R/Pw
applied force
= 6,855,017 kg = 8.6
794,000 kg
b. Concrete-on-Rock Sliding. This condition would come about if the
concrete plug slides along its contact surface with the surrounding
rock. The calculations will be carried out assuming the contact
surface is not grouted. This assumption is obviously conservative,
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r^
^-
3m
3.7m
Figure 12. Force diagram of plug.
Figure 13. Critical surface sliding area.
as the grouting would have a tendency to keep the concrete plug and
the rock together.
In order to calculate the resisting force, R, shear parameters must
be known. Laboratory direct shear tests were carried out on rock-
concrete samples by forcing the failure plane along the rock-con-
crete interface. Rock samples used in these tests were obtained
from Tunnel Nos. 2 and 3. Samples from both tunnels yielded the
same results. The post-peak shear values are C = 0, angle a = 20°.
These values are quite conservative since the rock surface against
which the concrete was placed in the laboratory was much smoother
than the one that would result from blasting in the field. Using
these values:
R = T x p where
T = C + ? tan a
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c.
= 0 + 313,200 kg/m2/tan 20°
= 313,200 kg/m2 x 0.36 = 122,752 kg/m2
p = 43.0 m2
R = 112,752 kg/m2 x 43.0 m2 = 4,848,336 kg
F.S. = r/Pw = 4,848,336 kg = 6.
794,000 kg
Concrete Shear Failure. In comparing the strength properties of
the rock obtained from the laboratory tests with those of concrete,
it becomes evident that the concrete is weaker than the rock. It,
therefore, becomes important to evaluate the possibility of a shear
failure with the shear planes located completely within the concrete
plug. This condition is illustrated in Figure 14.
Worst possible shear
plane in concrete
Pw
Figure 14. Critical concrete shear failure.
R =
x p where
vall = allowable shear =52,733 kg/m2 (for fc/= 211 kg/cm2, ACI Code)
p = perimeter of concrete slide area x length
= 3. 7m ( 2x2. 1 m + 2x3. Om) = 38. Om2
R = 52,733 kg/m2 x 38.0 m2 = 2,003,854 kg
F.S. = R/PW = 2,005,854 kg = 2.5
794,000 k£
This factor of safety ignores the influence of reinforcing bars.
The addition of reinforcing bars to concrete along the plug faces
would increase the calculated factor of safety.
d. Influence of Contact Area. The computations carried out thus far
assume the plug and the surrounding rock are in complete contact ;
around the periphery of the plug. In the field, such a contact may
or may not be achieved depending on the thoroughness of concrete
placement and subsequent contact grouting. It, therefore, becomes
important to evaluate the influence of the contact area on the
calculated factors of safety.
If only 50% of the plug periphery is in contact with surrounding
64
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rock, then the calculated factors of safety would be reduced by 50%.
Thus:
F.S. against rock-on-rock sliding = 4.2
F.S. against concrete-on-rock sliding =3.0
F.S. against concrete-shear failure = 1.25
The assumption of 50% contact is quite conservative, however, and
in fact, a much better contact area can be achieved with proper
field inspection.
Deformations—From previous calculations, it was concluded that the
proposed plug is safe against shear failures. The next step is to evaluate
the order of magnitude of the deformations which the plug would undergo under
the applied hydrostatic force of the proposed pool.
The maximum possible deformation that the plug could undergo would take
place if all the overburden load is transferred to the plug, which in this
case:
E = P,/E = Strain perpendicular to plug axis
P"* ^-'»JlC^ 6 tC f\
3 = 313,200 kg/m2
^concrete = 2-^6 x ^ kg/m2 (assumed)
E = 315,200 kg/m2 = 1.27 x 10""
2?46 x 10* kg/m2
Deformation Ah, perpendicular to tunnel axis = E x hp where
hp = change in height of plug = 2.1 m
Ahp = 1.27 x 10'" x 2.1 m = 2.7 x KT* m or 0.027 cm
Deformation Alp, along the tunnel axis = E1 x Ip where
E1 = PW/E = Strain along the plug axis
Pw = 1,000 kg/m3 x 122 m = 122,000 kg/m2
E' = 122,000 kg/m2 = 4.95 x 10'5
2.46 x 10s kg/m"
Alp = 4.96 x 10-5 x 3.7 m = 1.84 x lO'" m or 0.0184 cm
These deformations are small and are not expected to result in
serious movements of the plug.
PRECONSTRUCTION PHASE
The proposed sealing of Tunnel No. 2 was advertised, and two bids in
the amounts of $600,990 and $688,605 were received on April 22, 1975. Be-
cause both bids were significantly higher than the estimated construction
cost of $320,000, a decision was made to readvertise.
The contract documents were clarified, and the November 29, 1974 con-
struction cost estimate was adjusted to $398,000 on May 15, 1975 to accommo-
65
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date increases in costs since November 1974, increased concrete prices based
on recent bidding experience, increased electrical work costs to extend a
power line to the site, and increased instrumentation prices quoted by the
supplier on April 15, 1975. The project was readvertised, and bid opening
was held on July 24, 1975. A single bid in the amount of $600,360 was re-
ceived from the contractor who had submitted the low bid on April 22, 1975.
Although this bid price was about 50 percent higher than the estimate,
its acceptance was recommended on the basis that this difference represented
the contractor's view of the element of risk associated with the work. How-
ever, the Department rejected the bid and terminated the project on August
21, 1975 because of the excessive cost.
Discussion of Bid
On July 25, 1975, the Department requested comments on the abstract of
the lone bid. This abstract, together with the engineer's estimate, is pre-
sented in Table 8.
As part of the analysis of the bid, prospective suppliers and subcon-
tractors were contacted to determine whether the bidder had obtained quota-
tions for the various specialty items that were part of the project. While
the products referred to were not exclusively confined to one source, they
were not readily available from more than a few sources. Specifically, this
applied to the instrumentation items, the special valves, and the armored
borehole cable.
At the direction of the Department, the included instrumentation was
defined as similar, or equal, to that available from Terrametrics, Inc., of
Golden, Colorado. Terrametrics reported that they had furnished quotes to
the bidder. \
i
The 8-inch(lJ regulating valve is specified as similar, or equal, to
that manufactured by Al1is-Chaimers. This valve is a special item, which
incorporates energy dissipating features required by the nature of the in-
stallation. Allis-Chalmers reportedly furnished a quote to the bidder.
The 16/60 multiple conductor cable has special requirements related to
its installation in a 183-meter deep borehole. Such a product, as specified,
is manufactured by Okonite Corporation of Cherry Hill, New Jersey, and the
Vector Cable Company of Sugar Land, Texas. While other products may meet
the specification as well, neither Okonite nor Vector was contacted for a
quote by the bidder.
(1) The English system of measurement was required in the technical specifi-
cations and bidding documents and, therefore, is used in the discussion
of the bid. A table of conversion to the metric system is included on
page 78.
66
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TABLE 8. ABSTRACT OF BID
Item
No.
1
2
3
4
5
6
7
8
9
10
11
Description
Mobilization and Demobilization
(a) Mobilization and demobilization,
plant and equipment
(b) Bonds and required insurance
Diversion and care of water
Excavation, Rock
Drilling and Grouting
(a) Mobilization and demobilization
(b) Drilling 3-inch (NX) grout holes,
Ring Grouting
(c) Drilling IV-inch (EX) grout holes
(d) Grout pipe
(e) Connections to grout pipe
(f) Placing grout
Concrete
Steel Reinforcement
Neoprene Rubber Cover
Drainage System
(a) 10-inch gate valve, complete
(stainless steel)
(b) 8-inch Regulating Valve complete
with motor operator
(c) Piping assembly
(d) Trashrack, complete
Security Fence
Electrical Work
Instrumentation
(a) Field Representative
(b) Pore Water Pressure Cell
(c) Deflectometer
(d) Extensometer
(e) Drilling 3-inch Holes
(f) Conduit-Junction Box
(g) 16/4 Signal Conductor
(h) 16/60 Multiple Conductor Cable
Approx.
Quantity
Job
Job
Job
Job
Job
1,100
100
2,600
100
1,000
40
2,250
125
1
1
1
1
Job
Job
Job
8
6
2
188
Job
Job
620
Unit
Job
Job
Job
Job
Job
L.F.
L.F.
Lbs.
Ea.
Gals
C.Y.
Lbs.
S.F.
Ea.
Ea.
Ea.
Ea.
Job
Job
Job
Ea.
Ea.
Ea.
L.F.
Job
Job
L.F.
Low
Unit
Price
L.S.
L.S.
L.S.
L.S.
L.S.
$35.00
30.00
10.00
35.00
20.00
600.00
4.00
50.00
25,000.00
45,000.00
25,000.00
9,000.00
L.S.
L.S.
L.S.
1,200.00
1,800.00
1,400.00
25.00
L.S.
L.S.
38.00
Bid
Total
$18,000.00
10,000.00
40,000.00
27,000.00
36,000.00
38,500.00
3,000.00
26,000.00
3,500.00
20,000.00
24,000.00
9,000.00
6,250.00
25,000.00
45,000.00
25,000.00
9,000.00
2,000.00
140,000.00
9,000.00
9,600.00
10,800.00
2,800.00
4,700.00
2,000.00
2,000.00
23,560.00
Engineer1
Unit
Price
L.S.
L.S.
L.S.
L.S.
L.S.
$40.00
30.00
3.75
19.25
23.00
400.00
2.00
37.00
13,750.00
40,150.00
12,760.00
3,850.00
L.S.
L.S.
L.S.
700.00
935.00
980.00
50.00
L.S.
L.S.
18.00
s Estimate
Total
$78,000.00
5,700.00
2,000.00
5,000.00
6,400.00
44,000.00
3,000.00
9,750.00
1,925.00
23,000.00
16,000.00
4,500.00
4,625.00
13,750.00
40,150.00
12,760.00
3,850.00
660.00
56,400.00
9,000.00
S.bOO.OO
5,610.00
1,560.00
9,400.00
660.00
700.00
11,100.00
(Continued)
-------
TABLE 8. (Continued)
Low Bid
Item
No. Description
11 (i) Switching Unit Lock Box
Cj) Conductor Conduit
(k) Readout Instruments
12 Construct 6-inch Drilled Hole with
3-inch PVC Casing Pipe
CT\ (a) Mobilization and Demobilization
00 (b) Construct 6-inch Drilled Hole
(c) Furnish and Install 3-inch PVC
Casing Pipe
(d) Grout PVC Casing Pipe
(1) Grout
(2) Grout Stop and Start
13 Switching Unit Lock Box Housing,
Complete
Approx.
Quantity
Job
Job
Job
Job
600
600
80
1
. Job
Total
Unit
Job
Job
Job
Job
L.F.
L.F.
Bags
Ea.
Job
Amount Bid
Unit
Price
L.S.
L.S.
L.S.
L.S.
$13.00
3.00
10.00
100.00
L.S.
Total
$ 2,000.00
1,500.00
3,650.00
3,000.00
7,800.00
1,800.00
800.00
100.00
8,000.00
$600,360.00
Engineer's Estimate
Unit
Price
L.S.
L.S.
L.S.
L.S.
$ 7.25
4.40
22.00
440.00
L.S.
Total
$ 1,320.00
880.00
2,250.00
4,840.00
4,350.00
2,640.00
1,760.00
440.00
4,360.00
$398,000.00
-------
In addition to these materials, the grouting for this project required
special expertise and materials. An extensive search was conducted during
design to locate a material that would be resistant to acid conditions, would
have adequate strength, would bond to wet rock and concrete, and would have
a viscosity at placement temperature that would enable its injection into
very small openings. While many chemical grout products are available, most
do not satisfy these rather stringent requirements. The Halliburton Services
Company of Duncan, Oklahoma, is the only source located by our search for a
product. Halliburton's office in Pittsburgh sent a quote to the bidder on
April 17, 1975.
Prospective suppliers of the 10-inch stainless steel gate valve in-
cluded The William Powell Company of Narberth, Pennsylvania, and Stockham
Valves and Fittings of Pennsauken, New Jersey. Neither of these prospective
suppliers was asked to quote the valve by the bidder.
Analysis of the prices bid for individual items is as follows:
No. 1 The bidder's total price of $28,000 was $55,700 below the engineer's
estimate. It is believed that the bidder included the cost of moving
materials into and out of the tunnel in Items 3 and 5 instead of
including this cost in Item 1. Furthermore, it is believed that the
cost of providing temporary power was included in Item 10 rather
than Item 1.
No. 2 This price represented the bidder's evaluation of costs and inherent
risks related to project water problems. It is difficult to visual-
ize the problems and risks in the order of magnitude represented by
the bid.
No. 3 It is believed that the bid price for this item included mobiliza-
tion costs, which properly should have been included in Item 1.
No. 4 Bid prices could not be justified.
No. 5 It is believed that the bid price included the cost of transporting
the concrete through the tunnel to the plug site. This cost should
properly be included in Item 1.
No. 6 No comment.
No. 7 No comment.
No. 8 According to the general comments, Allis-Chalmers quoted a price for
the 8-inch regulating valve; however, known sources of the 10-inch
stainless steel gate valve did not furnish a quote to the bidder.
The bid price could not be justified.
No. 9 No comment.
No. 10 It is believed that the bidder included the cost of temporary power
in this item rather than Item 1; however, the bid price could not be
69
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justified.
No. 11 Terrametrics quoted the lone bidder a price for the instrumentation.
Furthermore, Terrametrics quoted a price of $25.87 per lineal foot
for supplying the 16/60 multiple conductor cable. Contacts with the
Okonite Corporation and the Vector Cable Company revealed that these
suppliers could provide the cable for approximately $11.00 per lineal
foot. The engineer's estimate for this project was based on that
price. Assuming that the bidder used the quote from Terrametrics for
the cable, the revised engineer's estimate for Item 11 (h) would be
$20,379.40 [($25.87 - $11.00) 620 + $11,160)], and the total engi-
neer's estimate for Item 11 would be $57,359.40. However, the dif-
ference between this estimate and the bid price would still be
$14,250.60. This difference cannot be justified.
No. 12 No comment.
No. 13 No comment.
Two bidders responded to the first advertisement of the project. Both
bids were about double the engineer's estimate. The engineer's recommenda-
tion concerning this response was "that bids be rejected and that the pro-
ject be readvertised." This recommendation was based on the inability to
justify the cost to the Commonwealth, which the low bid represented, and
also on the element of confusion surrounding two items of concern: (1) the
Anthracite Mining Law requirement of two means of ingress to, and egress
from, underground workings (the contract documents were not clear on this
point); and (2) the installation of permanent power to the site. The
specifications could have been interpreted as requiring the construction,
by the contractor, of a power line from Township Route 818. Both of these
above items were clarified in the documents issued for the second bidding.
In the evaluation of the bid prices received in response to the first
advertisement, certain individual bid prices could not be justified. The
evaluation of the second bidding, based on the tangible features of the
work, resulted in the same conclusion. However, the result of the second
bidding modified that conclusion to the extent that justification could only
be assigned to the apparent element of risk associated with the work as
represented in the three bids received when they are compared to the engi-
neer's estimate. Accordingly, it was recommended that the Commonwealth
accept the one bid received and award the contract to that firm.
Project Assessment
The required costly instrumentation, delays in reaching agreement and
making decisions during inflationary cost spirals, and the lone bidder's
evaluation of the risk connected with the work substantially increased the
cost of constructing a watertight seal over that initially visualized.
From experience gained concerning the design and bidding process for
construction work of this nature, it is recognized that the construction
features, the specified methods and procedures covering construction, and
70
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the environment associated with the work are not acceptably applicable to a
unit price contract. The inclusion of dollars in a bid to cover a calculated
risk is not equitable to the contractor or the owner. It is strongly recom-
mended that alternate methods be considered in the future for obtaining
equitable bid prices. A bidding process based on the cost of time, material,
and equipment, with a "Not to Exceed" bid price, would be one consideration.
In constructing watertight seals, the basic concept is simply a matter
of improving the quality of mine drainage by substantially flooding the mined
areas within the coal measures. It was the Department's desire to fully ex-
plore this concept in an orderly fashion by sealing one tunnel and evaluating
the effectiveness of this seal before sealing the other two tunnels draining
the structural basin.
If Tunnel No. 2 were sealed, the water behind the seal would rise and
begin to exert hydrostatic pressure against the seal and the surrounding rock
mass. This hydrostatic pressure would increase until the pool found relief.
The interconnections between the underground mined areas drained by Tunnel
Nos. 2 and 3 are substantially lower than the estimated level to which the
mine water pool would rise if all three tunnels were sealed. In addition,
the barrier pillar that separated the mined areas drained by Tunnel Nos. 1
and 2 is believed to have been significantly breached by recent mining.
Consequently, the pool created by sealing only Tunnel No. 2 would likely find
relief by overflowing into the mine workings currently drained by both Tunnel
Nos. 1 and 3. These overflows would have to drain through substantial under-
ground workings before discharging. Therefore, it is questionable whether
there would be any significant improvement in water quality. Furthermore,
since the pool level behind the seal in Tunnel No. 2 would be substantially
lower than design, an evaluation of the seal would be confined to the effect
this reduced hydrostatic pressure would exert on the seal itself. Under
these conditions, no conclusions could be realistically drawn concerning
the concept of improving water quality by the construction of watertight
seals. If this concept is to be developed, the project must include the
sealing of Tunnel Nos. 1 and 3 together with an intensive water flow and
quality monitoring program.
Following the Department's decision to terminate the project, the con-
cept remains to be proved although it could have widespread use, especially
in the anthracite region of Pennsylvania. The only remaining realistic
abatement alternative available for the region impacting stream quality is
collection and treatment. This alternative remains the most costly, how-
ever, due to its high capital, operation, and maintenance costs.
71
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VII
VERIFY RATIONAL METHOD
DESCRIPTION
During preliminary investigations in the basin for the Federal Water
Pollution Control Administration, a methodology was developed by which limit-
ed gaging and analytical data were translated into volumes and qualities of
discharges at various design flow conditions:
Design Average—Average daily volumes, constituents, and characteris-
tics during a year of normal precipitation;
Design Wet Weather--Average daily volumes, constituents, and character-
istics during spring high groundwater levels caused by normal precipitation
from December through April;
Design Maximum--Maximum daily volumes, constituents, and characteris-
tics resulting from the maximum 24-hour accumulation of rainfall occurring,
on the average, no more often than once every ten years.
Design Average as well as Maximum volumes were calculated using pre-
cipitation records, estimates of surface-water runoff coefficients, and
estimates of evaporation-transpiration losses. Design Wet Weather volumes
were calculated by adjusting, on the basis of precipitation over the period
of record, flows observed during that portion of the FWPCA gauging, sampling,
and analytical program conducted during high groundwater level periods.
Constituents and characteristics for Design Average as well as Wet Weather
conditions were based upon those found by the FWPCA gauging, sampling, and
analytical program during periods of low and high groundwater level periods,
respectively. Design Maximum constituents and characteristics were estimated
from the results obtained during the FWPCA gauging, sampling, and analytical
program.
Basically, the mine drainage discharges from the basin's water-level
tunnels were assumed to originate from precipitation falling on two separate
areas:
1. That watershed area overlying and tributary to the underground mine
workings on which both surface-water runoff and water infiltrating
the ground eventually enters the underground mine workings.
2. That watershed area contributing flow to Catawissa Creek upstream
to the basin with subsequent entry into the underground workings
72
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via a direct interconnection between Catawissa Creek and these
underground workings.
Calculations and assumptions used to determine design mine drainage
volumes during those original investigations are presented in the following.
CALCULATIONS AND ASSUMPTIONS FOR DESIGN AMD VOLUMES FOR
FWPCA INVESTIGATIONS
Design Average AMD Volume
Estimated total average yearly precipitation in the Study Area and
vicinity over the period of record = 127 cm or 0.0145 cm/hr
Study Area = 1,198 hectares
Area outside of the Study Area contributing ground and surface water
to the Study Area = 1,611 hectares
Surface runoff coefficients
Study Area =0.01
Area outside of the Study Area contributing ground and surface
water to the Study Area =0.25
Base flow from area outside of the Study Area contributing ground
and surface water to the Study Area = 0.0066 m3/s/km2
Thirty (30) percent of the total precipitation on the Study Area
assumed lost to the atmosphere by evaporation and transpiration
Precipitation on the Study Area infiltrating to underground workings
Total available precipitation
127 cm 1 198 ha x 10 ooo n x 1m _ x 1 day x 1 yr =0.482 ^/s
yr ha 100cm 86,400sec 365 day
Losses
Surface runoff direct to streams
0 01x0 0145 cm x 1 198 ha x 10 000 ^ x IS _ x Ul£ _ =0.00482 m3/s
U.uixu.ui45 _xl,l98 ha x io,uuu ££ 10Qcm 3}600sec
Evaporation and transpiration
50 y_ 0.482 m3/sec = 0.145 m3/s
100
Infiltration to underground workings =0.33 m3/s
Precipitation outside of the Study Area contributing ground and
surface water to Study Area underground workings -
73
-------
Base flow
0.0066 m3/s/km2 x 1,611 ha x 0.01 ^L. = 0.106 m3/s
ha
Surface runoff
0.25 x 0.0145 g x 1,611 ha x 10,000 £ x ig^ x s^Osec = °'16 mVs
Total contribution to Study Area underground workings =0.27 m3/s
Design Average volume (total precipitation discharged from Study Area
underground workings as AMD) = 0.60 m3/s
Design Wet Weather AMD Volume
Estimated total average precipitation in the Study Area and vicinity
from December through April over the period of record = 43.2 cm
Conditions during gauging, sampling, and analytical program from
December 1966 through April 1967
AMD volume during high groundwater level period =0.89 m3/s
Estimated total precipitation in the Study Area and
vicinity = 41.4 cm
Precipitation deficiency =4.1%
Design Wet Weather volume (total precipitation discharged from
Study Area underground workings as AMD) = 0.93 m3/s
Design Maximum AMD Volume
Estimated total 24-hour accumulation of rainfall that will occur
no more frequently than once every 10 years = 11.6 cm or 0.486
cm/hr
Study Area = 1,198 hectares
Area outside of the Study Area contributing ground and surface
water to the Study Area = 1,611 hectares
Surface runoff coefficients
Study Area =0.01
Area outside of the Study Area contributing ground and surface
water to the Study Area =0.35
Base flow from area outside of the Study Area contributing ground
and surface water to the Study Area = 0.016 m3/s/km2
74
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Thirty (30) percent of the total rainfall on the Study Area assumed
lost to the atmosphere by evaporation and transpiration
Rainfall on the Study Area infiltrating to underground workings
Total available rainfall
U'6 x i'198 ha * 10>°00 ?- x 1» - x * d*y - 16.1 m3/s
ha 100cm 86,400sec
Losses
Surface runoff direct to streams
0.01 x 0.486 Hf x 1,198 ha x 10,000 £ x i^x IJHj—.O.Ui -V.
Evaporation and transpiration
30
100
x 16.1 m3/s 4.83 m3/s
Infiltration to underground workings = 11.1 m3/s
Rainfall outside of the Study Area contributing ground and surface
water to Study Area underground workings
Base flow
r\
0.016 m3/s/km2 x 1,611 ha x 0.01 12L. = 0.26 m3/s
ha
Surface runoff
0.35 x 0.486 HL x 1,611 ha x 10,000 "g- x ^— x U*£ = 7.5 m3/s
hr ha 100cm 3,600sec
Total contribution to Study Area underground workings = 7.8 m3/s
Design Maximum volume (total rainfall discharged from Study Area
underground workings as AMD) = 18.9 m3/s
WATER FLOW AND QUALITY DATA
The flow and quality data obtained to determine the effectiveness of
the Catawissa streambed reconstruction were also to be used in an attempt to
verify the calculations and assumptions, and consequently the methodology,
in determining original design flows.
The data, based on periodic grab samples and instantaneous flow mea-
surements, have been previously presented in Tables 1 through 4.
During the one-year period, from March 1969 through February 1970, be-
75
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fore completion of streambed reconstruction, the total average flow from the
three drainage tunnels was 0.798 m3/s. During the same period, the average
flow of Catawissa Creek entering the underground mine workings was 0.253 m3/s.
Flow measurements taken after streambed reconstruction indicated total aver-
age flow of 0.561 m3/s from the three drainage tunnels during the period of
March 1970 through January 1971.
HYDROLOGIC CONSIDERATIONS
As presented in Section V, precipitation data used in this report were
obtained from the two closest reporting stations: Zion Grove and Tamaqua
4N Dam. During the gaging and sampling program from March 1969 through
February 1970 before Catawissa Creek streambed reconstruction, their average
annual rainfall was 107 cm, which closely approximated the average normal
annual rainfall of 106 cm for these two stations over an 18-year period of
record. During the 11 months from March 1970 through January 1971, precipi-
tation at the two reporting stations averaged 103.7 cm. Average normal pre-
cipitation for this time at the two reporting stations over the period of
record was 99.9 cm. However, original estimates of mine drainage discharges
were made on the presumption that normal precipitation in the Study Area was
127 cm - - the long-term regional normal precipitation.
A surface runoff coefficient for the upstream watershed area of 0.25
was originally used to estimate Catawissa Creek's contribution to the under-
ground mine workings in the basin. A later study of this upstream watershed
area revealed that a significant portion of that area overlies the Jeansville
Basin of coal. This overlying surface area has been very extensively strip
mined and is directly interconnected with the Jeansville Basin's underground
mine workings, which discharge to Catawissa Creek via the Audenried Tunnel.
Other complicating factors that exert an influence on the surface run-
off coefficient for this upstream watershed area include:
1. Several public water supply reservoirs;
2. Several recently constructed impoundments in strip mines not inter-
connected with the underground mine workings, used for fishing or
as sources of water for coal preparation facilities;
3. Intermittent withdrawal of water from these impoundments for use in
these coal preparation facilities with ultimate discharge to the
Audenried Tunnel rather than to Catawissa Creek upstream from the
basin;
4. Varying wastewater flows to Catawissa Creek upstream from the basin
contributed by the McAdoo Borough wastewater collection system from
homes and a major industry; and
5. Construction of Interstate Highway 81 across the upstream watershed
area after the original investigations were completed.
76
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SUMMARY
As discussed earlier, instantaneous flow measurements and grab samples
for analysis were planned to be taken weekly from Catawissa Creek immediately
upstream from the basin and from the three water-level tunnels. During most
of the year before Catawissa Creek streambed reconstruction (March 1969
through December 15, 1969), this program was followed. However, snowfall
accumulations of up to 91.4 cm in the basin during the winter of 1969-1970
prevented this weekly collection of information, which was eventually resumed
during April 1970. These data were used to estimate the acid load reduction
resulting from the streambed reconstruction.
It is clearly evident, however, that this information is not sufficient
to verify the methodology used to determine the original design flows pre-
sented in the 1968 FWPCA report. The rates of flow in Catawissa Creek and
the water-level tunnels are continually changing. Although there is a corre-
lation between these flows and rainfall, this correlation can only be deter-
mined if complete and continuous precipitation and flow records are avail-
able. Obviously, one instantaneous flow measurement each week (or at times
less frequently) at each of the measuring points will not provide accurate
results on which verification of this method could be established. Continu-
ous flow and precipitation records for at least one hydrologic year before
and one hydrologic year after construction are felt necessary as a minimum
to enable such determination.
77
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CONVERSION TABLE
Customary Equivalents
Metric Equivalents
oo
Length
Area
Volume
Mass
Flow
Pressure
Multiply
Unit
inch
foot
mile
square yard
acre
square mile
cubic yard
gallon
pound
ton
gallons per minute
cubic foot per second
million gallons per day
pound per square inch
pound per square foot
Symbol
in
ft
mi
sy
ac
-
cy
gal
Ib
—
gpm
cfs
mgd
psi
Ib/sq ft
By
2.54
0.3048
1.61
0.836
0.405
2.59
0.7645
3.785
0.4536
0.9074
0.06309
0.02832
0.0438
0.07031
4.88
To Obtain
Unit
centimeter
meters
kilometer
square meter
hectare
square kilometer
cubic meter
liter
kilogram
tonne
liter per second
cubic meter per second
cubic meter per second
kilogram per square centimeter
kilogram per square meter
Symbol
cm
m
km
m2
ha
km2
m3
1
kg
t
1/s
m3/s
m3/s
kg/ci
kg/m
Density
pound per cubic foot
Ib/cu ft
16.02
kilogram per cubic centimeter kg/cm3
-------
APPENDIX A
TYPICAL AGREEMENT AND GRANT OF EASEMENT
(Reproduced as Written)
THIS AGREEMENT AND GRANT OF EASEMENT made and given this 1st day of
August, 1974 by and between Butler Enterprises, Inc., a Pennsylvania corpora-
tion and Corson Realty Corporation, a Pennsylvania corporation, both with
offices in Hazleton City, Luzerne County, Pennsylvania, hereinafter at times
called "Grantors", and the Department of Environmental Resources, acting as
agent for the Commonwealth of Pennsylvania, hereinafter at times called
"Grantee".
WITNESSETH: That in consideration of the benefits which may accrue to
the Grantors and to the General Public from the Catawissa Creek Mine Drainage
Pollution Abatement Project, the Grantors do hereby grant and convey unto the
Grantee the right and to delegate this right to other agencies or individuals
as the work may require, to enter upon and into that certain tract of land as
outlined in red on the attached map in East Union Township, Schuylkill County
and in Hazle Township, Luzerne County with full rights of ingress, egress,
and regress upon and into said land for the purpose of performing such work
as may be required for planning and completing said project, and for the con-
sideration aforesaid, the Grantor does hereby grant and convey to said Gran-
tee the following rights, right of way and easements pertaining to the sur-
face of said land:
a. To construct, and operate vehicles and equipment on access roads to
sites where work will be performed by man and equipment. After
these roads have served their purpose which were constructed in
performance of work under this easement which the Grantors do not
wish to maintain will be leveled, regraded, and revegetated or made
inaccessible by other means mutually acceptable to the Grantors and
Grantees.
b. To remove garbage and debris, from areas where work is to be per-
formed to a place and disposal as agreed upon by the parties here-
to.
c. To backfill, grade, and ditch in strip mine areas with the under-
standing that vegetation and trees will be planted on reclaimed
areas.
d. To transport men and equipment and to operate vehicles on private
roads.
79
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e. To store materials and equipment on the ground surface on the areas
outlined on the attached map.
£. To dispose of rock and debris removed from the water level tunnels
on the ground surface at the sites indicated on the attached maps.
g. To seed in a cover crop of grass and legumes, and to plant brush
and trees to provide soil stabilization, in areas disturbed.
h. To apply soil amendments in areas disturbed to promote growth of
vegetation; substances which may be used, include agricultural
fertilizers, digested sewage sludge, distillery wastes, saw-dust,
wood chips, limestone, and fly ash.
For the consideration aforesaid, the following rights, rights of way
and easements are hereby granted with relation to the subsurface of said
land:
a. To enter into the drainage tunnels.
b. To construct weirs at the entrance to the drainage tunnels.
c. To drill observation boreholes at approximate locations indicated
on the attached maps.
d. To drill test holes into the strata above the proposed sites for
the drainage tunnel seals.
e. To construct suitable seals in the drainage tunnels with or without
water traps outside of strip mine areas, at the locations indicated
on the attached map, and to innundate the coal basin to an eleva-
tion of approximately +1510 feet.
f. To construct and/or create an overflow from the South Green Mount
Basin at the site indicated on the attached map.
The Grantor agrees that for a period of five (5) years after the date
of this Agreement, it will not commit any act to cause the release of water
through any mine seals in said mine tunnels. All flow into Catawissa Creek
will be from natural stream flow and mine overflow as indicated on the at-
tached map. In the event of an emergency where damage to life and/or prop-
erty is involved, the Grantee has the right to lower the mine pool at any
time.
The Grantee agrees, after a five (5) year period, to release the im-
pounded water, within thirty (30) days after receiving written notice from
the Grantor, to provide flow augmentation in the event the Grantor constructs
an impoundment below the project area and the natural stream flow is insuf-
ficient because of changes in the hydrological characteristics of the water
shed due to the abatement project, providing the water is of adequate quality
for stream release.
80
-------
All rights, rights of ways and easements herein granted are for the
purpose of permitting the Grantee and its delegates to do the things herein-
before set forth, all for the purpose of planning, developing, monitoring and
completing the project and shall expire five (5) years from the date hereof.
It is covenanted by the Grantors that they will not voluntarily do any act or
permit any act to be done that will destroy or materially hurt or change the
complete project.
It is understood by the grantors that acceptance of this Agreement and
Grant of Easement by the grantee does not relieve the grantors of any obli-
gations otherwise due the grantee or by the State of Pennsylvania, and does
not exempt grantors from any requirements of the laws of the State of Penn-
sylvania; in any event the same shall in no way be construed to impose any
financial obligation against the undersigned parties.
IN WITNESS WHEREOF, the parties hereto have executed this Agreement and
Grant of Easement the date first above written, intending to legally bind
themselves, their successors and assigns.
Attest:
(Signed] Philip S. Seltzer
Philip S. Seltzer, Secretary
Corporate Seal:
Attest:
(Signed) Theodore R. Laputka
Theodore R. Laputka, Secretary
Corporate Seal:
Approved As to Form And Legality
(Signed) Gary L. Martin
Assistant Attorney General
Butler Enterprises, Inc.
By: (Signed) Nathan R. Seltzer
Nathan R. Seltzer, President
Corson Realty Corporation
By: (Signed) Anthony Blass
Anthony Blass, President
81
-------
ACKNOWLEDGMENT
Corporation
COMMONWEALTH OF PENNSYVLANIA
COUNTY OF LUZERNE
On this 1st day of August, 1974, before me, the subscriber, a Notary
Public, personally appeared Anthony Blass (known to me or satisfactorily
proven to be the person described in the foregoing instrument), who acknowl-
edged himself to be the President of Corson Realty Corporation a Corporation,
and that he, as such President, being authorized so to do, executed the fore-
going instrument for the purpose therein contained, by signing the name of
the corporation by himself as President.
IN WITNESS WHEREOF, I hereunto set my hand and official seal.
(Signed) Virginia Hinkle,
NOTARY PUBLIC
Virginia Hinkle, Notary Public
Hazleton, Luzerne County, Pennsylvania
My Commission expires April 12, 1977
SEAL
82
-------
APPENDIX B
LOGS OF TEST BORINGS
Project Catawissa Creek Tunnel #1
Hole No.
Sheet 1 Of 3
Elevation
•s
s-
a
5.0
L3.0
24.7
66.8
1D5.I
108J
116.1
195 C
?i 3. q
em
(= in
•H S
V) O
« I-H
u ea
From
10.0
14.5
-25^0
39.0
51.4
59.0
69.0
85.0
95.0
105
109
129
149
159
179
199
209
219
o
-------
Proj ect Catawissa Creek Tunnel #1
Hole No. 1
LOG OF TEST BORING
Sheet 2 Of 3
Elevation
•p
P<
0
o
295.7
321.5
336.0
560.5
377.8
105. (
126.0
151.5
00
•5 g
to O
Ci rH
U 35
From
239
259
279
299
309
319
339
352.3
3SQ
379
396
409
429
449
459
479
499
•
o
z
0)
r-l
!•
rt
co
CD
i— 1 t/J
fj^
Q
I— (
CO CO
To
259
279
299
309
319
339
352.3
359
•^70
3Q6
409
429
449
459
479
499
509
CJ
•H
-a
03 04
H O
U J
Run
20
20
20
10
10
20
14.3
6.7
20
17
13
20
20
10
20
20
10
Core
Recovery
Rec
20.2
20.4
20.3
9.8
10.3
20.3
14.3
6.3
20.4
17.2
13
20.1
20.4
10
20
20.1
9.9
Description of Material
82.7' Gray and Red Shale
25.8' Gray Shaley Sand-
stone, Fine Grain
14.5' Red and Gray Shale
24.5' Gray Shale
Broken § Fractured
17. 3 ' Red Shale
27.2' Gray Shale
21.0' Gray Sandstone
25.5' Red and Gray Hard
Shale
Remarks
Very Hard
Ha^-d
Very Hard
Very Hard
Very Hard
Hard
Very Hard (
Very Hard
.84
-------
Proj ect Catawissa Creek Tunnel #1
Hole No. 1
LOG OF TEST BORING
Sheet 3 Of 3
Elevation
X
•M
ft
j
Run
20
20
10
16
Core
Recovery
Rec
20.
20.3
10
16
Description of Material
27.1' Gray Sandstone
Fine Grain
0.9' Gray Shale
50.5' Red and Gray Shale
30.1' Gray Sandstone
Fine Grain
4.9' Gray Shale
1.0.0' Red Shale
Remarks
Very Hard
lard
Very Hard
Very Hard
Very Hard
Very Hard
85
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 1 River
Hole No. 1 Rig No.
Location of hole East Union Township. Schuvlkill County. Pennsylvania
Contractor Pa. Drilling Co'Driller Jack Johnson :Elev. top of hole 1556
John
Type $ No. of Pump Bean :No. of Meter Rockwell :Elev. top of rock 1546
(435) Serial No. 19915723
125204 Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
De-oth HTevaticm
From
21.5
59
109
159
209
259
309
35,9_
409
To
59
109
159
209
259
309
359
409
459
From
1544.1
1507
1457
1407
1357
1307
1257
1207
1157
To
1507
1457
1407
1357
1307
1257
1207
1157
1107
Press.
Gage
Ibs/
60
110
160
210
260
300
300
•^nn
Time
start-
ed
1:15
3:00
1:17
3:32
2:30
10:30
11:00
9:00
300' 10:00
Time
stop-
ped
1:20
3:05
1:22
3:37
2:35
10:35
11:05
9:05
10:05
Time
min.
5
5
5
5
5
5
5
5
5
Water Meter Readings
At
start
of
test
290.1
305.3
321.3
323.3
339.9
344.2
350.0
351.7
357.1
At
end
of
test
304.6
321.1
321.3
332.5
339.9
348.6
350.6
351.7
365.6
Total
gals/of
water
used
14.5
16.8
0.0
9.2
0.0
4.4
0.6
0.0
8.5
Gal. or
cu.ft.
per
min
2.9
3.36
0.00
1.84
0.00
0.88
0.12
0.00
1.70
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
21.5
59
109
159
209
299
309
359
409
To
59
109
159
209
259
309
359
409
459
Elevation
From
1544.5
1507
1457
1407
1357
1307
1257
1207
1157
To
1507
1457
1407
1357
1307
1257
1207
1157
1107
Gage pressure at test intervals from
Ib.
Drop
Drop
Pres
Drop
Pres
Pres
Pres
Pres
Drop
Ib.
3ed 60 i
ped 110
sure he:
ped 210
;ure he'.
;ure he]
sure he
;nre he
?ed 300
Ib.
si in 1!
psi in ;
d at 75
psi in i
d at 70
d at 20
d at 14(
A at 1M
psi in
Ib.
sec
0 sec
psi
5 sec
psi
psi
psi
psi
0 sec
Ib.
Remarks
4-13-71
4-14-71
4-16-71
4-19-71
4-91-71
4-23-71
4-26-71
4-98-71
4-29-71
Description of operations and general information:
86
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 1 River Hole No>^ Rig No>
Location of hole East Union Township, Schuylkill County, Pennsylvania
Contractor Pa^ Drilling Co:Driller Jack Johnson :Elev. top of hole 1566
John
Type $ No. of Pump Bean :NO. of Meter Rockwell ;Elev. top of rock 1546
(435) serial No. 19915723
125204
Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Depth Elevation
From
459
509
559
To
509
559
575
From
1107
1057
1007
To
1057
1007
991
Press.
Gage
IDS/
300
300
300
Time
start-
ed
10:30
2:35
8:40
Time
stop-
ped
10:35
2:40
8:45
Time
min.
5
5
5
,
Water Meter Readings
At
start
of
test
372.1
375.1
378.4
At
end
of
test
372.4
376.0
378.4
Total
gals/of
water
used
0.3
0.9
0.0
Gal. or
cu.ft.
per
min
o.ns
0.18
0.00
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
459
509
559
To
509
559
575
Elevation
From
1107
1057
1007
To
1057
1007
991
Gage pressure at test
Ib.
Pressu:
Pressu]
Pressui
Ib.
•e held
•e held
e held
Ib.
at 180 p
at 140 p
at 175 p
intervals from
Ib.
si
51
31
Ib.
Remarks
5-3-71
5-4-71
5-5-71
Description of operations and general information:
87
-------
BY G.D.S.
CHKD.BY
_DATE SUBJECT Grouting SHEET NO. 1 OF 1_
DATE 4-13-71 to 5-5-71 JOB. NO. 5081
Tunnel No. 1 - Hole No. 1
135-4 Tunnel No. 1
LOG OF GROUTING
Project SL-135-4 Hole No. 1 Sheet No. 1 Of 1
o
s
Q
4-13-71
4-14-71
4-19-71
4-20-71
5-5-71
5-5-71
i-i
oj <—\
X > 13
•P f-( <0
P, O -P
«T4J 3
Q S O
1-1 f-i
< — ' C.3
21.5f-59'
59'-109'
159 '-209'
159 '-209'
O'-lOO1
O'-lOO1
Reason for Grouting
(Loss or gain of
water, caving hole,
or other)
Loss of water
Loss of water
Loss of water
Insufficient return
water
Hole closure on
Borehole No. 1
Hole closure on
Borehole No. 2
Material
(Portland
Cement
or other)
Al lent own
(4 bags)
Al lent own
(4 bags)
Al lent own
(3 bags)
All en town
(6 bags)
Al lent own
(5 bags)
All en town
(5 bags)
Mix
(W/C)
1/1
1/1
1/1
M1
/
/
1/1
1/1
Method
(Describe use
of packer or
other)
Pumped to bot-
tom through
drill rods
Pumped to bot-
tom through
drill rods
Pumped to bot-
tom through
drill rods
Pumped to bot-
tom through
drill rods
Plug at 100'
grout to ,G.E.
Plug at 100'
grout to G.E.
Pressure
(If any)
0
0
0
0
0
0
88
-------
Project Catawissa Creek Tunnel #1 Hoie NO. 2
LOG OF TEST BORING
Sheet 1 Of 3
Elevation
•p
&
<0
Q
14.0
18.5
36.8
42.8
19.4
.28.2
.98.8
261.1
GO
C W
•H 5
O
Ctf r-l
U so
From
18.5
27.0
38.8
42.8
54.8
59.1
79.0
96.9
99.0
119
139
149
169
189
199
209
229
249
•
o
2
-------
Proj ect Catawissa Creek Tunnl #1
LOG OF TEST BORING
Hole No. 2 Sheet 2 Of 3
Elevation
•P
ft
-------
Project Catawissa Creek Tunnel #1
Hole No.
LOG OF TEST BORING
2 Sheet 3 Of 3
[Elevation
-p
ft
50
'
W)
C w
•H S
10 o
nJ i-H
u oo
From
559
579
599
619
639
•
o
«
rH
1
C/D
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 1 River
Hole No.
Rig No.
Location of hole East Union Township, Schuylkill County, Pennsylvania
Contractor Pa. Drilling Co;Driller Jack Johnson :Elev. top of hole 1648.00
John
Type § No. of Pump Bean :No. of Meter Rockwell :Elev. top of rock 1629.50
(435) Serial No. 19915723
125204 Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Depth Elevation
From
19.0
59.0
99.0
149.0
199.0
249. d
799. n
349. Q
399.0
To
59
99
149
199
249
299
349
399
449
From
1629
1589
1549
1499
1449
1399
1349
1299
1249 .
To
1589
1549
1499
1449
1399
1349 ]
1299
1249
1199
Press
Gage
Ibs/
59
100
150
200
250
300
300
300
300
Time
start-
ed
9:43
3:40
2:44
3:06
11:00
2:26
1:31
10:16
8:45
Time
stop-
ped
9:48
3:45
2:49
3:11
11:05
2:31
1:36
10:21
8:50
Time
min.
5
5
5
5
5
5
5
5
5
Water Meter Readings
At
start
of
test
168.0
200.8
231.3
256.2
257.1
257.3
257.9
258.6
261. 7\
At
end
of
test
194.2
229.7
255.9
256.2
257.1
257.3
257.9
258.9
263.9
Total
gals/of
water .
used
26.2
28.9
24.6
0.0
0.0
0.0
0.0
0.3
2.2
Gal .or
cu.ft.
per
min
5.24
5.78
4.92
0.00
0.00
0.00
0.00
0.06
0.45
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
19
59
99
1 AQ
199
249
299
349
To
59
99
149
1 QQ
249
299
349
399
399 1 449
Elevation
From
1629
1589
1549
14QQ
1449
1399
1349
1299
1249
To
1589
1549
1499
144Q
1399
1349
1299
1249
1199
Gage pressure at test intervals from
Ib.
Drop
Drop
Drop
Pres
Pres
Pres
Pres
Pres
Drop
Ib.
ped 59 i
ped 100
ped 150
sure he!
sure he'.
;ure he!
sure he.
>ure he]
3ed 300
Ib.
si in 4
psi in \
psi in ;
d at 15(
d at 19(1
d at 25C
d at 75
d at 50
psi in .
Ib.
sec
sec
sec
psi
psi
psi
psi
psi
0 sec
Ibo
Remarks
3-12-71
3-15-71
3-16-71
3-17-71
3-1Q-71
3-23-71
3-24-71
3-25-71
3-26-71
Description of operations and general information:
92
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 1 River Hole No._2 Rig No.
Location of hole East Union Township. Schuylkill County. Pennsylvania
Contractor Pa. Drilling Co.'Driller Jack Johnson :Elev> top of hole i64«.nn
John
Type § No. of Pump Bean :No. of Meter Rockwell :Elev. top of rock 1629.50
(435) Serial No. 19915723
125204 Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Depth F-levaticm
From
449
499
549
599
To
499
549
599
650
From
1199
1149
1099
1049
To
1149
1099
1049
998
Press
Gage
Ibs/
300
300
300
300
Time
start-
ed
3:03
11:16
1:21
8:40
Time
stop-
ped
3:08
11:21
1:26
8:45
Time
min.
5
5
5
5
Water Meter Readings
At
start
of
test
264.6
265.4
271.6
2^1.0
At
end
of
test
264.6
265.4
274.8
289.2
Total
gals/of
water
used
n.n
0.0
3.2
8.2
Gal, or
cu.ft.
per
min
o.nn
0.00
0.04
1.64
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
449
499
549
SQQ
To
499
549
599
650
Elevation
From
1199
1149
1099
1049
To
1149
1099
1049
QQR
Gage pressure at test
Ib.
Pressu3
Pressui
Droppec
Drnppfir
Ib.
e held
e held
300 ps
™n ps
Ib.
at 50 ps
at 70 ps
i in 50
i in «
intervals from
Ib.
i
i
sec
«?f»r
Ib.
Remarks
3-30-71
3-31-71
4-1-71
4-5-71 .,
_
Description of operations and general information:
93
-------
BY G.D.S.
CHKD.BY
DATE 3-1-71 SUBJECT Grouting SHEET NO.J. OF 1_
DATE JOB. NO. 5081
Tunnel No. 1 Hole No. 2
135-4 Tunnel No. 1
LOG OF GROUTING
Project SL- 135-4 Hole No. 2 Sheet No
o
•M
cd
Q
2-12-71
2-15-71
2-16-71
4-2-71
i— i
A > •&
4-> J-l 3
Q S 0
t-H f-l
v— ' U
19'-59'
59f-99'
99 '-149'
549 '-599'
Reason for Grouting
(Loss or gain of
water, caving hole,
or other)
Loss of water
75% Loss of H20
75% Loss of H20
75% Loss of H20
Material
(Portland
Cement
or other)
Portland
(3 bags)
Portland
(5 bags)
Portland
(3 bags)
Portland
(3 bags)
Mix
(W/C)
1/1
1/1
\
\
i/i
/
1/1
. 1 Of 1
Method
(Describe use
of packer or
other)
Packer seated
at 19* - grout
pumped into
hole through
rods resting
on bottom of
hole rods are
then pulled,
releasing
grout into
hole
M
"
"
/
Pressure
(If any)
tone
M
"
M
1
1
94
-------
Project Catawissa Creek Tunnel
LOG OF TEST BORING
Hole No. 3 Sheet 1 Of 5
Elevation
•P
P«
0
o
L6.7
20.9
>5.0
so
C tfl
•H 3
V) O
flj i-H
u ea
From
16.7
20.9
22.7
28.9
38.9
42.9
46.9
55.4
•
0
2
0>
I-l
CU
to
\
o
.-1 t/>
P< 3
e o
«J ^H
CO CQ
To
20.9
22.7
28.9
38.9
42.9
46.9
55.4
62.9
-
o
•H
•a
c3 bO
J-l 0
U ~3
Run
4.2
1.8
6.Z
10
4.0
4.0
8.5
7.5
Core
Recovery
Rec
4.2
1.8
5.7
9.9
3.8
\
4.1
8.6
7.0
Description of Material
16.7' Brown Sand and
Gravels with very hard
Sandstone Boulders
4.2' Red- Brown Conglomerate
Sandstone , Broken
229.1' Gray Congomertic
Sandstone, Massive Bedded
Few Vertical Seams
Remarks
Boulders
0.7
3.0'Thicknes;
Very Hard
Very Hard
95
-------
LOG OF TEST BORING
Project
Catawissa Creek Tunnel #1
Hole No. 3 Sheet 2 Of 5
Elevation
A
4->
P«
0
Q
to
C tf)
•H 2
W O
«J i— i
u ca
From
62.9
66.9
76.9
86.9
96.9
104.9
108.
108.9
112.8
118.9
•
o
r-4 tf)
Pk 5
£ O
Clj fH
w ca
To
66.9
76.9
86.9
96.9
104.9
108.9
112.8
118.9
128.9
o
•H
x:
PH
CO bO
^ 0
U J
Run
4.0
10
10
10
8.0
4.0
3.9
6.0
10
Core
Recovery
Rec
3.9
9.8
10.2
10.1
7.6
4.4
3.9
6.0
10
Description of Material
Remarks
i
i
/
96
-------
Project Catawissa Creek Tunnel #1
LOG OF TEST BORING
Hole No. 3 Sheet 3 Of 5
Elevation
X
4J
D,
O
a
Casing
Blows
From
128.9
138.9
144.6
157.6
165
169
180.7
199
219
»
0
2
O
r-H
£U
CO
lit
t-H W
P. 3
6 0
nj ^
CO CQ
To
138.9
144.6
157.6
165
169
180.
199
219
239
o
•H
^
rt bO
M 0
CJ J
Run
10.
5.6
13.0
7.4
4.0
11.7
18.3
20
20
Core
Recovery
Rec
10.1
5.6
13.2
7.4
4.1
11.7
18.4
20
19.5
Description of Material
(229. 1' Gray Conglomertic
Sandstone, Massive Bedded
Few Vertical Seams)
(229. I1 Gray Conglomertic
oanuscone, wdooj-vc Dtjuueu
Few Vertical Seams)
Remarks
97
-------
Project Catawissa Creek Tunnel #1
LOG OF TEST BORING
Hole No. 3 Sheet 4 Of 5
Elevation
•p
&
0
Q
250
254
369
bO
C tn
•rt 3
O
«3 r-l
.u sa
From
239
249
264
269
288.8
309
319
338.5
358.7
•
o
-------
Project Catawissa Creek Tunnel #1
LOG OF TEST BORING
Hole No. 3 Sheet 5 Of 5
[Elevation
•P
P*
O
Cil rH
u ea
From
369
385
399
419
439
459
469
•
0
2
0
rH W
i4 *
e o
cd .-H
co ea
To
385
399
419
439
459
469
491.6
0
•H
&
cO bO
M O
0 J
Run
16.0
14.0
20
20
20
10
22.6
Core
Recovery
Rec
15.9
14.2
20.4
20.4
20
10
15.2
t
Description of Material
44.0' Gray Hard Fine
Grain Sandstone
67.n« Gray Very Hard
Conglomertic Sandstone
4.2' Gray Very Hard Shale
7.4' Open tunnel
Note: 22.7' of Casing and
4" Diamond Reaming
Bit Left in Hole Per
Instructions from
Engineer
Remarks
Massive
Bedded
Massive
Bedded
99
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 1 River
Hole No. 3
Rig No.
Location of hole pfl«;t llninn Township
in 1 1 rv»n-t-y e
Contractor Pa. Drilling Co; Driller Jack Johnson :Elev. top of hole 1596.00
John
Type § No. of Pump Bean: No. of Meter Rockwell :Elev. top of rock 1572.50
(435) Serial No. 19915723
125204 Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
DeiDth. Elevation
From
24.5
47.5
66.9
To
46.9
66.9
L19.0
119.0 0.69.0
169.0
219.0
269.0
319.0
369.0
219.0
269.0
319.0
369.0
419.0
From
1571. 51
1548. £
1529.1
1477. C
1427. d
1377.0
1327. C
1277. (
1227. (
To
1549.1
1529.1
1477.0
1427.0
1377.
1327.
1277.
1227.
1177.
Press
Gage
Ibs/
47
67
117
170
) 220
) 270
) 300
) 300
) 300
Time
start-
ed
10:26
10:14
2:15
11:21
10:52
11:32
1:35
11:32
2:58
Time
stop-
ped
10:31
10:19
2:20
11:26
10:57
11:37
1:40
11:37
3:03
Time
rain.
5
5
5
5
5
5
5
5
5
Water Meter Readings
At
start
of
test
41.0
138.5
162.3
161.1
162.4
161.3
161.9
162.1
162.3
At
end
of
test
57.6
157.6
165.9
<161.2
162.4
161.5
161.9
162.1
162.4
Total
gals/of
water
used
16.6
19.1
3.6
<0.1
-
0.2
_
-
0.1
Gal. or
cu.ft.
per
min
3.32
3.82
0.72
0.02
-
0.04
_
-
0.02
HOLDING TEST - MAXIMUM PRESSURE,
PART II
Data on Pressure
Sec. of hole tested
Depth
From
24.5
47.5
66.9
119.0
169.0
219.0
269.0
319.0
369.0
To
46.9
66.9
119. C
169. C
219. C
269. C
319. C
369. (
419. (
Elevation
From
1571.5
1548.5
1529.1
1477.0
1427.0
1377.0
1327.0
1277.0
1227.0
To
1549.1
1529.1
1477.0
1427.0
1377.0
1327.0
1277.0
1227.0
1177.0
Gage pressure at test intervals from
Ib.
Dropp
Dropp
Dropp
Press
Pressi
Pressi
Press
Press-
Press
Ib.
id 47 ps
id 67 ps
id 117 I
ire held
ire held
ire held
ire held
ire helc
ire held
Ib.
i in 5 <
i in 32
si in 1
at 45 i
at 75 i
at 140
at 100
at 275
at 210
Ib.
ec
sec
min
si
si
psi
psi
psi
psi
Ib.
Remarks
2-5-71
2-9-71
2-11-71
2-21-71 I
2-23-71
2-24-71
2-2.5-71
2-26-71
3-1-71
Description of operations and general information:
100
-------
REPORT OF WAThR PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 1 River Hole No. 5 Rig No.
Location of hole East Union Township, Schuylkill County, Pennsylvania
Contractor Pa. Drilling Co:Driller Jack Johnson :Elev. top of hole 1596.00
John
Type § No. of Pump Bean :No. of Meter Rockwell :Elev. top of rock 1572.50
(435) Serial No. 19915723
125204 Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Depth F. 1 evat i on
From
419
To
469
From
1177
To
1127
Press
Gage
Ibs/
. 300
Time
start-
ed
3:15
Time
stop-
ped
3:20
Time
min.
5
Water Meter Readings
At
start
of
test
163.1
At
end
of
test
163.1
Total
gals/of
water
used
_
Gal. or
cu.ft.
per
min
—
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
419
To
469
Elevation
From
1177
To
1127
Gage pressure at test
Ib.
Pres:
Ib.
lure mai
Ib.
ntained
intervals from
Ib.
at 200 p4
Ib.
ii
Remarks
3-2-71
Description of operations and general information:
101
-------
BY G.D.S.
DATE 2-5-71 SUBJECT Grouting SHEET NO. 1
OF
CHKD.BY
DATE 2-11-71
. JOB. NO. 5081
Tunnel No. 1 - Hole No. 3
135-4 Tunnel No. 1
LOG OF GROUTING
Project SL-135-4 Hole No. 3 Sheet No.
o
•P
T3
4-> I* — ' U
24.5-46.9
47.5-66.9
66.9-116.9
Reason for Grouting
(Loss or gain of
water, caving hole,
or other)
Loss of water
Loss of water
25% reduction of
drill water return
Material
(Portland
Cement
or other)
Portland
( 2 bags)
Two bags of
Portland
cement
Two bags of '
Portland
cement
Mix
(W/C)
1/1
1/1
\ l/l
}
1
. 1 Of 1
Method
(Describe use
of packer or
other)
Packer seated
at 24.5' into
hole. Grout
was pumped in-
to rods rest-
ing on bottom
of hole
Packer seated
at 47.51.
Same method
as above
Packer seated
at 67. 5T.
Same method
previously
described
Pressure
(If any)
0
0
0
I
102
-------
301
Sheet fcl of «»
S .AGUE &• HENWOOD, Inc
SCRANTON, PA.
FOUNDATION TESTING and SOIL SAMPLING RECORD
Tunnel No. 2
Hole No. 1
Dept. of Mines & Mineral Industrie|,OCATION. Shepton, Pa.
SURFACE
ELEVATION 1761.0 RIG NO. DATE: From 9/25 To 12/12
19 70
BORING LOG
DEPTH
FROM-TO
0'0n-
13'0"
35«0"
3S'On-
i43'0"
:;:?:-
r *? °
go'O"-
111'6"
1«*8'6"
ISO'O"
IbJ'O"-
180«6"
180'6"-
20S'6"
GRO
DESCRIPTION OF MATERIAL
Based On Samples Recovered
Plus Observation Of Material
Returned Between Samples
Brownish p.ray
fine to coarse sand
£ gravel C boulders
Gray sandstone
(coarse grain)
Brown sandstone
(coarse grain)
Conglomerate
Gray sandstone
(fine r.rain) with
pea conglomerate
Conglomerate
Gray sandstone
(fine grain)
Sand slate
Cray sandstone
(fine grain)
Gray sandy shale
JND WATER PIPE *
DEPTH HOUR DATE SIZE
[.nest di'ill water_@ >1Y
30' alsrt r'mt
SPOON SAMPLE AND CORE DATA
SAMPLE
NUMBER
1
2
3
k
S
6
7
8
9
10
11
12
13
m
15
16
17
18
19
NO c;
DEPTH
FROM-TO
Core
IS'O"
IS'O".
26'0"
26»0".
35»0"
35 '0".
M2'0"
SO'O"
SG'O".
58'0"
58'OnJ
69'0"
69 '0"-
70'0"j
70 '0".
80*0"
80'0"1
90'0n
90'0"-
lOO'O"
lOO'O".
IIO'O"
1}8'8='
120'0"-
130'0"
mo'o""
ISO'O"
150'OtfH
ise'O"
lt> 6*0**-
L61. * 0 w
1 b 1 * U " ™
T V T ' CJ "
SING LEFT
BLOWS
PER FT.
ON
SAMPLES
runs
IN HOLE
AMOUNT Kt»3U"
1171 M->nV«» o<
•in? jhile bi
r r it out
DOCK
CORE
RECOV'D
2'
5«6"
6' 6"
3'2"
6'2n
8'
10'
I1
10 «
10'
10'
10"
10'
10'
10'
10'
6»
5'
10'
DI
D=DRY U=UNOISTURBEO T=TRAP
W-WASH R-ROO C-CORE
CORE RECOV'D — NO. PCS.
REMARKS *
Badly broken
medium hard
Badly broken
medium hard
Badly broken
medium hard
Broken, very
hard ' 3
Broken, verv hard
Broken, very hard
Partly broken
very hard
Partly broken,
very hard
Partly broken
very hard
Partly broken
very hard
Partly broken
very hard
Partly broken
verv hard
Partly broken
very hard
Solid, rcediuir hard
Bolid. Kediurr hard
Solid, medium hard
Solid, medium hard
Solid, medium hard
Solid, medium hard
STUHCE H AUK Ed DROP — IHCH
r"f~ SPOOK HtMHEl IBS.
4inrinP enne SIZE U jNX IHCH
o;j "hole SPOOK sizi — men
'. »il" L2/12/rD«KinU7
SIZE OF COKE "I ' ™" 'If
BLOWS
0-1
1 -2
2- 3
3 -4
4 -5
5 -6
6-7
7-8
8-9
9-10
10-11
11-12
12-13
13-14
14-15
15-16
16-17
17-18
18-19
19-20
20-21
21-22
22-23
23-24
24-25
25-26
26-27
27-28
28-29
29-30
30-31
31-32
32-33
ON CASING
M"
'
NX
iii
0
us
M S
•o
S
J
-0
3
st-
*1-
n
c.
5
it
33-34 •?
34-35 '!-•.
35-36 lj
36-37 iO.
38-39 |
39-40
40-41
41-42
1
42-43 1/7
43-44 <
44-45
45-46
47-48
48-49
49-50
50-51
51-52
52-53
53-54
54-55
55-56
56-57
57-58
58-59
59-60
fiO-fil
61-62
62-63
63-64
64-65
65-66
66-67
67-68
68-69
69-70
70-71
71-72
72-73
73-74
74-75
75-76
76-77
77-78
78-7?
]
1
nil
79-80
80-81
81-82
82-83 1
83-84
84-85
85-86
86-67
87-88
86-89
85-90 ;
90-91^
91-92
92-93
93-94
94-95
!' 96-97
-,
9E-99
x 99- tool
lacaoi.
nroi-to2|
C assitication or son no» ucc =ue -/ -•- -....-. —— -.-- —
checked by a soils engineer. Classification of rock has been made by
the driller and has not been checked by a geologist.
Under Remarks mention-kind of Bit, loss of sample, loss of Drill ing
water soft seamy or broken Rock, Caving, Cavities, unusual Ground
vater'conditions, etc., at depth encountered.
Driller Edward ToiTiko
Helper
Helper
Cvejkus
103
-------
301
3>.eet
S. .AGUE 6- KENWOOD, Inc
SCRANTON, PA.
FOUNDATION TESTING end SOIL SAMPLING RECORD
Tunnel No. 2
Hole No. 1
-e. Sept. of Kines £ ''inerol I^dustrici3)CATioN:
SURFACE
ELEVATION 17S1.0 RIG NO. DATE: From g/?S
Shepton. Fa.
TO 12/12
19
70
BORING LOG |
DEPTH
FROM- TO
209'6"-
231'C"
231'0"-
251'0B
DESCRIPTION OF MATERIAL
Based On Samples Recovered
PI us Observation Of Material
Returned Between Samples
Gray sandstone
(fine grain)
Gray sancistone
(fine prain) with
pebbles of conploiT-
erate
251'0"J
262' 6" Conglomerate
262'6"-
272'6"
27V v-:
30o.-0n
301'0n-
327'6n
327'6"-
336'6"
336'6"-
35U'6"
3S4'6"-
356'C"
356'0"-
363'0"
Gray
sandy
shale
uj ee
—J UJ
v> a:
20
21
22
23
SPOON SAMPLE AND CORE DATA | BLOWS ON CASING
DEPTH
FROM-TO
BLOWS
PER FT.
ON
ROCX
CODE
171'0"J
•IBl'O" 1
191M
)"~
201'0"
211'0"
211'0'^
2H i221'0" 1
25
^ll'^l
'231'C
26 I2«*1'C
i2«tl'C
27 |2S1'C
Gray sandstone 1
(fine £rain) with [iJL
some pebbles of
conglomerate 29
Conglomerate
Gray
sandy
shale
Conplomerate
Gray
sandy
Red sandy s
with streaks
pray shale
GROUND WATER
DEPTH
HOUR
DATE
shale
hale
of
30
31
32
3?
34
35
36
37
36
39
i»J
)»
Pi
[261' 0"
261'0"-
271'0"
271'0"-
281«0"
281'0n-
291'0"
291'0n-
301'0"
301' 0"-
306'0"
306'0"-
312'0"
31 2' 0'"-
322'0"
322 't
332 'J
332'C
337«C
»"-
r
»"
337'0"-
314310"
3«*3'0n-
3S3'0"
0'
10'
D=DRY o^LTvDI STUBBED T=THAP
A- WASH R-^OD C'CORE
CORE RECOV'D — NO. PCS.
REMARKS*
Solid, r.ediur, herd
Solid, radium hard
10' (Solid, medium hard
10'
Solid, medium hard
10' Solid, r.ediun hard
10 «
Solid, nediuiT hard
10' Solid, hard
1
0'
Solid, hard
10' Solid, hard
10'
10'
10'
10'
5'
__6«
10'
. 10'
5*
6
1
10
PIPE AND CASING LEFT IN HOLE
SIZE
AMOUNT
REASON
Solid, medium hard
Solid, r-ediujr. hard
Solid, ipftdium hard
Solid, very hard
Solid, verv hard
Sqlid1_yery nard_
Solid, very hard
Solid, Hard
Solid, hard
Solid, very hard
Solid, very hard
DISTiNCC H»MHE« DIOP IHCH
NOTE: 'Classification of soil has been made by the driller and has not be
checked by a soils engineer. Classification of rock has been made
the driller and ha* not been checked by a geologist.
' Under Remark* mention-kind of Bit, loss of sanpte, loss of Drill ir
water, soft' seamy or broken Rock, Caving, Cavities, unusual Grounc
water condition*, etc.. at deoth encountered.
OIIVE HiMVEl LIS.
SPOOR HtHKEI Lit.
CtSINC SIZE INCH
SPOOK SIZE IIICH
SIZE or roir pit .. .INCH
S! Driller Edward Tor
0-1 ; 51-52
1 -2| 5;.=3
- 3: , M-54
« -5] ! 55-55 |
5 -6i 56-57
6-7; " "" •"5T-"58
~8Tii •"• '
9-10 !
10- II
12-13
59-60
].60=£J_
1 61-62
, 62-63
: 63-64
11-15 £5-66
15-16
16-17
17-18
18-19
19-20
20-21
21-22
22-23
24-25
25-26 1
26-Z7~[
27-28
_28-2?~T .
29-30 |
30^31
J1-32_
32-33'
i
I
ee-sf]
67-68
_68-69_
69-70
170-71
71-72
72-73
"73-74
74-75
75-76
,
^0-8 iT
! 82-83
1 83-8<
33-_3< \_
34-35 '
36^37J ~
.3i.3a_
38-39
39-40
40-41
41-42
42-43
43-44 >
44-4S |
45-46
46-47
47-46
48-49
50-5f]~
nko
8C-87.
87-86
M-a»;
90-91
"
"
_
191-92" 1
92-93 1
^3-94
94-95
96-97
i_97-98_|
98-99
99-100
LM.-10L
101-102
Helper Kichael Cvejkuo
1 Helper
104
-------
301
S .AGUE 6- HENWOOD, !nc
5CRANTON,- P-V. Tunnel No. 2
Hole No. 1
FOUNDATION TESTING aad SOIL SAMPLING RECORD
. of Vines £ vj
SURFACE
ELEVATION 1761.0 RIG NO. DATE'
LOCATION: Sher-tcn, ?£.
From 9/25
BORING LOG
DEPTH
FROM-TO
363'Q
3S2'0
392'0
<4l0'0
tl_
n
n_
n
tilC'O",
t»19'0"-
U2e'6"
l«l( J"
H67'0n
U72'6"
U75'0"
M75'0n-
590'0"
sgo'o"-
eio'O"
DESCRIPTION OF MATERIAL
Based On Samples Recovered
Plus Observation Of Material
Returned Between Samples
Gray
( fine
Fed
Gray
sandy
Cray
sandstone
£rain)
sandv
shale
ish red
shale
sandy shale
Red sandy shale
Light gray
shale
sandy
Dark- pray
sandy shale
Light ?,ray sandstone
coarse prain, with
pcobles of conp;loi7-
2 rate
Green conplbn-erate
Red sandv shale
GROUND WATER
DEPTH
zL -"
HOUR
DATE
1 SAMPLE
NUMBER
HO
«fl
U2
SPOON SAMPLE AND CORE DATA 1! BLOWS ON CASING
DEPTH
FROM-TO
353'
363'
BLOWS
PER FT.
ON
S«MPl.ES
I tt",',ASH S-ROO C-CORE
cose
SECOV D
CORE RECOV'O — NO. PCS.
REMARKS *
0"i
0" ! 10' SolJd. h^nH
363'0ni
360'0"
380J
MOO1
43 U1D'
m* jn13i
US 129'
^iUJy.'
«*7
l«.'3TSolid hard
0"4
0" 1 20'
0"4.
Solid, hard
Partly broken
U6" necium hard
0"! .9' r-'ediuir. hard, broken
0" 1C.' ^:fcd^ll^ hard, broken
0"-
- , t
uce'o""^ Ii9«
|**G6 *
Partly broken
rediu>n hard
Partly broken
medium hard
^"- ! Seamy broken
0 6' ;n:ediuirt hard
|U75'0".
50
51
52
53
5U
55
USS'O"-.
S15'0"
515'0"J
535'0"
SSS'O"-
SSS'O"
575'0"
575'0"-
595'0"
&95'0n-
iVery hard, partly
I2C1 broken
20'
20'
Solir1, ver-v hsrrl
Solid, verv-' hard
20' Colid, verv hard
20' ISclid, very hard
20'
20'
Solid, verv hard
Solid, rcediur hard
PIPE AND CASING LEFT IN HOLE OltUNCE K«miCI OIOP l«"
SIZE
AMOUNT
REASON DIKE NtlllEI III.
SPOOK HUM El US.
CtSllt tilt I«C«
trots* tin i»e»
SHE Of COIf 111! !•«
C-l
1 - 2
--•-Z--
f:-;:-
! 2 - 3. ' 3J-54
3 -4, , :4-5:
1 4 -5
I '--*
6-7
' : 55-56
56-5' '
5T-56
8-9
9-10
10- '
i 5?-6C I
:' fl-62 !
:i- 2 • 6:-63
j ,Z- 3
| U- 5
15-16
16-17
j 17-16
1 15-10
15-2C
20-21
21-22
j 22-23
23-24
24-25
25-26
26-27
£3-64
64-e;
cf-66 :
• 66-67
-. 67-65 •
: 69-70 ;
1. "0-71 :
li 71-72
I 72-73
. 73-74
74-75 !
1' 75-76
76-77_r
1 77-78 '
27-28
28-29
29-30 |
30-31 i
31-32
32-33
33-34
34-35
35-36
36-37
37-3S
38-39
39-40
40-41
41-42
42-43
43-44
44-45
45-46
46-47
47-46
«B-«9 ,
30-51
7B-7?
79-80
8O-81
: 81-621
! 83-84
r ^i4-85
ii 85-86
86-87
87-88
88-89
89-90
90-91
91-92
9Z-93
93-94 I
94-95 1
95-96 !
96-97
97-98
98-*
99-100
OO.1OI
01-10*
checked by • so!U engineer. CU»iiflc«tlon of rock has been Mde by
the driller and h*» not been checked by e geologist.
Under Rourks mention-kind of Bit, 1o»$ o* SMpI*. 1o«» of Orlllinj
wtter, »oft seaiv or broken Rock, Caving, Cevitle*. unuMMl Ground
water condition*, etc., et depth encountered.
OriUer_ Edward Tomko
Helper
105
-------
301
Sheet
of U
S! .AGUE 6- HSNWOOD, Inc
SCRANTON, PA.
FOUNDATION TESTING and SOIL SAMPLING RECORD
Tunnel No. 2
Hole No. 1
Pa. Dart, of Mines 6 Ki
SLRFACE
ELEVATION 1761.0
ner?l JCnd. . LOCATION: She^ton, Pa.
RIG NO. DATE: From 9/25 To 12/1?
BORING LOG
SPOON SAMPLE AND CORE DATA
BLOWS ON CASING
DEPTH
FROM-TO
610.0'-
695'0"
DESCRIPTION OF MATERIAL
Based On Samples Recovered
Plus Observation Of Material
Returned Between Samples
. Pray sandstone
fine grain
SAMPLE
NUMBER
1 ;
aLCws ! "'"" --••'•*•
DEPTH |f.-RF" ! «=AA» F.-ROD C-CORE
conu TO ^ aoCK COR£ RECOV'D — NO. PCS.
I-KUM— 10 ON
S-PLES BECOV,D REMARKS*
615'0"-
56,635'0" 20' Solid, ireciun hard
635'0"-|.
GSS'O" 20* Solid. r° rtiu- hfl^rJ
67S'0" 20' Solid, ir.ediuir har-d
j675'0"- i
!6S5'on 20' Solid, rredium hard
.
1 0-l; ; Jl-52
1 - 2| . 52-53 i
2- 3; f 53-34 .
3 -4 |. 54-55 |
| 4 -51 || 55-56 ;
5 -6J | 56-57 '
! 6 -7 |. 57-56
7-8 1 56-59
8-91 1- 5S-60
9-10 T SO-fil i
j 10-11 !' 61-62 !
11-12 • 62-63
12-13 ! 63-64
1! 13-14 ' ,• 64-65
i :
Sotton-of hole 69; '0"
.
!*4U ;»X wood core Loxes
i :
14-15 • i 65-5=
! 15-16 , r 66-67
16-17 , !' 67-68
! 17-18 ' ! £3-59
' te-l? ' 65-70
I9-2C i 70-71
20-21 I i 7I-7Z
I ; j jl 21-22 [ 72^3
li 22-23 ' 73-74
|
23-24 ' 74-75
1 24-25 -;--6
! i 25-26 _.-c--7. ..
! |! 26-27 —-76
i
I
1 27-2= -'-.--
' 2J-3C s:-Ei
j ; \ V3-1-"-?2 *i-"~ —
: • \ . 31-33 ;:-f^
i \ -33-34 54-er
i -34^35 HfK .._
! i ' / 36-37 £--85
-
_
i I 1 I
GROUND WATER PIPE »ND CASING LEFT IN HOLE DISTANCE h»K«EK onor IHCH
DEPTH 1 HOUR | DATE SIZE AMOUNT I REASON OBIVE H»>mEll L»S.
| | SPOOK K1UKEI its.
j 1 | CISINC SIZE IHCH
| 1 | ! SPCOH SIZE IHCK
i 1 ! i 1 SIZE OF CORE Bl T ._ IHCH
. ST-.3E ?!-£'_.
3S-3? ;?-=:
41-43 ~ ?3-?4
-r-46 55-57
46-<7 =>--9S •
47-4E ?5-99 •
if-ia • =;- tv
NOTE: 'Classification of soil has been ir.ade by the driller and has not been
checked by a soils engineer. Classification of rock has been ir.ade by
the driller and has not been checked by a geologist.
Under Retr.arks mention"kind of Bit, loss of sample, loss of Drilling
water, soft seamy or broken Rock, Caving. Cavities, unusual Groand
-attr condition* etr at depth eicojntered.
Driller
Helper
Hdward
•••ichaal
Toziko
CvejVus
Helper
106
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 2 Riyer Hole No. 1 Rjg No.
Location of hole East Union Township, Schuylkill County, Pennsylvania
Sprague $
Contractor Henwood :Driller Ed Tomko :Elev. top o£ hole 1761
Type & No. of Pump S§H6592;No. of Meter Rockwell :Elev. top of rock
My-3-14-S§H #3+4 19589953
Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Depth F.I evation
From
73
117.5
169.5
To
120
171
221
From
To
Press
Gage
Ibs/
53
105
170
Time
start-
ed
11:35
10:44
9:48
Time
stop-
ped
11:40
10:49
9:53
Time
min.
5
5
5
Water Meter Readings
At
start
of
test
1261.3
1264.6
1268.5
At
end
of
test
1263
1264. t
1271.:
Total
gals/ of
water
used
1.7c£
0
2.7cf
Gal. or
cu.ft.
per
min
0.34ci
0
0.54ci
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
73
117.5
169.5
To
120
171
221
Elevation
From
To
Gage pressure at test
Ib.
Dropp<
Dropp<
Droppe
Ib.
d 53 PS
d 105 p
d 170 p
Ib.
L in 15
5i in 8
;i in 85
intervals from
Ib.
sec
sec
sec
Ib.
Remarks
q-^n-yn
10-1-7Q
10-2-70
Description of operations and general information:
107
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 2 River
Hole No.
Rig No,
Location of hole East Union Township, Schuylkill County, Pennsylvania
Sprague §
Contractor Henwood
: Driller Ed Tomko
:Elev. top of hole
Type § No. of Pump S§H6642;No. of Meter Rockwell :Elev. top of rock
Moyno-4^319589953
Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Det)th F.leva
From
217
270
318.5
350
33S
330
319
316.5
361.5
To
271
322
363
363
363
363
363
343
410
From
^ion
To
Press
Gage
IDS/
220
270
0
300
240
0
0
160
0
Time
start-
ed
1:42
7:56
10:41
10:55
11:10
11:25
11:48
11:41
8.56
Time
stop-
ped
1:57
8:01
10:46
11:00
11:15
11:30
11:54
11:46^
9:01
Time
min.
5
5
5
5
5
5
5
5
5
Water Meter Readings
At
start
of
test
1278.7
1289.7
1300.0
1314.0
1327.6
1341.6
1359.7
1474.5,
149 1. 2 \
unr nTMn TBCT MAYTMIIM DDCCCITDB
At
end
of
test
1279. /
1292.'
1309.=
1318.:
1335. I
1356.:
1373. (
1479.;
1600. (
Total
gals/of
water
used
l.Ocf
2.7cf
9.5cf
4.1cf
8.2cf
14.5cf
13.3cf
4.7cf
8.8c£
Gal. or
cu.ft.
per
min
.20cf
0.54ci
1.9cf
.82
1.64c:
2.9cf
2^ 66c:
.94cf
1.76c:
PART II
Data on Pressure
Sec. of hole tested
Depth
From
217
270
318.5
350
339
330
319
316.5
361.5
To
271
322
363
363
tttf
363
363
343
410
Elevation
From
To
Gage pressure at test intervals from
Ib.
Droppee
Droppee
No pre(
Droppe<
Droppej
No pre:
No pre:
Droppe<
Loss o:
Ib.
220 ps
270 ps
sure
300 PS
1240 ps
sure
sure
. 160 ps
: water
Ib.
i in 20
i in 2 <
i in 7 s
i in 6 s
i in 15
- no pre
Ib.
sec
ec
ec
er
sec
ssure
Ibo
Remarks
10-5-70
10-7-70
10-8-7f>
10-8-70
in_«_7Q
10-8-70
10-8-70
10-12-70
10-14-70
Description of operations and general information:
108
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 2 River ^^ Hole No. i Rig No.
Location of hole East Union Township, Schuylkill County, Pennsylvania
Sprague £"
Contractor Henwood ^Driller Ed Tomko :Elev. top of hole 1761
Type § No. of Pumps&H6287:No. of Meter Rockwell :Elev. top of rock
Moyno #MN-2-6 19589953
PART I
Elev. W.S. before test
DATA ON FLOW TEST
Sec. of hole tested
Depth F 1 evat i on
From
405.5
428.5
475
49V 5
To
429
475
495
SIS
From
To
Press
Gage
Ibs/
200
0
300
300
Time
start-
ed
11:22
11:20
8:55
8:10
Time
stop-
ped
11:2^
11:2£
9:0d
8:15
Time
min.
5
6
5
5
Water Meter Readings
At
start
of
test
1565.0
1597.5
1621.0
1645.0
At
end
of
test
1589.6
1631.5
1634.0
1656.6
Total
gals/ of
water
used
24.6cf
34.0cf
13.0cf
1 1 . firf
Gal. or
cu.ft.
per
min
4.92cf
6.80cf
2.60cf
2.32rf
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
405.5
428.5
475
493.5
To
429
475
495
515
Elevation
From
To
Gage pressure at test intervals from
Ib.
Droppe
Loss o
Droppe
Droppe
Ib.
i 200 pj
£ water
i 300 pj
i 300 P£
Ib.
i in 10
- no pr<
i in 15
i in 5 <
Ib.
sec
issure
sec
ec
Ib.
Remarks
10-19-70
10-21-70
11-18-70
11-19-70
Description of operations and general information:
109
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 2 River
Hole No. i Rig No. i
Location of hole East Union Township, Schuylkill County, Pennsylvania
Sprague §
Contractor Henwood : Driller Ed Tomko :Elev. top of hole 1751
Type S No. of PumpS§H6287;No. of Meter Trident :Elev. top of rock
Moyno 1-2-6 5106823
Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Deuth Fl ft vat ion
From
515
530
553
^74_
592
614.5
ft^
655
673
To
535
555
575
S9S
615
635
fi55
675
695
From
To
Press.
Gage
Ibs/
300
300
300
300
300
300
300
300
300
Time
start-
ed
10:00
9:10
9:13
9:12
2:30
1:52
2:00
2:47
2:56
Time
stop-
ped
10:05
9:15
9:18
9:17
2:35
1:57
2:05
2:52
3:01
Time
min.
5
5
5
5
6
5
5
5
5
Water Meter Readings
At
start
of
test
0000.0
0000.2
0000.3
0000.3
0000.3
0000.3
0000.3
ooao.3
000
To
535
555
575
";Q«;
filS
635
655
675
695
Elevation
From
To
Gage pressure at test intervals from
Ib.
Droppe
Droppe
Droppe
PTP^^II
Pressu
Pressu
Pressu
Pressu
Pressn
JLb.
1 300 ps
1 300 ps
1 300 ps
v=> ma i nt
•e maint
:e maint
•e maint
•e maint
-e maint
Ib.
i in 1 «
i in 5 J
i in 3 j
a TTiPrl
ained
ained
ained
ained
ained
Ib.
ec
ec
ec
Ib.
Remarks
11-20-70
11-23-70
11-24-70
n_27-?n
i9_«_7n
12-9-70
12-10-70 i
12-11-70
12-12-70
Description of operations and general information:
110
-------
BY G.D.S.
DATE
CHKD.BY
DATE
SUBJECT Grouting SHEET NO. 1 OF 3_
JOB. NO.
Tunnel No. 2 Hole No. 1
LOG OF GROUTING
Project Catawissa Creek Hole No. 38A Sheet No
o
s
a
10-9-70
10-12-7
10-14-7
10-15-7
10-19-7
10-20-7
10-21-7
10-23-7
10-24-7
r-i
cd f^.
X > 'O
4J ^ -p
-------
BY G.D.S.
DATE
CHKD.BY
DATE
SUBJECT Grouting SHEET N0._2 OF 3_
JOB. NO.
Tunnel No. 2 - Hole No. 1
LOG OF GROUTING
Project Catawissa Creek Hole No. 38A Sheet No
®
•M
cti
Q
10-26-7
10-27-7
ID- 29-7
10-30-7
10-31-7
11/2/7C
11/3/7C
11/4/7
r- 1
CS r- \
A > T3
•P M O
&
-------
BY G.D.S.
DATE
CHKD.BY
DATE
SUBJECT Grouting SHEET N0._
JOB. NO.
OF
Tunnel No. 2 Hole No. 1
LOG OF GROUTING
Project Catawissa Creek Hole No. 38A Sheet No.
cd
Q
11-5-7
11-16-
11-17-
t— i
cd f~\
& > 13
4-J M O
PH 0 -P
« -p 3
°£ 8
^-/ u
467' up
0 DRILLED 0
70 DRILLED 0
Reason for Grouting
(Loss or gain of
water, caving hole,
or other)
Loss of water
JT HARD CEMENT FROM 2
JT CEMENT FROM 465' -
Material
(Portland
Cement
or other)
5 bags
cement
5 gallon
sawdust
40' to 465'
475' Lost wj
Mix
(W/C)
1/1
ter a
3 Of 3
Method
(Describe use
of packer or
other)
Grouted
through packe:
set at 465'
;ain at 471.5'
0 r-*
^ X
3 e:
co a.
t/i
-------
Shist Fl of 3
S. .AGUE <£> M^K'-X'OOD, Inc. Tunnel No. 2
SCRANTCN, FA. Hole No. 2
FOUNDATION TESTING end SOIL S.O.PLING RECORD
Ga.-r.ett, Fleming.. Corddry C Carggnteg LOCATION:
SURFACE
ELEVATION 1786.0RICNO. DATE:
From If/2
T/29
BORING LOG
DEPTH
FROM-TO
0.0'-
20.0'
20.0'-
106.5'
106.5'-
108.5'
••08.5'-
.85.0'
•Or- *i f
8,' 0'-
: 3 , . o •
217.0'
237.0'-
255.0'
255.0'-
317.0'
DESCRIPTION OF MATERIAL
Based On Samples Recovered
PI us Observation Of Material
Returned Between Samples
Boulders, brown
clayey sand
Conglomerate
Dark gray
sandstone
Sandy conglomerate
Conglomerate
Dark gray sandstone
with pebble con-
glomerate
Gray sandstone
(fine grain)
SPOON
SAMPLE
NUMBER
1
2
3
n
FL
DEPTH PER
FROM -TO o
5 AW
20.0'-
30.0'
30. OJ-
6llo»"
61.0'-
72.0'
T> n i
5 I 92!0'~|
! 92.0'-!
6 101.0'
SAMPLE
OWS !
FT. '
SOCK
* COKE
'LES • StCOV'O
10'
11'
20'
11'
?
9
i
7 12 tl O'"| | 20'
e im.'o'
ati.o1-,
9151.0'
10 |16l!o'
11
L2
L3
1U
iHrS'*
IB:!!'''
191.0'-
?01.0»
20i".0'-
217.0'
15 |237lo'"
18
19
257. O1-
267.0'
287lo'~
287.0'-
297.0'
237.0'-
20 P17.0*
AND CORE DATA f BLOWS ON CASING
: = :?• ^ = j-ois"rufiSEO 7= TRAP
,:-:.^S- P-ftOO C-COSi
COS£ RECOV'D — NO. PCS.
REMARKS*
Broken, very
hard
Broken, very
hard
Partly broken
very hard
Solid, very hard
SolidL, _vejy_tmrd__
Solid, very hard
Partly broken
very hard
i 20' :Solid? verv hard
; 10' Splid, very_JiflEd
: 10* Solid, veriLhard
10' ISolid, very hard
20' Solid, very hard
10* Solid, ver£ hard
T " : Partly broken "
1 16' ' verv hard
t
20'
: 20' •
10'
20'
10'
20'
GRODNO WATER PIPE AND CASING LEFT IN HOLE
DEPTH HOUR DATE SIZE
tunnel openirjz NX
H
I ...~j NX Ca!
AMOUNT REASON
22! bye
5' of «
!Yv1«y»
nfc!n<
Lng bit fSUlUfl
Solid, very hard
"
Solid, very hard
Solid, hard
Solid. h*r««l
Solid, hard
Solid, hard
OISUNCE HtHMEII Odor INCH
ser
CHIVE HtKICI IIS.
JPOON H«III1I» IH.
cis me mt H,NX mtn
J^OOK tin IIICH
sizt or com iiNX^NS n CM
; 0-1
t"
; 1-2,
, 2-3:
3 -<;
1 " — 5|
K^:
7-8!
i 6-9J
| 5-10 |
ii-iTT
12-13"]
13-14
14-15
15-16
le-ijj
17-18
18-1?
19-20
21-22
:2-23
23-_24
24-25
-^l*.-
a"»
29-3T
3:- 31
3-3:
3: -33
.
36-37
37-36
"36-39
3S-4C
41-42
42"-43 "
43-44
44-45~
45-46
46-47
47-48
48-49
<9-50
50-51
•-•-i:
5:-?:-
53-:^ .
, 54-55 !
55-56 |
K : 56-57 :
i 57-58 ;
i 58-59 i
]
—
5S-60 1
KO-F1 1
61-62 |
62-63!
€3-64 :
1764-65 i
65-66 i
65-67 !
']
1
1
67-68
66-69 _
_ 69^70
70-71 i
"71-72;
72-73 1
73-74 ,
74-75]
75-76 !
7f-~= .
. T
s:-'3 .
''•*?,
.. sf-e? _
B--90
L_
h
... I
|
1
1
i
~i
— i
?*'-91 '
91-?2 i
r - -
^ 97-98 |
98-99 1
9?-10o|
L" "T ' -
IQGr.talJ
101-102]
NOTE: 'ClMtifiMtion of toil hM be«n Mde by the driller and has not t«en
checked by • toilt engineer. Cltttifleetion of rock hat been made by
the driller end hat not been checked by e geologist.
• Under Remark* nention'kind of Bit, lott of •ample, lota of Drilling
water, toft teaoy or broken Rock, Caving, Cavitlei, unutual Ground
water condition*, etc., at death encountered.
Driner Edward Toiriko
Michael Cv«jku«
Helper
114
-------
nc.
Sheet 12 of J
SCRANTON, PA.
FOUNDATION TESTING and SOIL SAMPLING RECORD
Tunnel No. 2
Hole No. 2
Gennett. Fleminr. COrddrv E Carr-enteitociTion: Sheppton. Pa.
SURFACE
ELEVATION 1786 .0 RIG NO. DATE: From U/2 To »»/29 19
BORING LOG
SPOON SAMPLE AND CORE DATA
BLOWS ON CASING
DEPTH
jDESCRIPTION OF MATERIAL
Based On Samples Recovered
DEPTH
Plus ObservationOf Material i^ 5
FROM—TO Returned Between Samples .^ B FROM-TO
BLOWSj
•ERF-.;
;317.0'- Gray sandstone
377.0' ! (Fine gcain)
I 317.0'- ]
21 I 337.0'. L2_P1 lSolid,_tiar.d_..._
CORE RECOVO — NO. PCS. l__~_?
!' * ~-
ltrrc
REMARKS *
337.0'-
!22 357.0'i
20'
377.0'- Conglomerated
, 357.0':-
|23 i 377. 0':
Solid, hard
7-6
_£-_9_
c. 1C-
20' j Solid, hard I! K.^"I_ -:i_-52 T
I.J31. u1 sandstone
I '5
Dark gray sandy >
'391.0'- Shale '2
304.0 '
2
39U.01— ' Sandy conglomerate .
ft/ •'
Ul( !•- !2
f 2,w .0 '
U24.0'- Li*ht *r*y conglcner
(Fine ;jrain) 13
i
H76.01-. Grayish red 3
485.0' : sandstone :
rr,^*r,i~ Cray sandstone j
• with pebble
conglomerate
502. 0'-' Ked sandy shale i
511.0' | i
ill.O'-j
533.0* Conglomerated sand-[_
i 377.0'-
4 395. 01'
335.0'-
5 i U1U.O'
§t
•i
, ^3^.ol-
7 H5«».0'
454.0'-
8 UG4.0'1
9 tt^lt:9'i
0 149U.O'1
•atad
'• i»9M. 0'-
i : sm.o1
1 S1M.O'-
2 53M.O'
: i
! i
1
i
18'
i
19'
20'
20'
10'
10'
20'
20'
20'
•
;
Partly broken Lii-Ji 6:.-5-_
very hard 1 12-13! -:;-<:
13-MJ 6--fr
Solid, vcrv hard 11-15] i es-se •
15-16 ! 1 66-67 '
Solid, very hard ie-i7 i j, 6--ee
i 17-1S ' f=-53
Solid, very hard iTsIi? : -.^--c
\ 19-2C . i- 7C--1
Solid, verv hard 2:-:- • -1-72
Solid4 very hard '-•:- , "--'-
Solid, hard 24-:; 75--^
I, :5.2e r p ..__.
Solid, hard i~S"-"s " -j-e: "
|| 29-ao i s:-e-'
Solid, hard '•• 30-31 --;-;:
|lT2~2~3 s;-vi"
!_?i"_3~_ - -— "-"!:"
"sf-sT" ~ -"-==
i=-jr -r--.
rl>i. r-I;
. ;:-« "=:-=-'
~3-« V--9:
GROUND WATER
PIPE »M> CASING LEFT IN HOLE
u'£=T^ • r-.OUR ! DATE
1
i
•
^ ,
SIZE
;
A*
Dl SI1KCE H»KM = B BXJf _
CM VE H tMUE It
SfOOli H1K11EII
OSIMC SIZE.
isCCH SIZE
kCH
es.
ss.
NCH
N CN
t-'i BIT
NOTE: 'Classification of soil has been .r.ade by the driller and has not tten
c-.-cl'ed by a soils engineer. Classification of rock has been c.aoe by
tne driller and has not been checked by a geologist.
li-ier P.warks r.ention-kind of Bit. loss of sample, loss of Or\U\ng
-t*r. sift staT-y or brci=tn 6-..ourU'ed.
Driller
Helper
hriper
EC Torr.ko
Kich&el Cvsjkus
115
-------
Sheet *3 of 3
. ./v 6- I-11ST CDS, !rC.
SCRANTON, PA.
FOUNDATION TESTING and SOIL SAMPLING RECORD
Tunnel No. 2
Hole No. 2
tnnett Fleming Corddry 6 Carpenter LOCATION Sheppton, Pa.
SURFACE
ELEVATION 1786.0 RIG NO. DATE: From 4/2 To 4/29
19
71
BORING LOG
DEPTH
FROM-TO
533.0'-
535.0'
535.0'-
560.0'
560.0'-
570.0'
570.0'-
596.0'
53- 0'-
6tL.O*
6oi.o'
DESCRIPTION OF MATERIAL
Based On Samples Recovered
Plus Observation Of Material
Returned Between Samples
•"ray sandy shale
Red
with
gray
sandy shale
streams of
sandy shale
Gray sandstone
with pebble
conglomerate
Conglomerate
Openins, Tunnel
SAMPLE
NUMBER
33
34
35
36
37
38
SPOON SAMPLE AND CORE DATA
DEPTH
FROM-TO
534.
554.
554.
564.
564.
574.
574.
594.
BLOWS
IPER FT.
OK
SAMPLES
\ D=DRY UiL-OlST-J^SED T=TRAP
A-KA94 F.'ROD C-CORE
ROCK
CODE
OECCV'O
O'i
0' 20'
O'|
0'-
0'
o1-
0'
594.0'-
596.0'
^596.0'-
602.0'
Sample!
Gary 1
Hole
.
,
Of !
10'
10'
20'
CORE RECOV'D — NO. PCS.
REMARKS *
Solid, Tfiedium hard
Solid, hard
Solid, hard
Solid, very hard
2' Solid, very hard
oil i
I. ScJ
ende<
affei
1 at !
Tunnel
ot required
\
\
i
• - Inspector
96'
GROUND WATER PIPE »»e CASING LEFT IN HOLE BIITIICC H»MEI our INCH
OE>TH
HOUR
DATE SIZE
14 ' in -
AMOUNT
REASON DIIVC NiMH 1(1.
trot* K >mi ii in.
cum size IICN
tret* nit IVCN
( . HIE
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 2 River Hole No. 2 Rig No. 1
Location of hole East Union Township, Schuylkill County, Pennsylvania
Sprague £
Contractor Henwood ^Driller Ed Tomko :Elev. top of hole 1786.0
Type § No. of Pump SSH6287NQ. of Meter Trident :Elev. top of rock
Moynol 1-2-6 5106823
Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Det)th Elevation
From.
24.5
70
121
171
217
267
•^17
^67
/] ] /]
To
72
121
171
217
267
317
367
414.
4M
From
To
Press
Gage
Ibs/
70
121
171
217
267
300
300
^no
^nn
Time
start-
ed
10:30
9:00
2:45
VI 5
3:10
10:00
11:15
Q'OO
i • 1 1;
Time
stop-
ped
10:35
9:05
2:50
V9f)
3:15
10:05
11:20
Q -n^
1 • 9fl
Time
min.
5
5
5
c;
5
5
5
q
c;
Water Meter Readings
At
start
of
test
2.5
2.8
2.8
•^ n
3.6
3.7
V7
•* 7
3 7
At
end
of
test
2.5
2.8
7.8
5_5
3.6
5.7
?.7
5 7
5 7
Total
gals/of
watef
used
0.0
0.0
n n
n <;
n.n
n.o
n n
0 0
0 0
Gal .or
cu.ft.
per
min
0.00
0.00
n nn
0 nl
n.nn
n.nn
n nn
0 00
0 00
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
24.5
70
121
171
2i 7
267
317
367
414
To
72
121
171
217
317
367
414
464
Elevation
From
To
Gage pressure at test
Ib.
Pressu^
Pressu]
Pressu:
Pj^e§Stn
Pressu]
Pr"essu]
_Eressu]
p-roggm
Ib.
•e held
>e held
•e held
« held
e h**!^
e held
e held
^ held
'» h^lH
Ib.
at 50 ps
it 90 ps
at 142 B
it 190 p
it fffi p
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 2 River
Hole No. 2 Rig No.i
Location of hole East Union Township, Schnylkill rnimt.y, Pennsylvania
Sprague §
Contractor Henwood :Driller Ed Tomko :Elev. top of hole 1786.0
Type § No. of Pump S§H628%No. of Meter Trident :Elev. top of rock
Moynol S§H^-6 5106823
Elev. W.S. before test_
DATA ON FLOW TEST
PART I
Sec. of hole tested
Deiat h F. 1 evat i on
From
464
514
To
514
564
From
To
Press
Gage
Ibs/
300
300
Time
start-
ed
12:20
4:00
Time
stop-
ped
12:25
4:05
Time
min.
5
5
Water Meter Readings
At
start
of
test
.3.7
3.7
\
\
At
end
of
test
3.7
3.7
Total
gals/of
water
used
0.0
0.0
Gal. or
cu.ft.
per
min
0.00
0.00
HOLDING TEST - MAXIMUM PRESSU!
PART II
Data on Pressure
Sec. of hole tested
Depth
From
464
514
To
514
564
Elevation
From
To
Gage pressure at test intervals from
Ib.
Pressui
Pressin
Ib.
e held
e held
Ib.
at 125 p
at 115 p
Ib.
si
si
Ib.
Remarks
4-26-71
4-27-71
i
Description of operations and general information:
118
-------
301
Sheet #1 of 2
SP. .SUE t* KENWOOD, Inc. Tunnel No.3
SCRANTON, PA.
FOUNDATION TESTING and SOIL SAMPLING RECORD 7G° hole
Gannett Fleming Corddry & Carpenter LOCATION: Shepptan, Pa.
SURFACE
ELEVATION — RIG NO.
BORING LOG
DEPTH
FROM-TO
O'D"-
16 '0"
So1"'
76'6"
76 ' 6"-
77 '0"
77 IQ«_
181 '0"
Gil
DEPTH
BB1
MOTE: •<
(
i
i
«
i
0
DESCRIPTION OF MATERIAL
Based On Samples Recovered
Plus Observation Of Material
Returned Between Samples
Brown fine to coarse
sand & gravel, cobble
& boulders
Conglomerated sandsto
Conglomerate
Slate
Conglomerate
JND NATE
HOUR
nwtflcat
:htek«d by
th« 4rlUtr
tndtr fteMr
later, «oft
Mt*r OH*!
It PIPE »
DATE SIZE
B/ltVHl I
ion of toil hM been M
i tolls engineer. CUsi
wd h»s not been check
ks «»ntlon-k!nd of Bit.
set*/ or broken Rock.
tiont, etc., at depth c
DATE:
From 7/27 To 8/18
SPOON SAMPLE AND CORE DATA | BLOWS
SAMPLE
NUMBER
S
1
2
IB
3
,,
5
6
7
R
9
in
11
i?
n
H
15
16
17
1R
19
ND Ct
AMC
_ni
DEPTH
FROM-TO
Core R
25'0""
25'0"-
31'D"
37'0n
37'OJJ-
53'0tl~
53'0"-
62'0"
62!°"~
73'0n~
73 '0"-
81 'On
Bl'O"-
9D'0"
90'0n-
IQD'O"
IDD'O"-
1D9'0"
109 'TJ"-
112'0It
112'0"-
117lrJn
113 :E
l"~
119'0n
123'D"
123'D"-
126'6'-
132'0"
iSSTtJ
HPT
kSING L
UNT
Dfi
de by the dr
Ification of
ed by a geol
loss of sam
Caving, Cavi
n countered.
•-
»
EFT
BLOWS
PER FT.
ON
SAMPLES
uns
IN HOLE
REASON
ROCK
CORE
RECOV'O
7'
V
6'
7'
9'
0"
fi"
0"
0"
0"
tt"V.'A9K R-ROD C-CORE
CORE RECOV'D — NO. PCS.
REMARKS*
Badly broken, medium
hard
Rrnkpn, haprl
Broken, hard
Partly broken.
harrl
to 73'
9'0"
2'0n
9'
rr
8'0n
3_LO-n
ia
inn
giQn
3'0n
5A
n"
2'0n
tt'P"
1'
^"
5^£"-
rock has been r
>gist.
>le, loss of Dr
ties, unusual G
>t be
nade
llir
•ounc
Broken, v/pry hard
to 132'
Solid. veiv_hard
lll>l IUICI — tM.
iron SKI -- uei
Slit OF CUE lit NX—'"01
" Driller Ed Tomko
C-1
i -21 :
19 71
ON CASING
|l 51-52 i
H i 52-53!
2- 3; ^ |. 53-54
3 -4
A -5
0)
5-6l ,5
6-7J
7-8
8-9
9-10
10-11
11-12
12-13
13-14
U-15
15-16
16-17
17-18
18-19
19-20
2O-21
21-22
22-23
23-24
24-25
25-26
26-27
27-28
28-29
29-30
30-31
31-32
32-33
33-34
34-35
35-36
36-37
37-38
38-39
39-40
40-41
41-42
42-43
49-44
44-45
40-47
47-«
49-50
50-51
HelDer Ray Ford
g
Helper
54-55
55-56 j
56-57
57-58
59-59
59-60
fiMI
61-62
62-63 |
63-64
64-65 1
65-66 i
66-67
67-68 i
68-69 !
69-70
70-71
71-72
72-73
73-74
74-75 I
75-76
76-77
77-78
78-79
79-80
80-81
81-82
i_82-83_|
83-84
84-85
85-86
86-87
87-88
88-89
89-90
90-91
91-92
92-93
9V»4
**-*5
IMri
**••*
9*
01-101
_r
>l""l-*
^
119
-------
30]
Sheet #2 of 2
SF .SUE <&. KENWOOD, Inc.
SCRAKTON, PA.
FOUNDATION TESTING and SOIL SAMPLING RECORD
Tunnel No. 3
Note: 70° hole
Gannett Fleming Corddry & Carpenter LOCATION:
SURFACE
ELEVATION RIG NO. DATE: From
Sheppton, Pa.
7/27
To
a/is
19
71
BORING LOG
DEPTH
FROM-TO
DESCRIPTION OF MATERIAL
Based On Samples Recovered
Plus Observation Of Material
Returned Between Samples
GROUND WATER
DEPTH
HOUR
DATE
SPOON SAMPLE AND CORE DATA
SAMPLE
NUMBER
20
21
22
23
DEPTH
FROM-TO
lf»2'0"-
152 '0"
152 "0"-
162 '0"
162'Dn-
172 '0"
172'0"-
181 TJn
Bottom
Cemente
Used
3D
i "> i\iy
BLOWS
PER FT.
ON
SAMPLES
of ho.
a holt
aalli
iinnrt f
ROCK
cone
RtCOV'D
10 '0'
lO'O"
ID'O"
gi0ii
e 181
with
ns of
DI* 0 h
D=DRY U=UNDISTUR8ED T=TRAP
W=WASH R-ROD C-CORE
CORE RECOV'D — NO. PCS.
REMARKS*
Solid, very hard tn
181'
i
9 bags cement
Dramus (cutting nil)
\
\
PIPE AND CASING LEFT IN HOLE OUTAKCf Html ED DIOF INCH
SIZE
AMOUNT
REASON OIIVC HUMCI lit.
(POOH HUH II HI.
otmc nit INCH
IPOON tin miH
tilt HI coif (IT III*
BLOWS ON CASING
0-1
1 - 2
2- 3;
3 -4
4 -5
5 -6
6-7
7-8
8-9
9-10
10-11
11-12
12-13
13-14
14-15
15-16
16-17
17-18
18-19
19-20
20-21
21-22
22-23
23-24
24-25
25-26
26-27
27-28
28-29
29-30
30-31
31-32 1
32-33
33-34
34-35
35-36
36-37
37-38
33-39
39-40
40-41
41-42
42-43
43-44
44-45
45-46
46-47
47-48
48-49
8O-51
51-52
52-53
53-54
5J-55
55-56 |
56-57 I
57-58 |
58-59
59-50
fiO-RI
61-62
62-63
63-64
64-65
65-66
66-67
67-68
68-69
69-70
70-71
71-72
72-73
73-74
74-75
75-76
76-77
77-78 i
7£±79-
79-80
80-81
81-82
82-83
83-84
84-85
' 8 5- 86 I
86-87
87-88
88-89
89-90
90-9FJ
91-92
92-93
93-94
94-95
95-96
96-97
97-98
98-98
94-100
ON lot
NOTE:
•Clwtlflcatlon of sol) he* been Mde by the driller end h«» not been
checked by e will engineer. Clesslflcition of rock hai been rnede by
the driller end AM not been checked by e geologist.
Ion of tuple, loss of Drill ing
Driller Edward Tomko
Under RoMriu Mention/kind of
or
•t
lock, Cavin
unuiu*' 6round
Helper Ray Ford
Helper
120
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Site Tunnel No. 5 River Hole No. 1 Rig No. 142 SSH
Location of hole East Union Township, Schuylkill County. Pennsylvania
Sprague §
Contractor Henwood ^Driller Ed Tomko :Elev. top of hole
Type $ No. of Pump Myers :No. of Meter Trident :Elev. top of rock
3+4 17395076
Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Depth Elevation
From
110.5
90.5
55.0
23. n
To
126. ^
126. <
126.1
126. I
From
To
Press
Gage
Ibs/
140
140
140
140
Time
start-
ed
10:45
11:15
11:40
12:05
Time
stop-
ped
10:50
11:20
11:45
12:10
Time
min.
5
5
5
5
Water Meter Readings
At
start
of
test
ans?;
8090
8133
8253
At
end
of
test
snsq
8127
8182
8326
Total
gals/of
water
used
4
37
49
73
Gal .or
cu.ft.
per
min
. sn
7.40
9.90
14.60
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
110.5
90 .0
55.0
2z . n
To
126.;
126. J
L26.:
126..
Elevation
From
;
-
To
Gage pressure at test intervals from
Ib.
dropped
Dropped
Droppec
Droppec
Ib.
to 45
140 ps
140 ps
30 psi
Ib.
>si in 2
. in 70
. in 115
in 2 se
Ib.
) sec - B
>ec
sec
•
Ib.
eld at
Remarks
45 psi
Description of operations and general information:
121
-------
30!
Gannett
SPRAGUE 6- KENWOOD, Inc.
SCRANTON, PA.
FOUNDATION TESTING and SOIL SAMPLING
Flemino
SURFACE
ELEVATION
Corddrv & Carpenter LOCATION:
RIG NO. DATE: From
Gap east
of Sheppton
RECORD Site #1 <*0° hole
Sheppton
8/23
To
, Pa.
8/31 19 71
BORING LOG
DEPTH
FROM-TO
O'O"-
29 "0"
29 "O"-
47 '0"
IOD'0"
DESCRIPTION OF MATERIAL
Based On Samples Recovered
Plus ObservationOf Material
Returned Between Samples
Brown fine to coarse
sand & gravel,
cobbles & boulders
Sandy conglomerate
Conglomerate
SPOON SAMPLE AND CORE DATA
SAMPLE
NUMBER
1
2
3
it
5
6
7
8
DEPTH
FROM-TO
Core r
29'0"-
38 '0"
38!D"~
U7'0"-
56'0"
56'D"-
66 'D"
66'D"-
76 'D"
7S!°n~
9^0»"
IDO'O"
Six
(6
Fifty
Five
BLOWS
PER FT.
ON
SAMPLES
jns
ROCK
CORE
RECOV»D
8'8"
9'0"
girjii
10'
10'
D=DRY U=UNDISTURBEO T=TRAP
ft- WASH R-ROD C'CORE
CORE RECOV'D — NO. PCS.
REMARKS *
Broken hard
Broken, hard
iroken, very hard
Broken, very hard
Partlv broken,
very hard
1 Partly broken
S'O" Jvery hard
10'
Solid, very hard
6' Solid, very hard
) NX blood Core Boxes
(50) gallon^ Dramus (cutting oil)
(5) bags Cspsnt \
_ \
\
i
GROUND WATER PIPE AND CASING LETT IN HOLE DISTANCE HAMMER DROP INCH
DCPTH ! HOUR DATE SIZE | AMOUNT
<*2' ! 8/3LV;: ! nore
T 1 \
i J 1
.
~ "
REASON DRIVE HAMMER IBS.
J
.
SPOON HAMMER L8S.
CASING SIZE N* INCH
SPOOK SUE J$£ I1CH
SIZE OF CORE 61 T WA INCH
BLOWS ON CASING
0-1
1 - 2
Z
2- 3\ ~
3 -4
4 -5
5 -6
6-7
7-8
8-9
9-10
10-11
11-12
12-13
13-14
14-15
e-t-
O
kD
15-16 |
16-17
17-18
18-19
19-20
20-21
21-22
22-23 i
_23:24J_
24-25 |
i 51-52
52-53
53-54 1
54-55 1
55-56
!~56-57
i 57-58
58-59
59-60
60-61
61-62
62-63
63-64
1 64-65
65-66
66-67
67-68
68-69_
69-70
170- 71
71-72
72-73
73-74
74-75
75-76
25-26 1 l! 76-77 J _
26-27 I T 77-78 .
27-28 1
2S-29I
29-30 |
30-31 '
_3l.l3?_
32-33 F
35-34 !
34-35 !
35-36
36-37~i
_ 78-79 i .._.
79-80 '
80-81
^81-82
82-83 _
83-84
84_-85_
85-86
-86-67
87-88
;
.37138 J' 8S.-8? j
38-39 li 89-90 .
35-40 j| 90-91
40-41 "" T91-92J
41-42
42-43"
43-44
"44-45 "
'
...
S2-93
93-94
94-95 _
9S-56
45-46 1 96-97
46-47 ' j
47-48 '
50-51 1
i
97-98 _
«-99
- "-•• T
jilCI-103
NOTE: "Classification of soil has been made by the driller and has not been
checked by a soils engineer. Classification of rock has been made by
the driller and has not been checked by a geologist.
" Under Remarks mention kind of Bit. loss of sairple, loss 01 Drilling
••>ster. soft seamy or b"--'**~ F."cK Cavir-g. Cavities, unusual G'C'und
Driller
Helper
Helper
EduiarrJ Tomko^
R. Ford
122
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Gap east ' ~~~
Site of Sheppton River Hole No. - Rig No. 1
Location of hole East Union Township. Site #1 - 40° hole - Schuvlkill Co..Pa.
Sprague §
Contractor Henwood rDriller Ed Tomko :Elev. top of hole
Type £ No. of Pump Myers :No. of Meter Trident :Elev. top of rock
3+4 17395076
Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Denth Elevation
From
75-
50
30
To
100
100
100
From
To
Press.
Gage
Ibs/
100
100
60
Time
start-
ed
9:50
10:10
10:35
Time
stop-
ped
9:55
10:15
10:40
Time
min.
5
5
5
Water Meter Readings
At
start
of
test
8333
8342
8410
At
end
of
test
8336
8358
8482
Total
gals/of
water
used
3
16
72
Gal. or
cu.ft.
per
min
0.6
3.2
14.4
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
75
50
30
To
100
100
100
Elevation
From
To
Gage pressure at test intervals trom
Ib.
Droppec
Droppec
Droppec
Ib.
100 ps
100 ps
60 psi
Ib.
L in 30
L in 15
in 20 s
Ib.
sec
sec
3C
Ib.
Remarks
_
Description of operations and general information:
123
-------
301
H=NWOOD, Inc.
?-r^.-NJW.N, r--- Gap west
FOUNDATION TESTING and SOIL SAMPLING RECORD of ^i**
Gannett
r laming Corodry & Carpenter LOCATION- Shgnpton, r-e.
SIRFACE „ „ g.
ELEVATION RIG NO. DATE: From -/O To 2/--> 19 Ji
BORING LOG
DEPTH
FROM- TO
O'O"-
ZU'O"
2i»'0"-
37'0"
37'D11-
96'0"
SPOON SAMPLE AND CORE DATA
DESCRIPTION OF MATERIAL
Based On Samples Recovered j £
Plus Observation Of Material ^™
Returned Between Samples « =
Brown sand,
8 boulders
oravel
Light gray sandy
conglomerate
Light gray conglom-
erate
GROUND WATER
DEPTH HOUR
l6' 7"
f
DATE
9/15/
DEPTH
FROM -TO
-=DRY L-=^OISTJRSEO T= TfcAP
BLOWS
PER FT V.-WASH R'ROD C-CORE
[ SOCK
ON CO«E
EWPLE5 ! BECOVD
CORE RECOV'D — NO. PCS.
REMARKS *
Core runs
1
•30 'On
3'
1 30 '0"-
2 i 39'0n 9'
39 'On-
3 i WO"
49 '0"-
t* 53'n."
53'0"-
5 63 "0"
63'Q"-
6 66'0"
7
8
9
^iB"-
76'0n-
Rfi'n11
BS'O"
96'0"
Bottoi
(5) N:
10'
(,in»
iio1
J3'
9'
in-
iio1
Broken seamy, hard
Broken, seamy, hard
Broken, very hard
Brnkpn, \I&T\J haTrl
Broken, very hard
Broken, very hard
Solid, very hard
Snl i ri \IPV\/ haTfi
Solid, very hard
n of hole 9^'
< Ulooa Core
(60) jjallon's Drai
(5) 1
5ane cpment
Boxes
ILIS (cuttirki oil)
' \
\
PIPE AND CASING LEFT IN HOLE DISTANCE HUMEI OIDP INCH
SIZE
1
AMOUNT REASON DRIVE HAMKEI LIS.
none
•MTE: "Classification of soil has been stade by the driller and has not be
checked by a soils engineer. Classification of rock has been made
the driller and has not been checked by a geologist.
• JMfr JtoMrics emtion-kind of Bit, loss of sample, loss of Drill if
#mrt soft ss**y or broken Rock, Caving, Cavities, unusual Grounc
feilftr MMitlon*, *tc., at depth encountered.
SrOOK HilMEl IIS.
CAJINt SIZE "X INCH
SrDON SIZE IKCH
SIZE OF COIF flT . ^ INCH
BLOWS ON CASING
0-1 ;'-52 ;
s-z. 2 ;:-;3 :
2-3; "^ E3-54
3 -«j n | 5i-55
1 m h
c. -5
' E -6
6'-T
01
3
' 55-56
56-57
"57-36
7-8 fT 56-59 i
8-91 59-60
9-10 ] ~
10-11
11-1Z
12-13
I3-U
U-15
15-16
16-17
—
' 60-61
61-62
Jl 62-63
'. 63-64
6<-65 .
i 65-66 !
17-18 |
16-19
19-2C
20-21
21-22 !
22-23
23-24
66-67
67-68
_68I69_
69-70
70-71
71-72
72-73 J
73-74
74-75 1
24-25 1 7S-76 1
25-26
26-27
27-28
28-29
29-30
30-31
31-32
i 76-77
32-33
33-34
30-35 1
35-36 |
36-37 j
. 37-38_
38-39
39-40
40-41
41-42
42-43
43-44
44-45
45-46
46-47
47-48
48-49
50-51
77-781
-7JS-7S_.
LJ9-JO
80-81
81-82
..82-B3
1_83-84J
85-86
86-87
87-88
88-89
89-90
—
L
90-9 Q_
91-92
92-93
93-94
94-95
35-55-
96-97
97-98
98-99
99-100
•flQs.101.
HOI- 102
b» Driller Ed Tomko
Helper H. Jones
9
Helper
i
1
/ f
124
-------
REPORT OF WATER PRESSURE TESTING IN CORE DRILL HOLES
Gap west ~~~
Site of Oneida River Hole No. Rig No. 1
Location of hole East Union Township. Schuvlkill County. Site #2. Pa
Sprague $
Contractor Henwood ^Driller Ed Tomko :Elev. top of hole
Type § No. of Pump Myers :No. of Meter Trident :Elev. top of rock
3+4 17395076
Elev. W.S. before test
DATA ON FLOW TEST
PART I
Sec. of hole tested
Deuth F.I evat. i on
From
54
25
To
96
96
From
To
Press.
Gage
Ibs/
100
80
Time
start-
ed
9:25
10:10
Time
stop-
ped
9:30
1C: 15
Time
min.
5
5
Water Meter Readings
At
start
of
test
8484
8490
At
end
of
test
8490
8560
Total
gals/of
water
used
6
70
Gal. or
cu.ft.
per
min
1.2
14.0
HOLDING TEST - MAXIMUM PRESSURE
PART II
Data on Pressure
Sec. of hole tested
Depth
From
54
25
To
96
96
Elevation
From
To
Gage pressure at test
lb.
Pressu:
Pressu:
lb.
•e hold
:e dropj
lb.
at 40 ps!
ed 80 pj
intervals from
lb.
i
i in 25 :
lb.
»ec
Remarks
_
Description of operations and general information:
125
-------
APPENDIX C
REPORT ON LABORATORY TESTS ON
ROCK SAMPLES FROM CATAWISSA
CREEK TUNNELS PROJECT
SUBMITTED
TO
GANNETT FLEMING CORDDRY AND CARPENTER, INC.
BY
GEOTECHNICAL ENGINEERS, INC.
934 MAIN STREET
WINCHESTER, MASSACHUSETTS 01890
AUGUST 31, 1971
126
-------
INTRODUCTION
This report is a summary of the results of laboratory tests on 5 rock
samples taken in connection with the Catawissa Creek Tunnels project. Most
of these results were previously reported by telephone to Mr. Karim
Habibagahi during the course of the testing.
The tests that were performed are:
2 unconfined compression tests, including determination of uni-
axial modulus of deformation and Poisson's ratio
8 - triaxial tests on intact rock
2 direct shear tests on intact rock
(In one of these tests, seven determinations of post-peak
strength were made at various normal stresses; in the other,
four determinations of post-peak strength were made.)
9 - direct shear tests on rock/concrete interfaces (In 6 of these
tests, two determinations of post-peak strength were made, at
different normal stresses.)
3 specific gravity determinations
This testing program was authorized verbally by Mr. Karim Habibagahi
on July 21, 1971.
SAMPLES TESTED
Sample Descriptions
The samples that were tested were taken in the Pottsville Formation.
They comprise:
2 pieces of NX core from Borehole 3, taken between depths 479.0
feet and 483.5 feet and consisting of a gray metaconglomerate in
the upper part and gray siltstone in the lower part.
2 pieces of NX core from Borehole 36A, taken between depths 591
feet and 594 feet and consisting of greenish gray metaconglomerate.
1 chunk sample consisting of white to dark gray metaconglomerate.
(The sampling location is not known.)
Table C-l includes a pef*ologic description of each of the 5 samples.
Our geologic classification of the rock types was made on the basis of
visual inspection alone and without knowledge of the exact location and areal
geology of the site from which the samples were taken. Therefore, the clas-
sification may differ slightly from that which has been made by geologists
who have made detailed petrologic studies of these rocks or who are familiar
with the site.
127
-------
TABLE C-l. DESCRIPTION OF SAMPLES
Borehole
No.
Sample
No.
Type of
Sample
Depth
(feet)
Specimen*
Description
NX core
14" long
479.0-480.2
A,B
oo
NX core
30" long
481.0-483.5
D,E
A,B,C,D,E,
F,and G
Mottled white, light gray, and dark gray meta-
conglomerate. White portion consists of sub-
rounded (with some sub-angular) quartz parti-
cles up to about 1.5 cm maximum size. Light
gray groundmass is fine-grained, has a Moh
hardness of about 5, and contains tiny bio-
fite flakes that are visible under a hand
lens. Dark gray material occurs in very minor
amounts as stringers or irregularly shaped
inclusions, with dimensions ranging from a few
millimeters to a centimeter or more, in the
light gray groundmass, and has a Moh hardness
of about 4.
Sharply defined contact plane at about 40° to
core axis. Rock above contact sample as that
in Specimens A and B; rock below contact same
as that in Specimens D and E.
Same as Sample 1 from Borehole 3. (See de-
scription below).
Dark gray, fine grained siltstone, with faint,
darker-gray lineations at about 35° to core
axis. Ends of sample consist of rough but
approximately plane fracture surfaces at about
35° to core axis. Moh hardness = 4-5.
(Continued)
-------
TABLE C-l. (Continued)
Borehole
No.
Sample
No.
Type of
Sample
Depth
(feet)
Specimen1'
Description
36A
NX core
12" long
59-592
36A
NX core
24" long
Chunk
592-594
K>
to
A,B,C,D, Mottled white, light greenish gray, and dark
and E greenish gray, fine to medium grained meta-
morphic rock. White portion consists of ir-
regularly shaped quartz masses ranging in size
from a millimeter or less up to a centimeter
or more. Light and dark greenish gray portions
are fine to medium grained and have a. Moh
hardness of 5-6.
A,B,C,D, Same as Sample 2 from Borehole 36A (See
E, and F description above).
A,B,C,D, White to dark gray metaconglomerate, consis-
and E ting predominantly of angular to sub-angular
quartz grains, ranging from a few millimeters
to about 1 cm in size, embedded in a black,
fine to medium grained groundmass that has a
Moh hardness of about 6. Well developed
slickensides on the face of chunk marked with
yellow paint, with some graphite on slicken-
side surfaces. Some layering adj acent to the
slickenside surface, but not elsewhere. Some
cracks approximately perpendicular to the
slickensided face.
*See Figure C-l for locations from which individual test specimens (A,B, etc.) were cut from each
sample.
-------
Fig. C-l shows the location within each sample of the specimens that
were prepared for the laboratory tests.
Evidence of Anisotropy
The siltstone from Borehole 3, which comprises the bottom part of
Sample 2 and all of Sample 1, appears to be anisotropic, as indicated by the
fact that the two fracture surfaces in the siltstone at the ends of Sample 1
are parallel and inclined at about 35° to the core axis, and the one fracture
surface in the silstone at the lower end of Sample 2 is inclined at about 35°
to the core axis and is roughly parallel to the contact between the siltstone
and the metaconglomerate that comprises the top half of Sample 2. The con-
tact is inclined at about 40° to the core axis. In addition to the orienta-
tion of the fracture surfaces at the ends of the samples, there are some
faint color lineations inclined at about 35° to the core axis in Sample 1.
There is no apparent indication of anisotropy in the metaconglomerate
that comprises the top half of Sample 2, Borehole 3, or in the metaconglom-
erate that comprises both samples from Borehole 36A.
The chunk sample had well developed slickensides and some graphite on
the face that was marked with yellow paint, and there was a second well
developed lamination less than one inch beneath, and parallel to, the slick-
ensided surface. There were also a number of cracks in the chunk roughly
perpendicular to the slickensided surface. The portion of the chunk from
which the samples were taken showed slight evidence of layering, as indicated
by differences in the sizes of the quartz grains that comprise a significant
part of the chunk sample.
Although we did not perform any laboratory -tests to measure the effects
of anisotropy, it is our opinion that anisotropy was not significant for the
specimens we tested. The presence of the slickensided surface and the graph-
ite on one face of the chunk sample indicates that there may be very signi-
ficant anisotropy of that rock in situ. Also, joints, shear zones, or
chemically altered zones may have a significant effect on the properties of
the rock mass in situ, and are not taken into account by the results of the
laboratory tests on the intact rock specimens.
UNIT WEIGHTS
Table C-2 gives the specific gravities of 3 samples determined in
accordance with ASTM Designation C127-68.
The bulk specific gravity of the siltstone from Borehole 3 is 2.72, a
typical value for this type of rock.
The bulk specific gravities of the greenish gray metaconglomerate from
Borehole 36A and the gray metaconglomerate of the chunk sample (both of which
are rich in quartz) are 2.68 and 2.63, respectively, and these values are
typical for this type of rock.
The small difference between the bulk specific gravity and the apparent
130
-------
o
JJ
Contact between
2 different
rock types; 9"
inclined at
about 45° to
core axis.
U)
-o-
V)
Borehole 3
Sample 2
10 1/2"
o
&
geo
SD
1 3/4"
1 3/4"
•1 3/4"
Borehole 36A
Sample 2
25 1/2"
o
c
o
LJ
V)
•U
•
r— 1
1-1
V)
•-.
X
B
C
0
E
F
G
\
'
^
r
i~
r
**
\
t
4
^Au^
orehole 3
Sample 1
20"
|
\
0
u
to
^
w
3
-------
TABLE C-2. SPECIFIC GRAVITIES
Borehole Sample Specimen Rock
No . No . Type
Bulk*
3 1 G Siltstone 2.72
36A 1 A Greenish- 2.68
gray meta-
conglomerate
Chunk — Gray met a- 2.64
conglomerate
Specific Gravity
Bulk* Apparent*
(Saturated
Surface-Dry
Basis)
2.73 2.76
2.68 2.69
2.64 2.64
*Specific gravities as defined in Sections 5, 6, and 7 of ASTM Designation
C 127-68.
132
-------
specific gravity for each of the three samples indicates that these rocks
have low porosity. (Low porosity, and an absence of significant microcracks,
is also indicated by the shape of the stress- strain curves for the uncon-
fined compression tests on the greenish-gray metacongloraerate from Borehole
36A, as discussed in Section 4 of this report.)
UNCONFINED COMPRESSIVE STRENGTH AND DEFORMATION CONSTANTS
Scope of Testing
One unconfined compression test was performed on the greenish-gray
metaconglomerate from Borehole 36A and one on the gray conglomerate that
comprised the chunk sample. The results are summarized in Table C-3 and the
stress-strain curves are shown in Figs. C-2 and C-3.
Measurements Made for Computing Deformation Constants
For the purpose of computing the modulus of deformation and Poisson's
Ratio, axial and circumferential strains were each measured with a set of
three SR-4 strain gages bonded to the surface of the specimen. The values
of strain measured by the three gages in each set were generally consistent
among themselves, except close to failure when cracking and splitting re-
sulted in some inconsistencies. (It is of interest to note that the stratus
computed from the displacement of the loading crossarm on the testing machine
were roughly twice those measured with the strain gages, probably because of
testing errors such as seating deformation, which confirms the importance of
using strain gages bonded to the specimen when it is desired to measure the
deformation constants accurately.)
Modulus of Deformation and Compressive Strength
The unconfined compressive strengths of the greenish-gray metaconglom-
erate from Borehole 36A and the gray metaconglomerate of the chunk sample
are 25,400 psi and 16,600 psi respectively; the corresponding values of the
secant modulus of deformation at 50% compressive strength are 8.91 x 106 and
5.15 x 106 psi, respectively. The ratio of the modulus of deformation to the
unconfined strength is 350 for the greenish-gray metaconglomerate and 310 for
the gray metaconglomerate. All of these values IOOK reasonable for these
types of rock.
Stress-Strain Curve
The absence of any significant reversal of curvature in the stress-
strain curve at low axial stress for the greenish-gray metaconglomerate from
Borehole 36A (Fig. C-2) indicates that the rock has low porosity and is free
of any significant microcracks.
The stress-strain curve for the gray metaconglomerate of the chunk
sample does have a significant reversal of curvature at low axial stress,
which does indicate significant microcracking. There are three possible
causes of the microcracking: (1) The deformation of the rock mass that pro-
duced the slickensides on the chunk sample; (2) blasting damage, if the
133
-------
TABLE C-3. UNCONFINED COMPRESSION TESTS ON INTACT ROCK
Test No. Ul Test No. U2*
Borehole No. 36A
Sample No. 2 Chunk
Specimen A B
Rock Type Greenish-gray Gray meta-
metaconglomerate conglomerate
Unconfined 25,400 16,600
Compressive Strength
qu (psi)
Strain at Failure 0.0029 0.0028
Secant Modulus 8.91x106 5.15x106
of Deformation
at 50% qu (psi)
Tangent Modulus 9.52xl06 8.33xl06
of Deformation
at 50% qu (psi)
Poisson's Ratio
Secant Value at 50% qu 0.14 0.11
Secant Value at 25% qu 0.12 0.09
Value for Incremental Load 0.20 0.17
at 50% qu
Value for Incremental Load 0.18 0.12
at 25% qu
*No slickensides were apparent in this triaxial specimen, but there was one
crack roughly parallel to the axis of the specimen.
134
-------
C/l
30,000 -•
Poisson's Ratio -
-Poisson's Ratio -
20.000 4-
m
(X
co
V)
H
CO
s 3,910,000 psi
10,000 - E
(secant modulus
50% compr.
strength)
secant value from
start of loading
_ 0
7 0.2
value for
incremental
load
Unconfined Strength
Et = 9520,000 psi
(tangent modulus at 50%
compressive stength)
FIG. C-2
STRESS-STRAIN CURVE
UNCONFINED TEST NO. 1
Borehole 36A Sample 2-A
Project 7132
Catawissa Creek Tunnels
GSOTECHNICAL ENGINEERS, INC
August 19, 1971
___ _ i
"I 'T
.002
AXIAL STRAIN - in./in.
.003
O
0.
-------
30,000 •-
•H
I/I
cx
CO
W
at
H
CO
20,000 -
10000
Poisson's Ratio -
Poisson's Ratio -
value for
incremental load
:E = 5,150,000 psi
(secant modulus
at 507. comprj 1
strength) ' J..
a33QOOO psi
(tangent modulus at
50% compressive
strength)
secant value from
start of loading
Unconfined Strength
q = 16j500 psi
FIG. C-3
STRESS-STRAIN CURVE
UNCONFINED TEST NO. 2
Chunk Sample Specimen B
Project 7132
Catawissa Creek Tunnels
GSOTECHNICAL ENGINEERS, INC
August 19, 1971
(0
c
O
M
CO
^-1
&
.001
.002
AXIAL STRAIN - in./in.
.003
-------
sample was taken from a tunnel that had been excavated by blasting; (3)
stress relief, if the sample was taken from a greater depth.
Both samples failed at less than 0.3% strain, and are thus quite
brittle.
Poisson's Ratio
Two values of Poisson's ratio are plotted as a function of axial strain
in Figs. C-2 and C-3, a secant value and an incremental value. The secant
value is computed by dividing the circumferential strain by the axial strain
at any point during the test; the incremental value is computed by dividing
the change in circumferential strain by the change in axial strain for a
given load increment. The value that should be used in any computations
obviously depends on the initial state of stress in the rock and will vary
with the magnitude of the stress changes being considered.
The secant value of Poisson's ratio for both of the rocks tested in-
creases with increasing axial stress, from values of 0.05 or less at the
start of loading, to about 0.1 at 25% of the compressive strength, to about
0.2 near failure. These results are typical for these types of rock.
TRIAXIAL TESTS ON INTACT ROCK
Scope of Testing
One series of four triaxial tests, at confining pressures of 20, 100,
200, and 400 psi, was performed on the siltstone from Boring 3 and a similar
series was performed on the greenish-gray metaconglomerate from Boring 36A.
Stress-strain curves have not been plotted, because the axial displacements
were measured outside the triaxial chamber and are thus not reliable for com-
puting the strain of specimens that have a high modulus of deformation, as
these rocks do. The results are summarized in Tables C-4 and C-5.
Specimen Preparation
The specimens consisted on NX core, ground and lapped so that the ends
would be plane and perpendicular to the core axis. The lengths of the
specimens ranged from 4.84 to 4.95 inches, except for one specimen which was
only 4.10 inches long.
Peak Compressive Strengths
The peak compressive strengths for the triaxial tests are summarized
in Table C-4. Mohr strength circles for the tests on Sample 1, Borehole 3,
are plotted in Fig. C-4, and for the tests on Sample 1, Borehole 36A, in
Fig. C-5.
Because the range of confining pressures that was used (20 to 400 psi)
is small compared to the unconfined compressive strength (estimated to be of
the order of 4000 psi, for the siltstone in Sample 1, Borehole 3, and 20,000
psi for the greenish-gray metaconglomerate in Sample 1, Borehole 36A) the
137
-------
TABLE C-4. TRIAXIAL TESTS ON INTACT ROCK
Test
No.
TI
T2
T3
T4
T5
H*
00
Borehole
No.
3
3
3
3
36A
Sample
No.
1
1
1
1
1
Specimen
J>
C
D
E
B
Rock Type
Siltstone
Siltstone
Siltstone
Siltstone
Greenish-
gray meta-
conglomerate
Confining
Pressure
(psi)
20
100
200
400
20
Peak
Strength
(psi)
4,141
6,050
5,820
5,120
21,200
Axial
Displace-
ment at
Peak
Strength*
(in.)
.017
.021
.024
.023
.034
Post-
Peak
Strength**
(psi)
414
1,220
2,160
2,160
-0
Axial
Displace-
ment at
Post-Peak
Strength*
(in.)
.106
.150
.094
.152
.083#
T6
T7
36A
36A
Greenish- 100 24,900
gray meta-
conglomerate
Greenish- 200 22,300
gray meta-
conglomerate
.047
.044
55
690
1.15#
0.67##
(Continued)
-------
TABLE C-4. (Continued)
O*
10
Test
No.
T8
Borehole Sample Specimen Rock Type
No. No.
36A 1 E Greenish-
gray meta-
conglomerate
Confining
Pressure
(psi)
400
Peak
Strength
(psi)
23,800
Axial
Displace-
ment at
Peak
Strength*
(in.)
.044
Post-
Peak
Strength**
(psi)
480
Axial
Displace-
ment at
Post-Peak
Strength*
(in.)
0.53##
* Strains were not measured in the triaxial tests by attaching SR-4 strain gages to the specimens. The
displacements recorded in this Table are the changes in the distance between the Table and loading
crossarm of the testing machine. From measurements made during unconfined tests we estimate that
these displacements are at least twice as large as the corresponding changes in length of the rock
specimens at the peak strength.
** Because only a limited displacement can be practically developed along the shear plane in a triaxial
specimen it is not possible to measure the true residual strength (i.e., the strength at which un-
limited displacement can occur.) We do not know of any reliable residual strength determinations
that have been made on rocks harder than clay-shales, and therefore, we would have no basis for
estimating the true residual strength of these specimens, which will probably be lower than the
tabulated "post-peak" strengths.
# Sample shattered badly. Measured post-peak strength is not considered significant.
## Sample shattered, membrane broke before post-peak point was reached. Measured post-peak strength is
not considered significant.
-------
4000
FIG. C-4
MOHR STRENGTH CIRCLES
TRIAXIAL TESTS ON INTACT ROCK
Borehole 3 Sample 1
Project 7132
Catawissa Creek Tunnels
GEOTECHNICAL ENGINEERS, INC.
August 19, 1971
w
Ck.
CO
1
H
en
33
CO
2000 -•
2000
4000
NORMAL STRESS - psi
6000
-------
20000
w
a
co
CO
w
X
CO
15000
10000
5000
Note: All samples shattered when
peak strength was reached,
! and in T-7 and T-8 membrane
broke. Therefore, post-peak
strengths have little, if any,
significance.
' FIG. C-5 •' i
MOHR STRENGTH CIRCLES
TRIAXIAL TESTS ON INTACT ROCK
Borehole 36A Sample 1
Project 7132
Catawissa Creek Tunnels
GEOTECHNICAL .ENGINEERS,: INC.
August 19, 1971
Peak Strengths
T-6
•T-5
! ^-Post-Peak Strengths ((See FIG. 6
5000
10000
15000
20000
25000
30000
NORMAL STRESS - psi
-------
natural scatter of results due to nonhomogeneity of the rock completely masks
the effect of the confining pressure on the strength. Therefore, no attempt
has been made to draw Mohr strength envelopes for the peak-strength circles
in Figs. C-4 and C-5.
Post-Peak Compressive Strengths
An attempt was made to measure the strengths of the triaxial specimens
after failure had occurred. These strengths are referred to as "post-peak"
strengths rather than "residual" strengths, because we believe that the
strains that can be developed in the triaxial specimens are too small to get
down to the true residual strengths. (Tests performed by Dr. LaGatta, of
our firm, indicate that the strains required to reach the true residual
strength for shale are orders of magnitude larger than those that can be de-
veloped in direct shear or triaxial tests. His tests were performed in a
ring-shear apparatus. We do not know of any tests that have been performed
to measure the true residual strengths of rocks other than shales.)
In Table C-4, the axial displacements measured outside the triaxial
chamber are tabulated corresponding to the peak strength and to the recorded
value of post-peak strength. The displacements at the post-peak strength are
of the order of 5 to 10 times the displacements at the peak strength. If it
were practicable to produce still larger displacements, the post-peak
strengths might become smaller than the tabulated values. Also, most of the
samples of greenish-gray metaconglomerate from Borehole 36A shattered badly
when they failed and hence did not produce the more-or-less regular failure
plane that would be required to measure the residual strength.
It is our opinion, based on our knowledge of the strength along joint
surfaces in similar rocks, that the post-peak strengths for the siltstone are
considerably larger than the residual strength that might be developed at
larger displacement along a more-or-less planar surface. For the greenish-
gray metaconglomerate from Borehole 36A, the postApeak strengths plotted on
Fig. C-5, and to an enlarged scale on Fig. C-6, show so much scatter that it
is impossible to draw any conclusions about the post-peak strength of that
rock.
It is our opinion that the values of post-peak strength measured in the
triaxial tests should not be used for design purposes. (The values of post-
peak strength measured in the direct-shear apparatus for the siltstone appear
to be more consistent with the strengths measured on joint surfaces for sim-
ilar rocks, although even they are probably not down to the true residual
strength.)
DIRECT SHEAR TESTS ON INTACT ROCK
Scope of Testing
One direct-shear test was performed to measure the peak shear strength
of the siltstone from Borehole 3, at a normal stress of 300 psi; post-peak
strengths were measured at normal stresses of 80, 140, 300, and 500 psi.
One direct shear test was performed on the specimen from Sample 2,
142
-------
w
D.
£ 600
to
erf
I
w 400
200
Note: All samples shattered when
i peak strength was reached,
and in T-7 and T-8 membrane
broke. Therefore, post-peak
strengths have little, if any,
: significance.
FIG. C-6
MOHR STRENGTH CIRCLES
TRIAXIAL TESTS ON INTACT ROCK
Borehole 36A Sample 1
Project 7132
Catawissa Creek Tunnels
GEOTECHNICAL ENGINEERS, INC.
August 19, 1971
Post-Peak Strengths
-T-7
•T-8
200
400
600 800 1000
NORMAL STRESS - psi
-------
Borehole 3, that contained the contact between siltstone and metaconglomerate.
The specimen was oriented in the direct shear apparatus so that the plane of
the contact coincided with the plane midway between the two halves of the
shear box. The peak strength was measured at a normal stress of 251 psi, and
post-peak strengths were measured at normal stresses of 67-, 117, 251, and 418
psi.
The results are summarized in Table C-5 and Figs. C-7 and C-8.
Peak Strength
The peak compressive strength measured at a single normal stress for
each of the two specimens is given in Table C-5.
For Test DS-8 (on the contact between siltstone and metaconglomerate)
failure occurred entirely through the siltstone rather than at the contact
itself.
The peak strengths from the two tests, both representing failure through
the siltstone, lie slightly above the Mohr peak-strength circles for triaxial
tests on the siltstone from Borehole 3 (see Fig. C-4).
Post-Peak Strength
Measurements of post-peak strength, as defined in Section 5.4 of this
report for the triaxial tests, were also made during these two direct shear
tests on intact rock. The results are summarized in Table C-5 and plotted on
Figs. C-7 and C-8. The displacements at the peak strength are generally too
small to be measured with any confidence that they are representative of the
physical behavior of the rock in the shear zone. The displacements at which
the post-peak strengths were measured are recorded in Table C-5. These post-
peak strengths are probably higher than the true residual strength.
The post-peak strengths of the siltstone, plotted in Fig. C-7, were
measured by continuing the displacement and altering the normal stresses. At
normal stresses of 80 and 140 psi there were two determinations of post-peak
strength, the second one, which was lower than the first, corresponding to a
larger displacement and hence probably closer to the true residual strength.
The post-peak strengths for Test DS-8 plotted in Fig. C-8 define a
straight line through the origin inclined at 27°.
The reason for the break in the slope of the post-peak strength line in
Fig. C-7 is not clear. Since both Fig. C-7 and Fig. C-8 correspond to failure
through the siltstone, it would be conservative to use the lower post-peak
strengths of Fig. C-8 for analyzing sliding along a plane fracture surface in
the siltstone.
DIRECT SHEAR TESTS CONCRETE/ROCK INTERFACE
Preparation of Specimens
144
-------
TABLE C-5. DIRECT SHEAR TESTS ON INTACT ROCK
tn
Test Borehole Sample Specimen Rock Type Normal
No. No. No. Stress
(psi)
DS-4 3 1 B Siltstone 300
B Siltstone 80
B Siltstone 140
B Siltstone 500
B Siltstone 300
B Siltstone 140
B Siltstone 80
t
Peak Post-
Shear Peak
Stress Shear
Stress
(psi)
(psi)
1,500 332
152
171
343
221
137
84
Shear
Displace-
ment at
Post-Peak
Shear
Stress
(in.)
0.118
0.137
0.169
0.204
0.222
0.245
0.266
Remarks
All tests were performed
on a single specimen. The
displacement of one half
of the shear box with re-
spect to the other was in
one direction only, i.e.,
the shear box was not
moved back to its origi-
nal position for each
successive determination
of values of post-peak
strength. At the end of
the test, an attempt was
made to bring the shear
box back to its initial
position for the purpose
of measuring additional
values of post -peak
stress, but the sliding
surface was very irregu-
lar and it was covered
with crushed material,
which made it impractical
to perform additional
shear cycles.
(Continued)
-------
TABLE C-5. (Continued)
test Borehole Sample Specimen Rock Type Normal Peak Post-
No. No. No. Stress Shear Peak
Stress Shear
(psi) Stress
(psi)
(psi)
DS-8 3 2 C Contact 251 1,775 140
C between 418 209
C siltstone 117 --- 68
C and gray 67 41
conglom-
erate
Shear
Displace-
ment at
Post -Peak
Shear
Stress
(in.)
0.091
0.189
0.300
0.352
Remarks
This specimen contained a
plane contact face (which
was inclined at about 40°
to the core axis) . The
specimen was placed in
the direct -shear apparat-
us so that the contact
plane coincided with the
shear plane between the
two halves of the shear
box. The intact specimen
did not fail along the
contact plane; it failed
along a surface in the
siltstone a few hundreds
of an inch away from the
contact between the silt-
s/tone and the metacon-
glomerate. Procedure for
measuring post -peak
strengths was the same as
described above for DS-4.
-------
1500
Peak Strength of Intact Specimen
Post-Peak Strengths
FIG. C-7
STRENGTH ENVELOPE
DIRECT SHEAR TEST ON'INTACT ROCK - DS 4
Borehole 3 Sample 1
Project 7132
Catawtssa Creek Tunnels
GEOTECHNICAL ENGINEERS, INC.
August 19, 1971
200
300
400 500
NORMAL STRESS
- pst
-------
1300
Peak Strength of Intact Specimen
1
1700 J-
1600
53 1500
00
a
55
300 T
200 "
100
Note: Specimen represents interface between
siltstone and metaconglomerate. Failure
occurred through siltstone rather than
on contact plane.
Post-Peak Strengths
FIG. C-8
STRENGTH ENVELOPE
DIRECT SHEAR TEST ON INTACT ROCK - DS 8
Borehole 3 Sample 2 Specimen C
Project 7132
Catawissa Creek Tunnels
GEOTECHNICAL ENGINEERS, INC.
August 19, 1971
NORMAL STRESS - psi
-------
The specimens prepared from Sample 2, Borehole 36A, consisted of pieces
of NX core. The end of each specimen was cut with a diamond saw, but was not
otherwise ground or polished. The sawed surface was relatively smooth. Con-
crete was poured directly against the sawed surface in a mold having the same
diameter as the NX core, and was allowed to cure for 6 days before the direct
shear test was performed. The composite specimen was placed in the shear box
such that the concrete/rock interface coincided with the plane midway between
the two halves of the shear box.
The test specimens. from the chunk sample were prepared in the same way.
The cores taken from the chunk sample were of smaller diameter than NX core,
however, ranging from 1.49 to 1.68 inches.
The concrete was made of a mixture of approximately 3.4 parts gravel,4.5
parts sand, 2.5 parts cement, and 1 part water, by weight. Table C-7 gives
the compressive strengths of 3 concrete specimens that were made from each of
the 4 batches used for making the direct shear specimens. These strengths
were measured after a 6-day cure, the same length of cure used for the con-
crete poured against the rock face for the direct shear specimens. The aver-
age strength of 3 of the batches is in the range 2000 to 2500 psi; the fourth
batch had a strength of about 3500 psi. The interface strengths for the two
tests performed using the 3500-psi concrete (DS9 and DS10) do not appear to
be affected significantly by the different concrete strength.
Peak Strengths
The strength data are summarized in Table C-6 and the shear strengths
are plotted against normal stress in Figs. C-9 and C-10.
In all cases, the failure took place along the interface, with no dam-
age other than surface scratching on either the rock or the concrete. (Since
the rock strength is much higher than the concrete strength, it is quite
probable that the concrete would have been more extensively damaged if the
rock surface at the interface were rougher than it was for these specimens.)
The peak strengths plotted in Fig. C-9 are consistent with those plot-
ted in Fig. C-10. Two of the peak strengths for Tests DS-6 and DS-7) were not
plotted because they were very low — in fact, close to the post-peak
strengths. It is believed that the rock/concrete bond at the interface had
been damaged during setup in these two tests.
Post-Peak Strengths
The post-peak strengths plotted in Fig. C-9 are consistent with those
plotted in Fig. C-10. A straight line envelope through the origin and in-
clined at 20° appears to be a good lower bound for all the post-peak values
for the rock/concrete interface. This value should be quite conservative
since the rock surface against which the concrete was cast is much smoother
than the rock surface that would result from blasting in the field.
149
-------
TABU: C-t>. PIRHCT SUF.AR TESTS ON CONCRIiTH/ROCK INTI-KFACli
Test Borehole Sample Specimen Rock Type Concrete Normal
No. No. No. Batch Stress
(psi)
DS-1 36A 2 B Greenish- 1
gray meta-
conglomerate
^ DS-2 36A 2 C Greenish- 1 140
in gray meta-
° conglomerate
36A 2 C Greenish- 1 300
gray meta-
congloraerate
DS-3 36A 2 D Greenish- 1 300
gray meta-
conglomerate
36A 2 D Greenish- 1 500
gray meta-
conglomerate
Peak Post- Shear
Shear Peak Displace-
Stress Shear ment at
Remarks
Stress Post -Peak
(psi) Shear
(psi) Stress
(in.)
— — — .. __ _ — ..
(See 55 0.060
remarks)
107 0.094
550 137 0.079
176 0.260
Due to testing error, the
men was broken in tension
concrete/rock interface. A
batch of concrete was cast
against the rock face, and
test was repeated as Test
DS-9 (see below) .
Measured value of was
speci-
at the
new
the
No.
290
psi, but this value is wrong be-
cause of testing error.
(See also Tests DS-9 and DS-10 which were performed on Sample 2, Borehole 36A).
(Continued)
-------
TABLE C-6. (Continued)
Test
No.
DS-5
DS-6
DS-6
DS-7
Borehole Sample Specimen Rock Type Concrete
No. No. Batch
— Chunk D Gray met a- 2
conglomerate
D Gray met a- 2
conglomerate
Chunk E Gray meta- 2
conglomerate
Chunk E Gray meta- 2
conglomerate
Chunk C Gray meta- 2
conglomerate
C Gray meta- 2
conglomerate
Normal Peak Post-
Stress Shear Peak
Stress Shear
(psi) Stress
(psi)
(psi)
1,035 1,371 381
620 --- 300
606 402 276
283 --- 116
129 124 53
246 --- 107
Shear Remarks
Displace-
ment at
Post-Peak
Shear
Stress
(in.)
0.218
0.395
0.091 Measured value of peak strength
too low because of poor contact
between loading platen and shear
box. Value not plotted. Alter-
nate test performed at normal
stress of 300 psi (see DS-12).
0.410
0.141 Measured value of peak strength
too low because of poor contact
between loading platen and shear
box. Value not plotted. Alter-
nate test performed at norm.nl
stress of 80 psi (see US- 13).
0.357
(Sec also Tests DS-12 and DS-13 which were performed on the Chunk sample.)
(Continued)
-------
TABLE C-6. (Continued)
Test Borehole Sample Specimen Rock Type
No. No. No.
Concrete Normal Peak Post-
Batch Stress Shear Peak
Stress Shear
(psi)
(psi)
(psi)
Shear
Displace-
ment at
Stress Post-Peak
Shear
Stress
(in.)
Remarks
in
tsj
DS-9 36A 2 B
DS-10 36A 2 C
DS-11 -- Chunk D
DS-12 -- Chunk E
DS-13 — Chunk C
Chunk C
Greenish- 3
gray meta-
conglomerate
Greenish- 3
gray meta-
conglomerate
Gray met a- 4
conglomerate
Gray met a- 4
conglomerate
Gray met a- 4
conglomerate
Gray meta- 4
conglomerate
80 425 SO
140 615 74
— — — — Sample was broken apart at the
concrete/rock interface during
the test setup.
300 754 197
80 615 48
140 --- 69
*Because of the limited displacement that can be developed in a single continuous motion in the direct shear device, it is
not possible to measure the true residual strength (i.e., the strength at which unlimited displacement can occur.) We do
not know of any reliable residual-strength determinations that have been made on rocks harder than clay-shales or on
rock/concrete interfaces, and therefore we would have no basis for estimating the true residual strengths of these speci-
mens, which are probably lower than the measured "post-peak" strengths.
-------
Batch
No.
TABLE C-7. CONCRETE STRENGTHS
Curing
Time
(days)
Measured
Compressive
Strengths
(psi)
Tests
2,250
3,410
2,010
2,520
2,280
2,500
3,420
3,730
3,590
1,940
2,210
2,100
DS-1, DS-2, DS-3
DS-5, DS-6, DS-7
DS-9, DS-10
DS-11, DS-12, DS-13
153
-------
VI
700
600
.H 500 I
-------
in
ui
1400 •
1200
•H 1000
£<
as
| 800
erf
H
60°
A
Peak Strengths
A
. A
to
400 •
200 T
FIG. C-10
Post-Peak SHEAR STRENGTHS
Strengths DIRECT SHEAR TESTS
CONCRETE/ROCK INTERFACE
Chunk Sample
Project 7132
Catawissa Creek Tunnels
GEOTECHNICAL ENGINEERS, INC
August 19, 1971
200
400
600
300
1000 1200
NORMAL STRESS - psi
-------
APPENDIX D
CHEMICAL TESTING OF TUNNEL ROCK
TABLE D-l. CHEMICAL TESTING OF SHALE (TUNNEL NO. 2)
Date
5% Sulfuric
First Cycle
Second Cycle (5)
Last Cycle (6)
1% Sulfuric
First Cycle
Last Cycle (6)
AMD
First Cycle ,
Second Cycle (6)
Third Cycle (6)
Last Cycle
Start
8/13/71
8/20/71
9/10/71
8/13/71
9/27/71
8/13/71
9/27/71
10/15/71
11/15/71
Stop
8/16/71
8/23/71
9/13/71
9/13/71
10/11/71
9/13/71
10/11/71
11/11/72
num
Elapsed
Time-
Days
2.63
2.75
2.67
30.7
13.7
30.7
13.7
26.7
60.7
Solution
Temp.
"C
86-91
86-90
84
Room
- Room
Room
Room
Room
Room
PH
Start
0.64
0.5
0.4
1.2
1.3
3.5
4.9
4.9
5.2
Stop
0.4
0.4
0.6
1.3
1.6
4.9
4.9
5.2
5.5
' Al-mg/1 (ID
Start
0.40
1.9
2,166
0.62
652
9.2
0.43
0.19
<0.02
Stop
29
2,166
2,500
652
780
0.43
0.19
<0.02
<0.02
(Continued)
156
-------
TABLE D-l. (Continued)
tn
Rock Sample
Date
5% Sulfuric
First Cycle
Second Cycle (5)
Last Cycle (6)
1% Sulfuric
First Cycle
Last Cycle (6)
AMD
First Cycle
Second Cycle (6)
Third Cycle (6)
Last Cycle
Start
8/13/71
8/20/71
9/10/71
8/13/71
9/27/71
8/13/71
9/27/71
10/15/71
11/15/71
Stop
8/16/71
8/23/71
9/13/71
9/13/71
10/11/71
9/13/71
10/11/71
11/11/71
1/14/72
Weight
Start
grams
101.807
97.645
94.880
90.208
88.276
101.041
101.088
101.009
101.001
Stop
grams
97.645
94.880
93.106
89.276
88.778
101.088
101.009
101.001
100.974
Weight Loss
Total
grams %
4.162
2.765
1.774
0.932
0.498
0.048
0.079
0.008
0.027
4.09
2.83
1.87
1.03
0.565
(3) --
0.0781
0.00792
0.0268
Per
grams
1.58
1.005
0.664
0.0304
0.0364
—
0.00576
0.0003
0.00044
Day
%
1.56
1.03
0.70
0.0337
0.0413
--
0.0057
0.000297
0.00044
(Continued)
-------
TABLE D-l. Continued)
t/l
00
Rock Sample
Suspended Weight Loss (2) Dissolved Weight Loss.
Total Per Day Total
5% Sulfuric
First Cycle
Second Cycle (5)
Last Cycle (6)
1% Sulfuric
First Cycle
Last Cycle (6)
AMD
First Cycle
Second Cycle (6)
Third Cycle (6)
Last Cycle
grains
0.0154
0.258
0.018
0.0
0.007
0.0(4)
0.0(4)
0.0(4)
0.0093
% grams % grains
0.015 0.006 0.006 4.147
0.26 0.093 0.095 2.507
0.02 0.007 0.007 1.756
0.932
0.008 0.0005 0.0006 0.491
--
0.0 0.0 0.0 0.079
0.0 0.0 0.0 0.008
0.0093 0.00015 0.00015 0.0177
%
4.075
2.57
1.85
1.03
0.557
—
0.0781
0.00792
0.0175
Per
grams
1.574
0.912
0.657
0.0304
0.359
—
0.00576
0.003
0.00029
Day
%
1.554
0.035
0.693
0.0337
0.0407
--
0.0057
0.000297
0.00029
(1) In supernatant; there was some evaporation, particularly of AMD
(2) By filtration
(3) Gain
(4) Visual observation
(5) Fresh H2S04
(6) Same solution as prior cycle
-------
TABLE D~2. CHEMICAL TESTING OF CONGLOMERATE (TUNNEL NO. 2)
tn
Date
5% Sulfuric
First Cycle
Second Cycle (5)
Last Cycle- (6)
1% Sulfuric
First Cycle
Last Cycle (6)
AMD
First Cycle
Second Cycle (6)
Third Cycle (6)
Last Cycle
Start
8/13/71
8/20/71
9/10/71
8/13/71
9/27/71
8/13/71
9/27/71
10/15/71
11/15/71
Stop
8/16/71
8/23/71
9/13/71
9/13/71
10/11/71
9/13/71
10/11/71
11/11/71
1/14/72
Elapsed
Time-
Days
2.63
2.75
2.67
30.7
13.7
30.7
13.7
26.7
60.7
Solution
Temp.
°C
82-91
84-85
83
Room
Room
Room
Room
Room
Room
PH
Start
0.64
0.5
0.4
1.2
1.3
3.5
7.4
7.4
7.5
Stop
0.40
0.4
0.7
1.3
1.4
7.4
7.4
7.5
7.6
Al-mg/1 (1)
Start
0.40
1.9
604
0.62
207.6
9.2
0.41
0.12
<0.02
Stop
53.25
604
111
207.6
268.6
0.41
0.12
<0.02
<0.02
(Continued)
-------
TABLE D-2. (Continued)
Rock Sample
Date
Start
Stop
Weight
Start
grams
5%
1%
AMD
Sulfuric
First Cycle
Second Cycle (5)
Last Cycle (6)
Sulfuric
First Cycle
Last Cycle (6)
First Cycle
Second Cycle (6)
Third Cycle (6)
Last Cycle
8/13/71
8/20/71
9/10/71
8/13/71
9/27/71
8/13/71
9/27/71
10/15/71
11/15/71
8/16/71
8/23/71
9/13/71
9/13/71
10/11/71
9/13/71
10/11/71
11/11/71
1/14/72
100
97.
95.
100
98.
9-S.
98.
98.
98.
.109
795
205
.447
904
223
230
171
148
Stop
grams
97.795
95.205
93.259
98.904
97.223
98.230
98.171
98.148
98.127
Weight Loss
Total
grams
2.314
2.590
1.946
1.543
1.681
0.007(3)
0.059
0.023
0.021
Per Day
% grams %
2.32
2.65
2.04
1.54
1.70
—
0.06
0.023
0.021
0.
0.
0.
0.
0.
-
0.
0.
0.
88
94
73
05
12
-
0043
00086
00035
0.88
0.96
0.76
0.05
0.12
--
0.0044
0.00088
0.00035
(Continued)
-------
TABLE D-2. (Continued]
Rock Sample
Suspended Weight Loss (2)
Total
5%
1%
Sulfuric
First Cycle
Second Cycle (5)
Last Cycle (6)
Sulfuric
First Cycle
Last Cycle (6)
AMD
First Cycle
Second Cycle (6)
Third Cycle (6)
Last Cycle
grams
0.967
1.804
1.325
1.025
1.423
0.0 (4)
0.0 (4)
0.0 (4)
0.0143
%
0.97
1.84
1.39
1.02
1.44
--
0.0
0.0
0.014
Per Day
grams
0.368
0.655
0.496
0.033
0.104
—
0.0
0.0
0.00024
%
0.37
0.67
0.52
0.033
0.10
--
0.0
0.0
0.00024
Dissolved Weight Loss
Total
grams
1.347
0.786
0.621
0.518
0.258
--
0.059
0.023
0.0067
Per
Day
% grams %
1.35
0.81
0.65
0.52
0.26
—
0.06
0.023
0.007
0.
0.
0.
0.
0.
-
0.
0.
0.
512
285
232
017
019
-
0043
00086
00011
0.
0.
0.
0.
0.
-
0.
0.
0.
51
29
24
017
02
-
0044
00088
00011
(1) In supernatant; there was some evaporation, particularly of AMD
(2) By filtration
(3) Gain
(4) Visual observation
(5) Fresh H2S04
(6) Same solution as prior cycle
-------
TABLE D-3. CHEMICAL TESTING OF CONGLOMERATE (TUNNEL NO.5)
to
Date
5% Sulfuric
First Cycle
Second Cycle (5)
Last Cycle (6)
1% Sulfuric
First Cycle
Last Cycle (6)
AMD
First Cycle
Second Cycle (6)
Third Cycle (6)
Last Cycle
Start
8/13/71
8/20/71
9/10/71
8/13/71
9/27/71
8/13/71
9/27/71
10/15/71
11/15/71
Stop
8/16/71
8/23/71
9/13/71
9/13/71
10/11/71
9/13/71
10/11/71
11/11/71
1/14/72
Elapsed
Time-
Days
2.63
2.75
2.67
30.7
13.7
30.7
13.7
26.7
60.7
Solution
Temp.
°C
85-90
86-88
83
Room
Room
Room
Room
Room
Room
pH
Start
0.64
0.5
0.4
1.2
1.1
3.5
3.2
3.3
3.3
Stop
0.42
0.4
0.5
1.1
1.1
3.2
3.3
3.3
3.3
Al-mg/1 (1)
Start
0.40
1.9
254
0.62
192.6
9.2
22
20
40.4
Stop
42
254
255
192.6
242.6
22
20
40.4
45.1
(Continued)
-------
TABLE D-3. (Continued)
O4
Rock Sample
Date
5% Sulfuric
First Cycle
Second Cycle (5)
Last Cycle (6)
1% Sulfuric
First Cycle
Last Cycle (6)
AMD
First Cycle
Second Cycle (6)
Third Cycle (6)
Last Cycle
Start
8/13/71
8/20/71
9/10/71
8/13/71
9/27/71
8/13/71
9/27/71
10/15/71
11/15/71
Stop
8/16/71
8/23/71
9/13/71
9/13/71
10/11/71
9/13/71
10/11/71
11/11/71
1/14/72
Weight
Start
grams
88.187
87.695
87.496
103.951
103.791
102.287
102.275
102.261
102.251
Stop
Weight
Loss
Total
grams
87.
87.
87.
103
103
102
102
102
102
695
496
333
.791
.692
.275
.261
.251
.245
grams
0.492
0.199
0.163
0.160
0.099
0.012
0.014
0.010
0.006
Per Day
% grams %
0.558
0.227
0.186
0.154
0.0955
0.0117
0.0137
0.00977
0.00587
0.
0.
0.
0.
0.
0.
0.
0.
0.
187
0724
061
00521
00723
000391
00102
000374
000099
0.212
0.
0.
0.
0.
0.
0.
0.
0.
0825
0697
00501
00697
000381
000997
000366
000097
(Continued)
-------
TABLE D-5. (Continued)
Rock Sample
Suspended Weight Loss (2) Dissolved Weight Loss
5% Sulfuric
First Cycle
Second Cycle (5)
Last Cycle (6)
1% Sulfuric
First Cycle
Last Cycle (6)
AMD
First Cycle
Second Cycle (6)
Third Cycle (6)
Last Cycle
Total
grams %
0.024 0.027
0.023 0.026
0.055 0.063
0.0
0.0037 0.0036
0.0 (4)
0.0 (4)
0.0 (4)
0.0076 0.00744
Per Day Total
grams % grams
0.009 0.010 0.468
0.0084 0.0095 0.176
0.021 0.0235 0.108
0.160
0.00027 0.00026 0.0953
0.012
0.014
0.010
0.000125 0.000122
%
0.531
0.201
0.123
0.154
0.0919
0.0117
0.0137
0.00977
Per
grams
0.178
0.064
0.040
0.00521
0.00696
0.000391
0.00102
0.000374
Day
%
0.202
0.073
0.0462
0.00501
0.00671
0.000381
0.000997
0.000366
(1) In supernatant; there was some evaporation, particularly of AMD
(2) By filtration
(3) Gain
(4) Visual observation
(5) Fresh H2S04
(6) Same solution as prior cycle
-------
TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
1. REPORT NO.
EPA-600/7-77-124
3. RECIPIENT'S ACCESSION-NO.
4. TITLE AND SUBTITLE
CATAWISSA CREEK MINE DRAINAGE ABATEMENT PROJECT
5. REPORT DATE
November 1977 issuing date
6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S) "
A. F. Miorin, R. S. Klingensmith, F. J. Knight,
R. H. Hftizer. .T. R
8. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Gannett Fleming Corddry and Carpenter, Inc.
Harrisburg, Pennsylvania 17105
10. PROGRAM ELEMENT NO.
EHE 623
11. CONTRACT/GRANT NO.
Grant No. 14010 DSD
12. SPONSORING AGENCY NAME AND ADDRESS
Industrial Environmental Research Laboratory
Office of Research and Development
U. S. Environmental Protection Agency
Cincinnati, Ohio 45268
Gin., OH
13. TYPE OF REPORT AND PERIOD COVERED
Final-Jan.1969-August 1975
14. SPONSORING AGENCY CODE
EPA/ORD/12
15. SUPPLEMENTARY NOTES
Project supported in part by Commonwealth of Pennsylvania, Department of
Environmental Resources, Harrisburg, Pennsylvania.
16. ABSTRACT
The objective of this study was to determine the feasibility of flooding under-
ground coal mine workings in an isolated basin of coal, thereby restoring or partially
restoring the groundwater table in the basin and reducing the production of acid mine
drainage. Flooding the mined seams would prevent atmospheric oxygen contact with the
acid-forming materials, thus breaking the chain of chemical reactions in the formation
of acid mine drainage. To enable this determination, a relatively small discrete
basin of coal in east central Pennsylvania at Sheppton was selected.
As the first step, the watershed's streambed was relocated to prevent streamflow
from passing into, and emitting from, the mined basin. Approximately 518 meters of
streambed was reconstructed at a cost of $58.94 per meter, eliminating 0.253 m3/s of
water from entering the underground mine workings. Even though the mine sealing was
deemed to have much merit, it was cancelled because of its high costs after plans
and specifications for sealing the three tunnels were prepared and bids were taken for
sealing one water-level tunnel. Bid cost for constructing the one seal was in excess
of $600,000.
7.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.IDENTIFIERS/OPEN ENDED TERMS
c. cos AT I Field/Group
Anthracite
Coal Mines
Pollution
Underground Mining
Abatement
Pennsylvania
Acid Mine Drainage
Catawissa
Cost
Mine Sealing
Streambed Relocation
8G
81
13B
8. DISTRIBUTION STATEMENT
RELEASE TO PUBLIC
19. SECURITY CLASS (ThisReport)
UNCLASSIFIED
173
20. SECURITY CLASS (Thispage)
UNCLASSIFIED
22. PRICE
EPA Form 2220-1 (9-73)
165
4 US. WKHMIWT PRIHIIIIS OffBfc 1977— 757-140/6599
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