United States Office of j
Environmental Protection ResearcH and Development
Agency Washington, DC 20460
EPA/625/3-76/006b
October 1976
PxEPA
Erosion and
Sediment Control
Surface Mining in the
Eastern U.S.
Volume 2: Design
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EPA-625/3-76-006
EROSION AND SEDIMENT CONTROL
!
i
I Surface Mining in
i the Eastern U.S.
I
i Design
ENVIRONMENTAL PROTECTION AGENCY « Technology Transfer
October 1976
Printed on Recycled Paper
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NOTICE
The mention of trade names of commercial products in this publication is
for illustration purposes, and does not constitute endorsement or recommenda-
tion for use by the U.S. Environmental Protection Agency.
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CONTENTS
j Page
Section I. Design and Construction Considerations for Selected Control Structures .... 1
Diversion Structures ( i
Sediment Traps . . . . ' \ 9
Straw Bale Dike J 13
Downdrain Structures j 13
Level Spreader j 21
Grassed Waterway J . ; . . 23
Outlet Protection : 34
Riprap j 41
Check Dam j 51
Sediment Basin ..,.....'.............; 51
Design Example . . . . . . . . . . . . j . . . . ,'..'.'. . . ...... . . . 72
Section II. Erosion Control Products and Materials 81
Chemical Binders and Tacks j 81
Mulches j 82
Other Stabilization Materials j 87
Comparative Costs of Erosion Control Materials 87
Product Information I . 88
Section III. Sample Erosion and Sediment Control Plan 91
Background Information i 91
Schedule of Activities gg
Mining Operations 102
Mine Abandonment { 104
Drainage Area Computation for Proposed pulvert Installation 104
i
Section IV. Selected State Mining Laws and Reclamation Information 115
LIST OF FIGURES
1-1. Diversion dike
1-2. Diversion (perimeter) swale
1-3. Diversion
1-4. Earth outlet sediment trap
1-5. Pipe outlet sediment trap .
1-6. Stone outlet sediment trap
1-7. Straw bale dike
1-8. Paved chute or flume . . .
1-9. Pipe slope drain (rigid) . .
1-10. Pipe slope drain (flexible)
Page
3
5
7
11
12
14
15
17
19
20
111
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LIST OF FIGURES (Continued)
Page
1-11. Level spreader 22
1-12. Grassed waterway 24
1-13. Grassed waterway with stone center . • 25
1-14. Manning's n related to velocity, hydraulic radius, and vegetal retardance 31
1-15. Design of outlet protection—minimum tailwater condition 37
1-16. Design of outlet protection—maximum tailwater condition 38
1-17. Manning's n for riprap-lined channels . . . 42
1-18. P/r for trapezoidal channels . . . . 45
1-19. Median riprap diameter for straight trapezoidal channels 46
1-20. Riprap size correction factor for flow in channel bends . . 48
1-21. Maximum riprap side slope with respect to riprap size 48
1-22. Median riprap diameter for straight triangular channels 49
1-23. Pipe spillway 56
1-24. Concentric trash rack and anti-vortex device 57
1-25. Anti-seep collar design 58
1-26. Pipe length in saturated zone 60
1-27. Anti-seep collars—number and size • • • : • • -61
1-28. Details of corrugated metal anti-seep collar 62
1-29. Details of helical pipe anti-seep collar 63
1-30. Design data for earth spillways 64
1-31. Dewatering sediment basin with subsurface drain 66
1-32. Methods of dewatering sediment basin detention pools 67
1-33. Sediment basin baffles 70
1-34. Dam site plan view 73
1-35. Sediment basin profile 74
1-36. Principal and emergency spillway details 75
III-l. Location of proposed mining area '........ 92
III-2. Map of proposed stripmining operation no. 4, phase no. 7 93
III-3. Core samples . . . 95
III-4. Drainage area—Pleasant Valley Run Watershed .................;.. 97
III-5. 18" Culvert and headwall details . . 99
III-6. Proposed culvert design on Pleasant Valley Run . . .• Inserts
III-7. Sediment pond design 101
III-8. Mining plan 103
III-9. Intensity expectation for 1-hour rainfall 106
111-10. Overland flow time 107
III-ll. Values of t 107
HI-12. Pipe diameter 113
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LIST OF TABLES
Page
1-1. Spacing of swales .,j.. ........................ 6
1-2. Maximum permissible design velocities-rdiversion stabilization ; 8
.1-3. Pipe diameter for pipe outlet sediment:trap > 10
1-4. Bottom widths and maximum drainage'areas 16
-1-5. Size of pipe/tubing [........ 21
1-6. Maximum permissible design velocities-'-grass waterway stabilization ........ 26
1-7. Classification of vegetal cover in waterways based on degree of
flow retardance by the vegetation .1. ....................... 27
1-8. Parabolic waterway design for grade 5.6 percent ....'.' 29
1-9. Trapezoidal channel design for grade 2JO percent '..'-.' 30
1-10. Design storage capacity requirements J ......... 54
1-11. Particle size distribution for incoming suspended solids 76
1-12. Average influent suspended solids concentration . 76
1-13. Time at which particles will settle in still water at 10°C .............. 76
1-14. Runoff coefficient K values .... j .... . . ...... ....... . . . . . 77
1-15. Design storage capacity requirements J 79
• ' | ''.'.'
II-l. Summary of chemical binders and tacks . . ,', 83
II-2. Sample cost estimate j 87
III-l. Overburden analysis ! 96
III-2. Sediment basin design criteria . . . J 100
III-3. Magnitude and frequency of annual high flow . . . 104
III-4. Values of runoff coefficient I 109
IV-1. Surface mining and mined land reclamation laws 116
IV-2. State surface mining and reclamation agencies 124
IV-3. State conservation offices j 126
IV-4. Location of state extension service directors . . . i ... 128
IV 5. Published soil surveys 129
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Section I
i
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DESIGN AND CONSTRUCTION CONSIDERATIONS
FOR SELECTED CONTROL STRUCTURES
Section I presents general design and construction considerations for a number of selected
control structures. The selection includes basically the most commonly used structures. The de-
sign and construction considerations have been generalized in order to apply throughout the geo-
graphic regions covered by the manual (Appalachia, Eastern Interior, and Western Interior coal
regions). The purpose of this section is to provide the reader with knowledge of the various de-
sign and construction considerations associated with the use of these structures. It is not recom-
mended, however, that these structures be used indiscriminately throughout the states covered by
the manual. Rather, it is recommended that the general guidelines offered in this manual be
modified and tailored by the individual states to suit their particular conditions.
This section has been adapted mostly from! the Standards and Specifications for Soil Erosion
and Sediment Control in Developing Areas published by the Maryland Soil Conservation Service
of the U.S. Department of Agriculture.1 Some material from the West Virginia Drainage Hand-
book for Surface Mining2 has also been used, i
DIVERSION iSTRUCTURES
Diversion structures are temporary or permanent water handling structures used to control
soil erosion or to help prevent sediment from leaving the disturbed area. Structures used for
these purposes include the diversion dike, diversion swale or ditch, and diversion.
The function of a diversion structure is to intercept surface runoff before it can cause dam-
age, and to divert the water to a safe disposal area. At surface mining operations, diversion
structures have three primary applications: i
1. Prevent surface runoff from higher-elevated undisturbed or stabilized areas from coming
in contact with exposed soil surfaces (graded spoils, cleared areas, roadways, etc.) and
causing erosion. i
i
i
2. Shortening the length of graded slopes (spoil slopes and roadway grades), thereby pro-
tecting lower portions of a hillside or roadway from highly erosive surface flow.
3. Prevent runoff coming off an exposed slope and laden with sediment from exiting the
mine site without first passing through aj sediment detention structure.
In selecting the type of structure to be used for a particular application, the following
actors must be considered: i
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Ease of installation and, if required, removal.
The amount of water to be handled.
Ground slope.
Required service life.
DIVERSION DIKE1
A diversion dike (figure 1-1) is a ridge of compacted soil placed above, below, or around a
disturbed area to intercept 'runoff and divert it to a disposal area.
Application
f [
The diversion dike is the least durable diversion structure and, therefore, should only be used
to provide protection for short periods of time, and when relatively small amounts of runoff are
to be handled. It is often used above a newly constructed fill and cut slope to prevent excessive
erosion of the slope until more permanent drainage features are installed, or the slope is stabilized
with vegetation. Where the ground slope is not steep, it is also used before graded slopes to
divert sediment-laden runoff into sediment traps or basins. Once the slope is stabilized, the diver-
sion dike is removed. ....".,
Design Criteria
A formal design is not required for diversion dikes. The following general criteria are used
in Maryland.
Drainage area
Top width
Height
(compacted fill)
Side slopes
Grade
— less than 5 acres (for larger drainage areas, see Diversion or
Grassed Waterway).
— 2 feet minimum.
— 18 inches minimum height measured from the existing ground at the
upslope toe to top of the dike.
— 2:1 or flatter.
— dependent upon topography, but must have positive drainage
(sufficient grade to drain) to an adequate outlet.
Stabilization — where slope of channel (flow area) is:
0% — 5% — stabilization may be required by the designer
according to the needs of the site.
Over 5% — stabilization shall be required.
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18" min
Cut or fill slope
Flow
Stone stabilization,
if required
2:1 slope or flatter
Cross-section
! Positive drainage. (Grade
| sufficient to drain.)
• "•'-'•'••• • ' ' ^.. ,! -*
A A
j> •
v y
Y-
A A
Y Y
' Y "
t
A ! A
Y Y
Y
A A
Y Y
M
A A
z-.» — *•-» >ji
Y Y
Y :;
! V
s ^»r*ii+ <-.i- -F;II r\nr*f\
Plant view
Construction Specifications.
1. All dikes shall be machine compacted.
2. All diversion dikes shall have positive drainage to an outlet.
3. A. Diverted runoff from a protected or stabilized a^ea shall outlet directly to an undisturbed stabilized area
or into a level;spreader or grade stabilization structure. '• ':
B. Diverted runoff from a disturbed or exposed upland area shall be conveyed to a sediment trapping device
such as a sediment trap or a sediment basin or to an area protected by any of these practices.
i ;
4. Stabilization shall be: (1) as specified for Grassed Waterway {figure 1-12), and the area to be stabilized shall
be the channel, (flow area); or (2) the flow area shalj be.lined with stone that meets IVISHA size No. 23 or
AASHTO M43 size No. 2 or 244 or equivalent in a| layer at least 3 inches in thickness and pressed into the
soil. The lining shall extend up the upslope side of Ithe dike a height of at least 8 inches (measured vertically
from the upslope toe) and shall extend at least 7 feet upslope from the upslope toes.
5. Periodic inspection and required maintenance shall be provided.
, Standard Symbol
Figure 1-1. Diversion dike
(for drainage arealless than 5 acres).1
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Stabilization shall be: (1) as specified for Grassed Waterway (figure 1-12);
or (2) by lining the flow area with stone that meets MSHA size No. 23
or AASHTO M43 size No. 2 or 244 or equivalent in a layer at least
3 inches in thickness and pressed into the soil. The lining shall extend
up the upslope side of the dike a height of at least 8 inches mea-
sured vertically from the upslope toe and shall extend at least 7 feet
upslope from the upslope toes'.
See figure 1-1 for details.
DIVERSION SWALE (DITCH)1 i
A diversion swale (figure 1-2) is an excavated, temporary drainageway used above and below
disturbed areas to intercept runoff and divert it to a safe disposal area;
Application •
A diversion swale can be constructed at the perimeter of a disturbed area to transport
sediment-laden water to a sediment trapping device, such as a sediment trap or sediment basin.
The swale is left in place until the disturbed area is permanently stabilized. A diversion swale
is also used to prevent storm runoff from entering the disturbed area.
Design Criteria
Diversion swales should not be constructed outside the property lines without obtaining
legal easements from affected, adjacent property owners. A formal design is not required for a
temporary swale. The following general criteria, excluding some minor alterations, are used in
Maryland: , ......
Drainage area
Bottom width
Depth
Side slope
Grade
— Less than 5 acres (for larger drainage areas, see Diversion or
Grassed Waterway).
— 7 feet minimum and the bottom shall be level.
— 1 foot .minimum. .......
— 2:1 or flatter (flat enough to allow construction
traffic to cross if desired).
— dependent upon topography, but shall have a minimum grade
of ohe percent'to an adequate outlet.
Stabilization — where slope of the channel (flow area) is:
1% — 5% — stabilization .may be required by the designer
according to the needs of the site.
Over 5% — stabilization shall be required.
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21:1 or flatter
k
1'
r
rnin.
i .
i
i
i
7' min.
level
Existing ground
Flow
Cross-section
1% or'steeper, dependent on topography
Flow
/*
— -^ Y Y MV Y
w 4 '
^- A A A A
Outlet as required.
See item 6 below.
T-
|
A
Y
i
1
A1
Y
A
Plajn view
Construction
V
A
Y
A
Y
A
y
A
1 Y
+
A
•Y
IJ
A
r
Specifications
1. All trees, brush, stumps, obstructions, and other objectionable material shall be removed and disposed of so
as not to interfere with proper functioning of the swale.
2. The swale shall be excavated or shaped to line, graded and cross-section as required to meet the criteria
specified herein and be free of bank projections or other irregularities which will impede normal flow.
3. Fills shall be compacted as needed to prevent unequal settlement that would cause damage in the completed
swale. j
i
4. All earth removed and not needed in construction shall be spread or disposed of so that it will not interfere
with the functioning of the swale.
5. Perimeter swales shall have a minimum grade of one percent and the bottom shall be level.
6. A. Diverted runoff from a protected or stabilized upland area shall outlet directly onto an undisturbed
stabilized area, level spreader or into a grade stabilization structure.
B. Diverted runoff from a disturbed or exposed upland area shall be conveyed to a sediment trapping
device such as a sediment trap or a sediment basin or within an area protected by any of these
practices. [
7. Stabilization shall be: (1) as specified for Grassed Waterway (figure 1-12); or (2) by lining the flow
area with stone that meets MSHA size No. 23 or AASHTO M43 size No. 2 or 244 or equivalent in a layer
at least 3 inches in thickness and pressed .into the soil;. The lining shall extend across the bottom and up
both sides of the channel a height of at least 8 inchesj vertically above the bottom;
I
8. Periodic inspection and required maintenance shall bei provided.
Standard Symbol
PS
Figure 1-2. Diversion (perimeter) swale
(for drainage area less than 5 acres).1
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Stabilization shall be: (1) as specified for Grassed Waterway (figure 1-12);
or (2) by lining the flow area with stone that meets MSHA size No. 23 or
AASHTO M43 size No. 2 or 244or equivalent in a layer at least 3 inches
in thickness and pressed into the soil. The lining shall extend across the
bottom and up both sides of the channel a height of at least 8 inches
vertically above the bottom.
Traffic crossings — At all points where several or more vehicle crossings per day will be
made, the swale shall be stabilized according to (2) except the stone
lining shall be at least 6 inches in thickness for the full width of the traf-
fic crossing roadway.
Spacing
— Maximum spacing of swales shall be as shown in table 1-1.
Table 1-1 .—Spacing of swales
Slope of right-of-way or
disturbed area (percent)
greater than 10
5-10
less than 5
See figure I-2 for details.
Maximum distance
between swales (feet)
100
200
300
DIVERSION1
A diversion (figure 1-3) is a permanent or temporary drainageway constructed by excavating
a shallow ditch along a hillside and building a soil dike along the downhill edge of the ditch with
the excavated soil. In other words, it is a combination of a ditch and dike.
Application
While diversions can be used in place of temporary structures, such as diversion dikes and
swales, they are primarily used to provide more permanent runoff control on long slopes subject
to heavy flow concentrations. They should only be used on slopes of 15 percent or less. In ad-
dition to being used to intercept and divert runoff on, or above, long graded spoil slopes, diver-
sions (water bars) can be used on abandoned haul roads to intercept runoff flowing along the
roadway and divert it across the roadway to a safe outslope disposal point.
Design Criteria
When used as a temporary water handling structure, diversions do not require a formal de-
sign. However, when permanent structures are installed, a design will be required. The following
general design criteria, excluding some minor modifications, are used in Maryland:
Location
— Diversion location shall be determined by considering outlet condi-
tions, topography, land use, soil type, length of slope, seep planes
(when seepage is a problem), and the mine layout.
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width
I rapezoidal cross-section
Parabolic! cross-section
1.
2.
3.
4.
5.
Construction Specifications
i
j
All trees, brush, stumps, obstructions, and bther objectionable material shall be removed and
disposed of so as not to interfere with the
The diversion shall be excavated or shaped
proper functioning of the diversion.
to line, grade, and cross-section as required to meet
the criteria specified herein, and be free of! irregularities which will impede normal flow.
Fills shall be compacted as needed to prevent unequal Settlement that would cause damage in
the completed diversion. !
'All earth removed and not needed in construction shall be spread or disposed'of so that it
will not interfere with the functioning of the diversion.
Stabilization shall be as specified for Grassed Waterway (Figure 1-12).
Standard Symbol
Figure J-3. Diversion1
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Capacity — Peak rates of runoff values used in determining the capacity require-
ments shall be as outlined in Chapter 2, "Estimating Runoff," En-
gineering Field Manual for Conservation Practices,5 or by other ac-
cepted methods.
The constructed diversion shall have capacity to carry, as a minimum,
the peak discharge from the design storm with freeboard of not less
than 0.3 foot.
Diversions designed to protect homes, schools, industrial buildings,
roads, parking lots, and comparable high risk areas, and those de-
signed to function in connection with other structures, shall have
sufficient capacity to carry peak runoff expected from a storm fre-
quency consistent with the hazard involved.
Velocity & Grade — The permissible velocity for the specified method of stabilization
will determine the maximum grade. Maximum permissible velocities
of flow for the stated conditions of stabilization are shown in
Table 1-2. ' ' ':
Table 1-2.-Maximum permissible design velocities —
stabilization of diversion
Cover
Range; of channel
gradient (percent)
Vegetative3
1) Tufcote, Midland and
Coastal bermudagrass'3
} I
} {
0 to 5.0
5.1 to 10.0
over 10.0
Oto 5.0
5.1 to 10.0
over 10.0
0 to 5.0
Oto 5.0
2) Reed canarygrass
Kentucky 31 tall fescue
Kentucky bluegrass
3) Red fescue
Redtop
4) Annuals0
Small grain
(rye, oats, barley,
millet)
Ryegrass
"To be used only below stabilized or protected areas.,
°Common bermudagrass is a restricted noxious weed in Maryland.
CAnnuals — Used only as temporary protection until permanent vegetation is established.
Permissible
velocity
(feet per second)
6
5
4
5
4
3
2.5
2.5
Cross section
• The diversion channel shall be parabolic or trapezoidal in shape. See
Grassed Waterway (figure 1-12).
The diversion shall be designed to have stable side slopes. The side
slopes shall not be steeper than 2:1 and shall be flat enough to insure
ease of maintenance of the structure and its protective vegetative cover.
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Outlets
'Stabilization
The ridge shall have a minimum width of 4 feet at the design water ele-
vation. A minimum; of 0.3-foot freeboard and a reasonable settlement
factor shall be provided.
I ,
Each diversion shall' have a stable outlet. The outlet may be a constructed
or natural waterway, a stabilized open channel, grade stabilization struc-
ture,, etc. In all cases, the outlet must discharge in such a manner as not
to cause erosion. Outlets shall be constructed and stabilized prior to the
operation of the diversion.
Diversions shall be stabilized as specified for Grassed Waterway (figure
i-12).
See figure 1-3 for details.
SEDIMENT TRAPS1
•' ' ' , ' .•.-.. i .••-,.
A sediment trap is a small temporary basin formed by an excavation and/or an embankment
to intercept sediment-laden runoff and to trap 'and retain the sediment. In so doing, drainageways,
properties, and rights-of-way below the trap are protected from sedimentation.
. I . :
Application ' I .
•'• ; .'•-'..
Sediment traps are installed in roadway ditches and in small drainageways within the mine site.
Design Criteria i. , ,
I
If any of the design criteria presented here cannot be met, see the design considerations for
sediment basins found in this section. ,
Drainage area
Location
Trap size
Trap cleanout
• The drainage area for a sediment trap shall be less than 5 acres.
• The sediment trap should be located to obtain the maximum storage
benefit from the terrain, to facilitate cleanout and disposal of the
trapped sediment, and to minimize interference with construction
activities.
• The volume of a sediment trap as measured at the elevation of the
crest of the outlet shall be at least 1800 cubic feet per acre of drain-
age area. The volume of the trap shall be calculated using standard
mathematical procedures. The volume of a natural basin may be
approximated by th!e following equation:
volume (cu. ft.) = Q.4 X surface area (sq. ft) X maximum depth (ft.).
Sediment shall be removed and the trap restored to its original
dimensions when th'e sediment,has accumulated to one-half of the
design depth of the' trap. Sediment removed from the trap shall be
deposited in a suitable area and in such a manner that it will not
erode. . . . I '. .
19
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Embankment
Excavation
Outlet
- All embankments for sediment traps shall not exceed 5 feet in height as
measured at the low point of the original ground along the centerline of
the embankment. Embankments shall have a minimum 4-foot-wide top
and side slopes of 2:1 or flatter. The embankment shall be compacted
by traversing with equipment while it is being constructed.
• All excavation operations shall be carried out in such a manner that
erosion and water pollution shall be minimal. Any excavated portion
of sediment trap shall have 2:1 or flatter slopes.
• There are three types of outlets for sediment traps: earth, pipe and stone.
Each sediment trap is named according to the type of outlet that it has.
Each type has different design criteria and will be discussed separately.
The outlets shall be designed, constructed and maintained in such a man-
ner that sediment does not leave the trap and that erosion of the outlet
does not occur., A trap may have several different outlets, with each out-
let conveying part of the flow based on the criteria which follow, and
the combined outlet capacity Shall meet those criteria. For example, a
12-foot earth outlet (adequate for 2 'acres) and a 12-inch pipe outlet
(adequate for 1 acre) could be used for a 3-acre drainage area.
Types of Traps
An earth outlet sediment trap (figure 1-4) consists of a basin formed by excavation and/or an
embankment. The trap has a discharge point over or cut into natural ground. The outlet width (feet)
shall be equal to six times the drainage area (acres). If an embankment is used, the outlet crest shall
be at least 1 foot below the top of the embankment. The outlet shall be free of any restriction to
flow. For details, see figure 1-4.
A pipe outlet sediment trap (figure 1-5) consists of a basin formed by an embankment or a
combination of an embankment and excavation. The outlet for the trap is through a perforated riser
and a pipe through the embankment. The outlet pipe and riser shall be made of corrugated metal.
The riser diameter shall be of the same or larger diameter than the pipe. The top of the embank-
ment shall be at least one and one-half feet above the crest of the riser. At least the top two-thirds
of the riser shall be perforated with 1/2-inch diameter holes spaced 8 inches vertically and 10 to 12
inches horizontally. All pipe connections shall be watertight.
Select pipe diameter from table 1-3.
Table 1-3.-Pipe diameter for pipe outlet sediment trap
Maximum Drainage Area (acres)
1
2
3
4
5
Minimum Pipe Diameter
12"
; 18"
21"
24"
30"
For details, see figure 1-5.
10
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Excavate, if necessary, for storage
'
Flow
• . ' •••<>• • •.•-' f ' . "4 ••:. :•-. • •••
-'
Flow
Earth
embankment
4'top width
2:1 slope .'
outlet
Dike if required to divert water to trap
Section A -A
Excavated earth outlet sediment trap
2:1 or flatter
Width (ft.) =
6 X drainage area (ac.)
Outlet section
Embankment earth outlet sediment trap
: Constructipn Specifications
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I .-•••••
1. . Area under embankment shall be clearedj grubbed and stripped of any vegetation and root mat.
The pool area shall be cleared. j
;2. .The fill material for the embankment shall be free of roots or other woody vegetation as well
, as oversized stones, rocks, organic material, or other objectionable material. The embankment
.-shall be compacted by traversing with equipment while it is being constructed.
3. Sediment,shall be removed and trap restored to its original dimensions when the sediment
, • . has accumulated to one-half the design depth of the trap. Removed sediment shall be deposited
in a suitable area and in such a manner tnat it will not erode.
4. The structure shall be inspected after each rain and repairs made as needed.
5. Construction operations shall be carried out in such a manner that erosion and water pollution
are minimized. j
6. The structure shall be removed and area stabilized when the drainage area has been properly
stabilized. .
7. All cu.t and fill slopes shall be 2:1 or flatter.
8. Outlet crest elevation shall be at least 1 foot below the top of the embankment.
Figure 1-4. Earth outlet sediment trap (for drainage area less than 5 acres).1
11
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Excavate, if necessary
for storage
Outlet protection ' .' • . •.' .' :<^ \-Xvx'-:-Vl'.''
All slopes 2:1 .
or flatter
,, 1'6"min.
Perforated
riser
Welded all around
Embankment section thru riser
Construction Specifications
1. Area under embankment shall be cleared, grubbed and stripped of any vegetation and root mat. The
pool area shall be cleared. , :
2. The fill material for the embankment shall be free of roots or other woody vegetation as well as over-
sized stones, rocks, organic material, or other objectionable material. The embankment shall be com-
pacted by traversing with equipment While it is being constructed.
3. Sediment shall be removed and trap restored to its original dimensions when the sediment has ac-
cumulated to one-half the design depth of the trap. Removed sediment shall be deposited in a suit-
able area and in such a manner that it will not erode. ,".,..
4. The structure shall be inspected after each rain and repairs made as needed.
5. Construction operations shall be carried out in such a manner that erosion and water pollution is
minimized. ,
6. The structure shall be removed and area stabilized when the drainage area has been properly stabilized
7. All cut and fill slopes shall be 2:1 or flatter. • • • . • • '
8. All pipe connections shall be watertight. , . , " . - -.
9. At least the top two-thirds of the .riser shall be perforated with 1/2-inch diameter holes spaced 8
inches vertically and 10 - 12 inches horizontally. '..'..•-
10. Fill material around the pipe spillway shall be hand-compacted in 4-inch layers. A minimum of 2
feet of hand-compacted backfill shall be placed over the pipe spillway before crossing it with con-
struction equipment.
Figure I-5. Pipe outlet sediment trap (for drainage area less than 5 acres).1
12
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A stone outlet sediment trap (figure 1-6) consists of a basin formed by an embankment, or a
combination of an embankment and an excavatiojn. The outlet for the trap is over a level stone
section. The stone outlet for a sediment trap differs from that for a stone outlet structure because
of the intentional ponding of water behind the stone. To provide for a ponding area, a relatively
imprevious core (e.g., timber, concrete block or siraw bales) is placed in the stone. The core shall
be covered by 6 inches of stone. |
The minimum length (feet) of the outlet shall be equal to six times the drainage area (acres).
The crest of the outlet (top of stone) shall be at least 1 foot, below the top of the embankment.
The crushed stone used in the outlet shall be MSHA size No. 23 or ASSHTO M43, size No. 2 or 244
or equivalent. Gravel meeting the above gradatio^ may be used if crushed stone is not available. For
details, see figure 1-6. j
J
I • • » "'..-.'.
STRAW B'ALE DIKE
A straw bale dike (figure 1-7) is a temporary;barrier constructed out of straw bales with a life
expectancy of 3 months or less, installed across or at the toe of a slope. The purpose of a straw
bale dike is to intercept and detain small amounts of sediment from unprotected areas of limited
extent. . • ', -. ,.
Application j
.... , i
The straw bale dike is used where: j
. - . - . •'] . '
• No other practice is feasible. |
I
• There is no concentration of water in a channel or other drainageway above the barrier.
• Erosion would occur in the form of sheet! and rill erosion.
• Contributing drainage area is less than one-half acre and the length of slope above the dike
is less than 100 feet. |
Design Criteria , i
... - ...-. .. ,,-,... . . ,. .i ' i,- ,r, •"• • : : :- - - : -••.' ' '• ••'•••• -••••'• - -•
A design is not required. All bales shall be placed on the contour and shall be either wire
bound or nylon string tied. See figure 1-7 for details.
DOWNDRAIN STRUCTURES
1 v •.<'..:>•'-. .-,.''•'•- :- ' . . ' ':
Downdrain structures are stabilized channels or pipes used to conduct concentrated runoff •-
safely down a slope. They can be temporary or permanent structures. Such structures are often
used to help dispose of .water collected by diversion structures. Commonly used downdrain
structures include the paved chute or flume and the pipe slope drain.
113
-------
Excavate, if necessary, for
storage
Earth embankment' VV*CX.F!OW,.
Flow
Cutaway, to show straw
bale core
Extend core into
earth embankment
Elevation
NOTE - Drawings show straw bales used for core. Bales are anchored as per Standard and Specifications
for Straw Bale Dike. Other materials (e.g., timber or concrete block) may also be used for core.
Firmly anchor all core material to ground.
Construction Specifications
1. Area under embankment shall be cleared, grubbed and stripped of any vegetation and root mat. The
pool area shall be cleared.
2. The fill material for the embankment shall be free of roots or other woody, vegetation as well as over-
sized stones, rocks, organic material or other objectionable material. The embankment shall be,com-
pacted by traversing with equipment while it is being constructed.
3. Sediment shall be removed and trap restored to its original dimensions when the sediment has accu-
mulated to one-half the design depth of the trap. Removed sediment shall be deposited in a suitable
area and in such a manner that it will not erode.
4. The structure shall be inspected after each rain and repairs made as needed.
5. Construction operations shall be carried out in such a manner that erosion and water pollution is
minimized.
6. The structure shall be removed and the area stabilized when the drainage area has been properly
stabilized.
7. All cut and fill slopes shall be 2:1 or flatter.
8. The crushed stone used in the outlet shall be MHSA size No. 23 or AASHTO M43, Size No. 2 or 244
or equivalent. Gravel meeting the above gradation may be used if crushed stone is not available.
Crusher run is not acceptable.
Figure I-6. Stone outlet sediment trap (for drainage area less than 5 acres).1
14
-------
Flow
4" vertical face
Embedding detail
Angle first stake toward
previously laid bale
Flow
Wire or nylon
bound bales
placed on the
contour
2 re-bars, steel pickets, or
2" x 2" stakes 1 1/2'to 2'
in ground
1.
2.
3.
4.
5.
Anchoring detail
Construction Specifications
' [
Bales shall be placed in a row with ends tightly abutting the adjacent bales.
Each bale shall be embedded in the soil a minimum of 4".
Bales shall be securely anchored in place by stakes or re-bars driven through the bales. The first
stake in each bale shall be angled toward previously laid bale to force bales together.
Inspection shall be frequent and repair or replacement shall be made promptly as needed.
Bales shall be removed when they have served their usefulness so as not to block or impede storm
flow or drainage. j
SBD
Standard Symbol
Figure 1-7. Straw bale dike (for drainage area less than 1/2 acre).1
15
-------
PAVED CHUTE OR FLUME1
A paved chute or flume (figure 1-8) is a channel lined with bituminous concrete, portland
cement, concrete, or comparable non-erodible material (such as grouted riprap), placed to extend
from the top to the bottom of a slope. ... ,,
Application ,"~".
A paved chute or flume is used where a concentrated flow of surface runoff must be conveyed
down a slope without causing erosion. For temporary structures built according to the following
design criteria, the maximum allowable drainage area is 36 acres.
Design Criteria
"*' " ' l ' '
The following general design criteria are used for temporary structures. Permanent structures
will require a formal design.
Size Group A
1. The height (H) of the dike at, the entrance must be at least 1.5 feet.
2. The depth (d) of the chute down the slope must be at least 8 inches.
3. The length (L) of the inlet and outlet sections must be at least 5 feet.
Size Group B , . ... , .
1. The height (H) of the dike at the entrance must be at least 2 feet.
2. The depth (d) of the chute down the slope must be at least 10 inches.
3. The length (L) of the inlet and outlet sections must be at least 6 feet.
Each size group has various bottom widths and allowable drainage areas as shown in table 1-4.
Table 1-4.— Bottom widths and maximum drainage areas
Size8
A-2
A-4
A-6
A-8
A-10
Bottom
width, b,
ft.
2
4
6
8
10
Maximum
drainage area
acres
5
8
11
14
18
Size3
B-4
B-6
B-8
B-10
B-12 ...
Bottom
width, b,
ft.
4
6
8
10
12
Maximum
drainage area
acres
14
20
25
31
36
The size is designated with a letter and a number, such as A-6 which means a chute or flume in Size Group A with a
6-foot bottom width. The selected size shall be shown on the plans.
16
-------
Dimen-
sion
"/77OT
"min
l-min
Size Group
A
1.5'
8"
5'
B
2.0'
10"
6'
<
^?*x^
,SS*0*>
* L +
\
6' min.
i
H
Is
mm.
Oft '
»
L
2'
T"
6
i_
2'
T
-------
If a minimum of 75 percent of the drainage area will have good grass or woodland cover
throughout the life of the structure, the drainage areas listed in table 1-4 may be increased by 50
percent. If a minimum of 75 percent of the drainage area will have a good mulch cover through-
out the life of the structure, the drainage areas listed in table 1-4 may be increased by 25 percent.
Outlet
When a paved chute or flume of size group B is used, the velocity at its outfall shall be checked
for erosion potential downstream^ :
Construction Specifications ,
1. The structure shall be placed on undisturbed soil or on well-compacted fill.
2. The cut or fill slope shall not be steeper than 1.5 horizontal to 1 vertical (1.5:1) and shall
not be flatter than 20:1.
3. The top of the earth dike at the entrance and the dikes carrying water to the entrance shall
not be lower at any point than the top of the lining at the entrance of the structure.
4. The lining at the entrance to the structure shall extend the distance H above the lining crest
as shown in figure 1-8. ' ,
5. The lining shall be placed by beginning at the lower end and proceeding up the slope to the
upper end. The lining shall be well-compacted and free of voids. The lining surface shall be
reasonably smooth.
6. The entrance floor at the upper end of the structure shall have a slope toward the outlet of
between one-quarter and one-half inch per foot.
r
7. The cut-off walls at the entrance and at the end of the discharge aprons shall be continuous
with the lining.
8. The lining shall consist of portland cement, concrete, bituminous concrete, or comparable
non-erodible material, such as riprap.
9. An energy dissipator of adequate design shall be used to prevent erosion at the outlet.
See figure 1-8 for details. .
PIPE SLOPE DRAIN1
A pipe slope drain consists of either a rigid pipe (figure J-9) or flexible tubing (figure.1-10),
together with a prefabricated entrance section, and it is temporarily placed to extend from the top
to the bottom of a slope.
18
-------
Discharge into a
stabilized watercourse
sediment trapping device
or onto stabilized area
Cutaway used
to show inlet
Earth dike
: Length as necessary to go
thru dike
2:1
Standard flared
entrance section
D
O
6D
,|i<) 0
3D
4' min. ,
@ less than 1% slope
NOTE: Size designation is: PSD-Pipe Diam. ' • \
(ex., PSD-12=Pipe Slope Drain with 12" diameter pipe)
,: K1- ,!r". "i°c"
1 ?! ir-c c^£°
jiiii^^'4^0
Riprap shall consist of 6"
diameter stone placed as shown.
Depth of apron shall equal the pipe
diameter and riprap shall be a min-
imum of 12" in thickness.
Riprap apron plan
Construction Specifications
1.
2.
3.
4.
5.
6.
The inlet pipe shall have a slope of 3% or steeper. •
The top of the earth dike over the inlet pipejand those dikes carrying water to the pipe shall be at
least 1 foot higher at all points than the top !of the inlet pipe.
The pipe shall be corrugated metal pipe with [Watertight connecting bands.
A riprap apron shall be provided at the outlei. This shall consist of 6" diameter stone placed as
shown above. :
The soil around and under the inlet pipe and, entrance sections shall be hand tamped in 4" lifts to the
top of the earth dike. , |
Follow-up inspection and any needed maintenance shall be performed after each storm.
Figure 1-9. Pipe slope drain (rigid) (for drainage area less than 5 acres).1
[19
-------
Discharge into a
stabilized watercourse,
sediment trapping device,
or onto a stabilized area.
NOTE: Size designation is:
PSD-Pipe Diam. (ex., PSD-
18=Pipe Slope Drain with
18" diameter pipe)
Standard flared
entrance section
6D
3D
_ min.
T cutoff wall
Length as necessary
to go thru dike
22 1/2° pipe
elbow
Watertight
connecting
band
Flexible
pipe
I;.-. . -, .-..*...prffliK
. Riprap shall consist of 6"
U-- min »| Proflle diameter stone placed as shown.
@ less than 1% slope Depth of apron shall equal the
pipe diameter and riprap shall
~ . .. 0 .,. be a minimum of 12" in thick-
Construction Specifications
—, ness.
T. . . . . ... . , ^ on, Riprap apron plan
The inlet pipe shall have a slope of 3% or steeper.
The top of the earth dike over the inlet pipe and those dikes carrying water to the pipe shall be at
least 1' higher at all points than the top of the inlet pipe.
The inlet pipe shall be corrugated metal pipe with watertight connecting bands.
The flexible tubing shall be the'same diameter as the inlet pipe and shall be constructed of a durable
material with hold-down grommets spaced 10' on centers.
The flexible tubing shall be securely fastened to the corrugated metal pipe with metal strapping or
watertight connecting collars.
The flexible tubing shajl be securely anchored to the slope by staking at the grommets provided.
A riprap apron shall be provided at the outlet. This shall consist of 6" diameter stone placed as
shown above.
The soil around and under the inlet pipe and entrance section shall be hand tamped in 4" lifts to
the top of the earth dike.
Follow-up inspection and any needed maintenance shall be performed after each storm.
1.
2.
3.
4.
5.
6.
7.
8.
9.
Figure 1-10. Pipe slope drain (flexible) (for drainage area less than 5 acres).1
20
-------
Application , _•> \ j
, Pipe slope drain is used where a concentrated'flow of surface runoff must be conveyed down a
slope without causing erosion. The maximum allowably drainage area is 5 acres.
Design Criteria , ' t
. Pipe slope drains are to be sized as .shown in[ table 1-5.
Table 1-5.—Size ofpipis/tubing
Maximum drainage
area (acres)
.5
1.5
2.5 , i..
3.5
5.0
I ' -
--'-;-•" Pipe/tUbing diameter, D (in.)
t <* , . -
; : 12
! 18
•.'..- I - - 21
! 24
I 30
Size
PSD-12
PSD-18
PSD-21
PSD-24
PSD-30
Inlet !..
• ' ' • - .;••. •. - p ' r . :t:
I '-*.'• ." J-ij. ': ., . . . . - .
The height of the earth dike at the entrance |to the pipe slope drain, shall be equal to, or greater
than, the diameter of the pipe, D, plus 12 inches.' : >'.' '•**>'<•'• -•-• • .>
'.•..'!;• | ' ' -
Outlet
The pipe slope drain shall outlet onto a riprap apron and then into a stabilized area or stable
watercourse. A sediment-trapping device shall be; used to trap sediment from any sediment-laden
water conveyed by the pipe slope drain. I
•>. - •; - - r I
See figures 1-9 and 1-10 for details. .... .,,j....,- , ,, .
''' "" *' '' 1 ' '" "**';'' * ' " "'" '" '' •'"
,-.--, , ,. . | .... . _ .
LEVEL ^PREADER1 ;
j
A level spreader (figure 1-11) is an outlet constructed at zero percent.grade across the slope.
The purpose of the structure is to convert a concentrated Mow of sediment-free runoff (e.g., diver-
sion outlets) into sheet flow and to discharge it al; noh-erbsiye velocities onto undisturbed areas
stabilized by existing vegetation. 1 ,
Application
The level spreader is used only in those situations where the spreader can be constructed on
undisturbed soil; where the area directly 'below the level lip is stabilized by existing vegetation,
where the drainage area above the spreader is stabilized, by existing vegetation, and where the water
will not be reconcentrated immediately below 'the point of^discharge. '
21
-------
Last 20' of
diversion not to
exceed
Diversion
..^"'
— :^:^-^i^J-^^£-^\\l-^-- Jfc- J.'^rZ&^V.--
•":^ft//i.
-------
Design Criteria 1
i ,..-..
The level spreader shall have a maximum fl,ow rate of one cfs per foot of length, based on
the peak rate of flow from the design storm. j'
' • I .
An acceptable simplified method indicates that the-length shall be equal to 5 feet per acre
of drainage area. In any case, the minimum length shall be 5 feet and the maximum length shall
be 20 feet. . j • , ; ; ' " ' ' .. "." ' • ' •
; •" r._v ••. • '! - • •' ••
For situations exceeding these criteria, see iiesign considerations for a Paved Chute or Flume,
Grassed Waterway, etc. j
' ' '' • • -.i-.- .•... '' • - . • •-->•'-.•.
Final discharge will be over the level lip protected with fiberglass matting erosion stpps and
jute or excelsior protective material onto an existing stabilized area. The stabilized area shall have
a complete vegetative cover sufficiently established to be erosion resistant.
I • •'
" i
. .' i'
GRASSED j/VATERWAY1
j
A grassed waterway (figure 1-12) is a natural or man-made drainageway of parabolic or trape-
zoidal cross-section that is below adjacent ground level and is stabilized by suitable vegetation.
The flow is normally wide and shallow and conveys the runoff down the slope. The purpose of the
structure is to convey runoff without causing damage by erosion.
- : i
r
Application !
Grassed waterways are used where added channel capacity and/or stabilization is required to
control erosion resulting from concentrated runoff and where; such control can be achieved by
this practice alone or in combination with others.
i
Design Criteria j
Capacity |
t
The minimum capacity shall be that required to confine the peak rate of runoff expected
from the design storm corresponding to the hazard involved. This requirement for confinement
may be waived on slopes of less than one percent where out-of-bank flow will npt cause erosion
or property damage. ' \
i.... ' '
i ... . . .......
Peak rates of runoff values used in determining the capacity requirements shall be as outlined
in Chapter 2, "Estimating Runoff," Engineering Field Manual for Conservation Practices, or by
other accepted methods.5 |
i ..... , .
Where there is base flow, it shall be handled by a stone center (figure 1-13), subsurface
drain, or other suitable means, since sustained wetness usually prevents adequate vegetative cover.
The cross-sectional area of the stone center or subsurface drain to be provided shall be determined
by using a flow rate of 0.1 cfs/acre or by actual [measurement of the maximum base flow.
I
23
-------
Trapezoidal cross-section
Parabolic cross-section
1.
2.
3.
4.
5.
Construction Specifications
All trees, brush, stumps, obstructions, and other objectionable material shall be removed and
disposed of so as not to interfere with the proper, functioning of the waterway.
The waterway shall be excavated or shaped to line, grade, and cross section as required to
meet the criteria specified herein, and be free of bank projections or other irregularities which
will impede normal flow. , , . , . . . .
Fills shall be compacted as needed to prevent unequal settlement that would cause damage
in the complete waterway. .... <
All earth removed and not needed in construction shall be spread or disposed of so that it
will not interfere with the functioning of the waterway. , v • . : '••
Stabilization shall be as follows: : , •
A. For design velocities of less than 3.5 ft. per sec., seeding and mulching may be used for
the establishment of the vegetation. It is recommended that, when conditions permit,
temporary diversions or other means should be used to prevent water from entering the
waterway during the establishment of the vegetation. .
B. For design velocities of more than 3.5 ft. per sec., the waterway shallbe'stabilized with
sod, with seeding protected by jute or excelsior matting,, or with seeding and mulching
including temporary diversion of the water until the vegetation, is established.
C. Structural — Vegetative Protection, . -
(1) Subsurface drain for base flow shall be constructed.
GW
Standard Symbol;'
Figure 1-12. Grassed waterway.1
24
-------
Trapezoidal cross-section
--7-=;. "^JxI^.S^-r^SSr*??
?t^^^SS^^§£::.: 7~~-^
Parabolic cross-section
2.
3.
4.
5.
Construction Specifications
. All trees, brush, stumps, obstructions, and other objectionable material shall be removed and
disposed of so as not to interfere with the proper functioning of the waterway.
The waterway shall be excavated or shaped to line, grade, and cross-section as required to meet
the criteria specified herein, and be free of bank projections or other irregularities which will
impede normal flow, {
Fills shall be compacted as needed to prevent! unequal settlement that would cause damage in
the completed waterway. j
All earth removed .and not needed in construction shall be spread or disposed of so that it will
not interfere with the, functioning of the waterway.
Stabilization shall be as follows: j
A. For design velocities of less than 3.5 ft. j per sec., seeding and mulching may be used for the
establishment of the vegetation. It is recommended that, when conditions permit, temporary
diversions or other means, should be used to prevent water from entering the waterway
during the establishment of the vegetation.
13. For design velocities of more than 3.5 ft. per sec., the waterway shall be stabilized with
sod, with seeding protected by jute or excelsior matting, or with seeding and mulching in-
cluding temporary diversion of the watei^ until the vegetation is established.
C. Structural — Vegetative Protection. !
(1) Stone center for base flow— Stone icenters shall be constructed as shown.
The base flow'portion shall be stabi
(2) Subsurface drain for base flow shall
ized with riprap.
be constructed.
(3) Gabion mattress channel liners may be used for base flow or design flow.
Figure 1-13. Grassed waterway with stone center.1
25
-------
Velocity
Maximum permissible velocities of flow for the stated conditions of stabilization are shown in
table 1-6.
Table \-Q.-Maximum permissible design velocities — grassed waterway stabilization
No.
A.
B.
Cover
Vegetative a "1
1) Tuf cote. Midland and /•
Coastal bermudagrass" J
2) Reed canarygrass "\
Kentucky 31 tall fescue V
Kentucky bluegrass j
3) Red fescue
Redtop
4) Annuals0
Small grain
(rye, oats, barley millet)
Ryegrass
Vegetative with stone
center for base flow
Range of channel
gradient (percent)
{Oto 5.0
5.1 to 10.0
over 10.0
C Oto 5.0
< 5.1 to 10.0
V^over 10.0
0 to 5.0
0 to 5.0
Permissible velocity
(feet per second)
6
5
4
5
4
3
2.5
2.5
As determined for the vegetative
portion from A above.
used only below stabilized or protected areas.
"Common bermudagrass is a restricted noxious weed in Maryland.
cAnnuals — Use only as temporary protection until permanent vegetation is established.
Cross-Section
The design water surface elevation of a waterway receiving water from diversions or other
tributary channels shall be equal to, or less than, the design water surface elevation in the diver-
sion or other tributary channels. ,
The top width of parabolic waterways shall not exceed 30 feet and the bottom width of
trapezoidal waterways shall not exceed 15 feet, unless multiple or divided waterways, stone
centers, or other means are provided to control meandering of low flows.
Outlets
Each waterway shall have a stable outlet. The outlet may be another waterway, a stabilized
open channel, grade stabilization structure, etc. In all cases, the outlet must discharge in such
a manner as not to cause erosion. Outlets shall be constructed and stabilized prior to the opera-
tion of the waterway.
26
-------
Drainage >
i
Subsurface drainage measures shall be provided for sites having high water tables or seepage
problems, except where water tolerant vegetation, such as Reed canarygrass, can be used.
Where there is base flow, a stone center, subsurface drain or other suitable means shall be
required. i
Stabilization j
i
Waterways shall be stabilized as specified in figure 1-12 or 1-13.
i
Design Procedures I
The following are used to design grassed waterways: .
1. Classification of vegetal cover based ok degree of flow retardance by the vegetation
(table 1-7). !
Table 1-7. — Classification of vegetal 'cover in waterways based on
degree of flow retardapce by the vegetation6
Cover
Reed canarygrass
Kentucky 31 tall fescue
Tufcote, Midland and
Coastal bermudagrass
Reed canarygrass
Kentucky 31 tall fescue
Red fescue
Kentucky bluegrass
Redtop
Kentucky bluegrass
Red fescue
Tufcote, Midland and
Coastal bermudagrass
Redtop
Tufcote, Midland and
Coastal bermudagrass
Red fescue
Kentucky bluegrass
Stand
Excellent
Excellent
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
| Condition and height
Tall (average 36")
Tall (average 36")
Tall (average 12")
Mowed (average 12 to 15")
Unmowed (average 18")
Unmowed (average 16")
Unmowed (average 16")
Average
Headed (6 to 12")
Headed (6 to 12")
Mowed (average 6")
Headed (15 to 20")
Mowed (2-1/2")
i Mowed (2-1/2")
j Mowed (2 - 5")
Retardance
A
B
C
D
27
-------
2. Parabolic Waterway Design Tables for various grades and velocities for retardance D,
and top width and depth for retardance C (for grade 5.0%, see table 1-8).
3. Trapezoidal Channel Design Tables for various grades, velocities, and depths for re-
tardance C (for grade 2.0%, see table 1-9).
4. Manning's n related to velocity, hydraulic radius, and vegetal retardance (figure 1-14).
The use of these can best be shown by example problems, which are as follows:
Problem 1
Determine the non-erosive velocity and dimensions for stability and capcity for a waterway
with parabolic cross-section.
Given: Runoff
Grade
Vegetative cover
Condition of vegetation
Good stand-mowed
(3" - 4")
Good stand-headed
(6" -12")
Permissible velocity
Q = ; 55 cfs
= 5.1 percent
Kentucky bluegrass
= D curve retardance
(see table 1-7)
= C curve retardance
(see table 1-7)
= . 4 ft./sec.
(see table 1-6)
Solution: Use the Parabolic Waterway Design Table for the grade nearest 5.1 percent
(Grade 5.0% — table 1-8). Horizontally opposite 55 cfs and under the columns
headed V = 4.0 ft./sec., find T = 33 feet, and D = 0.8 feet.
Therefore, a waterway with parabolic cross-section, a top width of 33 feet, and a depth of
0.8 feet will carry 55 cfs at a maximum velocity of 4 feet per second when the vegetative lining
is short (3" to 4" in height). This complies with the requirement for non-erosive velocity when
vegetation is short (D retardance) and for capacity when vegetation is tall (C retardance).
Problem 2
Determine the non-erosive velocity and dimensions for a waterway with trapezoidal cross-
section.
Given:
Runoff
Grade
Side Slopes
Vegetative cover
Condition of vegetation
Good stand-headed
(6" -12")
Permissible velocity
Q = 55 cfs
= 2.0 percent
= 2:1
= Kentucky bluegrass
= C curve retardance
(see table 1-7)
= 5 ft./sec.
(see table 1-6)
Solution:
Use the Trapezoidal Channel Design Table for Grade 2.0 percent (table 1-9).
Horizontally opposite 55 cfs and under the column headed 6 = 6 feet, find
D = 1.3 feet and V = 4.9 feet/second.
28
-------
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129
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-------
Therefore, a waterway with trapezoidal cross section, 2:1 side slope, bottom
width of 6 feet, and a depth of 1.3 feet will carry 55 cfs at a maximum velocity
of 4.9 feet per second for C curve retardance.
Problem 3
Determine the safe velocity and dimensions for a waterway with trapezoidal cross-section
that does not fit the Trapezoidal Channel Design Tables.
Given:
Solution:
Runoff
Grade
Side slope
Vegetative cover
Condition of vegetation
Good stand-mowed
(3" - 4")
Good stand-headed
(6" - 12")
Permissible velocity
Q = 55 cfs
= 3.0 percent
3:1
= Kentucky bluegrass
= D curve retardance
'. (see table 1-7)
= C curve retardance
(see table 1-7)
5 ft./sec.
(see table 1-6)
The solution is a trial and error process. The first step is to design for stability
when the vegetation is short (D retardance) and the second step is to design
for capacity when the vegetation is tall (C retardance).
Step 1 - Stability - D curve retardance
Q = 55 cfs.
v
max
= 5
A =•
V,
max
sq.ft.
Try Bottom Width (&) = 12 feet
A = bD + z J>2
11 =12I>+ 3D2
Solve for D by use of the quadratic equation.
ax2 + bx + c = 0
s-:**-
D'= -12 ± x/ 122 - 4(3) (.n)
-12 + 16.61 4.61
= 0.77 feet
32
-------
Hydraulic Radius
area (A)
bd + zD2
r =?
wetted perimeter (P) j
12(0.77) + 3 (0.772)j
12 + 2(0.77)V32 + 1
9.24 + 1.78 !
b + 2D^/z2 + l
12 + 4.87
11.02
Fr = 5(0.65) = 3.25 i
[
From figure 1-14 for Vr = 3.25 pd D retardance, n = 0.04
V =
r2/3 s1/ 2 (Manning's equation)
where n is the roughness coefficient, r is the hydraulic radius, and s is the
hydraulic gradient.
V =
1.486
0.04
(0.652/3)(.03f/2) = 4.83ft./sec.
This is acceptable, but is less than Vmax. Therefore, try a slightly smaller channel
— Bottom Width = 10 feet
11 = 10D+ 3D2
D = 0.87 feet
r = 0.71 j
i
Vr = 3.55 !
i .
ra = 0.04 (see figure 1-14)
v = 1-486r2/3 5.1/2=: 5.15! which is greater than Vmax
n j
i
Therefore, select design bottom; width = 12 feet
i
Velocity = 4.83 ft./sec. foiD retardance
Depth = 0.8 feet
I
33
-------
Step 2 - Capacity (C retardance). Determine additional depth needed to
offset the increased retardance and decreased velocity.
Try D= 0.9 feet
A = (12) (0.9) + 3(.92) = 13.23
r= A _ 13.23 := 07g
P 12+2(.9)V§2+T
Assume V - 4.4 ft./sec.
Vr = (4.4) (0.75) = 3.30
For Vr= 3.30 and C retardance, n = 0.046 (figure 1-14).
V = Q-Q^ (0.752/3) (.OSl/2) = 4.62ft./sec.
Since 4.62 ft./sec. is greater than the assumed V,
assume V = 4.6 ft./sec.
Vr = (4.6) (0.75) = 3.45
n = 0.046 (figure 1-14)
(0.752/3) (.031/2) = 4.62 ft./sec.
This is close enough.
Therefore, dimensions and velocities are as follows:
Bottom width = 12 feet
Side slopes = 3:1
For D retardance - V = 4.83 ft,/sec.
D = 0.8 feet
For C retardance - V = 4.62 ft./sec.
D = 0.9 feet
OUTLET PROTECTION1
Outlet protection is the providing of de-energizing devices and erosion resistant channel sec-
tions between drainage outlets and stable existing downstream channels. The channel sections may
be rock-lined, vegetated, paved with concrete or otherwise made erosion resistant. The purpose of
outlet protection is to convert pipe flow to channel flow and reduce the velocity of the water con-
sistent with the channel lining, in order to convey the flow of water to a stable existing downstream
channel, without causing erosion.
34
-------
Application i
• ! ••' ' •
This practice applies to storm drain outlets^ road culverts, paved channel outlets, etc., dis-
charging into natural or constructed channels, which in turn discharge into existing streams or
drainage systems. Analysis and appropriate treatment shall be provided along the entire length of the
flow path from the end of the conduit, channel or structure to the point of entry into an existing
stream or publicly maintained drainage system. |
I
Design Criteria
Show a plan view, profile, and cross-section of each channel reach between the storm drain
outlet and the existing publicly maintained system or natural stream channel. Indicate the velocity
for the following: (1) outlet (pipe, structure or paved channel), (2) riprap or paved apron section,
and (3) each successive channel reach from the end of the apron to the point of entry into the
existing drainage system or natural stream. Show on the plan the proposed method of stabilizing
each channel reach, consistent with computed velocities. The velocity at the end of a structure or
channel reach must not exceed the allowable velocity for the next downstream reach.
A channel reach is defined as a length of channel throughout which the hydraulic character-
istics do not change. These include channel depth of flow, roughness, channel gradient, side slopes,
bottom width, discharge rate and velocity. A natural stream channel is defined as a naturally formed
channel through which the storm runoff would have flowed (had there been no intervention by man)
and which is capable of conveying the peak rate iof runoff after development without eroding.
i
Pipe Outlets7'8'9 i
i
Each pipe outlet shall have a structurally-lined apron or other suitable de-energizing device
immediately downstream from the outlet, where the water can change from pipe flow to channel
flow. The structurally-lined apron shall meet the following criteria:
1. Bottom grade of 0.0 percent. |
i
2. Side slopes of 2:1 or flatter. J
3. The top of the sidewall shall extend at least 1 foot above maximum tailwater, but no
lower than two-thirds of the vertical cjonduit dimension above the conduit invert.
4. Invert elevation at the end shall be equal to, or lower than, the lowest elevation on the
cross-section immediately downstream from the end of the apron (i.e., no overfall at the
end of the apron). j
• ' ' " i • '
5. Size of riprap and length of apron shall be determined (see Design Procedures) and riprap
shall meet the requirements for riprapl The median stone diameter, d^Q, is that stone
size which is exceeded in weight by 50 percent of the riprap mixture. Concrete paving
may be substituted for the riprap. i
i
6. (a) Where there is no well defined channel immediately downstream from the apron,
the width of the end of the aproiji shall be determined as follows:
j ' ••'•''' .-.'.'•
For tailwater elevation less than the elevation of the center of the pipe,
W = diameter + La. j
-------
7.
For tailwater elevation greater than, or equal to, the elevation of the center
of the pipe, W = diameter + 0.4 La.
(Lais the length of apron determined from figure 1-15 or 1-16. Tailwater shall
be determined by computing the depth of flow in the channel reach immedi-
ately downstream from the apron by the use of Manning's equation.)
(b) Where there is a well defined channel immediately downstream from the apron, the
width of the end of the apron shall be equal to the width of the channel section im-
mediately downstream from the apron.
There shall be no bends or curves in the horizontal alignment of the pipe and the apron
unless the structure is designed to adequately handle the flow.
Paved Channel Outlets
Paved channel sections shall meet the following criteria:
1. Velocity in the end of the paved section is not greater than the allowable velocity for the
succeeding downstream section.
2. The downstream end of the invert of the paved section shall be no higher than the lowest
point in the channel immediately downstream from the end of the paved section (i.e.,
no overfall at the end of the apron). ;
3. The end of a paved channel shall merge smoothly with the next downstream channel sec-
tion and this transition shall be accomplished within the paved channel. The bottom
width of the end of the paved channel shall be at least as wide as the bottom width of
the downstream channel. The maximum side divergence of a transition shall be 1 in 3F,
where the Froude number, F = V/ \/gd and V is the velocity, d is the depth of flow at
the beginning of the transition, and g is acceleration due to gravity, 32.2 ft. per sec2.
4. Bends or curves in the horizontal alignment of paved channels are not acceptable unless
the Froude number, F, is 1.0 or less or the channel is specifically designed to contain the
turbulent flow.
Channel Velocity in Unpaved Channels
Each channel reach having a natural, vegetated or riprap-paved bottom shall be checked for
stability by calculating the flow velocity using Manning's equation and then assuring that the chan-
nel will handle that velocity without eroding. The computations will necessitate appropriate field
surveys to determine cross-sections, grades, types of material in the channel, and condition of the
channel.
Channel Design Data
The roughness coefficient, n, shall be as follows:
36
-------
T3
LO
d
V
c
o
•a
c
I
* E
u 3
m- E
g 1
? E
« I
D c
_g
I
a.
o
S5
'&
a
iri
37
-------
j ui 'O
SNOJ.S NVIQSIAI
38
-------
Channel lining
n value
Asphaltic concrete - machine finished
hand finished j ",'
i
Concrete ? float finish j
unfinished ! ...
shotcrete, unfinished j
j .'....
Natural channels not completely lined
with vegetation I
i
Gabion mattresses j
'
Fabriform® - Filter point (waffled surface)
I
Riprap j •
!
Vegetation i
i
i
i
Maximum flow velocities shall be as follows:5
I . .
Channel lining j
Natural channels not completely linbd
with vegetation |
. , , ' . i
Sand and sandy loam ;
Silt loam j
Sandy clay loam j
Clay loam
Clay, fine gravel and graded loam to gravel
Graded silt to cobbles i
Shale, hardpan and coarse gravels;
• i
Riprap j
i
Vegetation '
0.018
0.022
0.015
0.017
0.022
0,025
0.028
0.025
See Riprap
See Grassed
Waterway
Maximum velocity,
feet per second
2.5
3.0
3.5
4.0
5.0
5.5
6.0
See Riprap
See Grassed
Waterway
Design Procedures
i
Outlet protection is a level apron of sufficient length and flare, such that the expanding flow
(from pipe or conduit to channel) loses sufficient velocity and energy that it will not erode the next
downstream channel reach. The design curves are based on circular conduits flowing full. The
curves provide the apron size and if riprap is to bje used, the minimum d^Q size for the riprap.
There are two curves, one for a low or minimum ftailwater condition (figure 1-15) and one for a
high or maximum tailwater condition, (figure 1-1,6). The minimum condition applies to a tailwater
surface elevation less than the center of the pipe jwhereas the maximum condition applies to a tail-
water surface elevation equal to, or higher than, the center of the pipe.
39
-------
First, determine the tailwater condition, asidiscussed in Design Criteria. Then, for circular
conduits, use the appropriate chart (figure 1-15 or 1-16) and, based on the discharge and the pipe
diameter, determine riprap size and apron length. Then calculate apron width and maximum stone
size in the riprap mixture.
Example 1:
A circular conduit is flowing full. .
Q = 280 cfs, diam. = 66", and tailwater (surface) is 2 ft. above pipe invert.
This is a minimum tailwater condition (see figure 1-15).
Therefore, dQQ - 1.2 ft, and apron length, La = 38 ft. .
Apron width, W = diam. + La = 5.5 + 38 = ! 43.5 ft.
Maximum stone size in the riprap mixture = 1.5 x ^50 = 1.5 x 1.2 = 1.8 ft.
For the design of outlet protection for rectangular conduits, the depth of flow and velocity
are used. Determine the tailwater condition and the appropriate chart (figure 1-15 or 1-16). Use
the lower set of curves and, based on the velocity and depth (using the diameter curves for depth),
determine d§Q and the length of apron. To determine the apron width, substitute conduit width
for diameter in the apron width equations. ,
Example 2:
A concrete box 5.5 ft x 10 ft. is flowing 5.0 ft. deep. Q = 600 cfs and the tailwater (surface)
is 5 ft. above invert. This is a maximum tailwater condition (see figure 1-16).
Q- 60°
A 5.0 x 10
12fDS
12 lps
Therefore, d&Q = 0.4 ft. and apron length, La = 40 ft. Apron width, W = conduit width +
0.04 La= 10+(0.4) (40) = 26 ft. Maximum stone size = 1.5 x d&Q = 1.5 x 0.4 = 0.6 ft.
Construction Specifications
1. For natural or vegetated channels, see Grassed Waterway.
2. Aprons at the end of pipe or lined channel outlets shall meet the following criteria:
a. Bottom grade shall be 0.0 percent.
b. Side slopes shall be 2:1 or flatter.
c. Sidewalk shall extend up as shown on the plans but not less than two-thirds the
pipe diameter.
d. There shall be no overfall from the end of the apron to the surface of the receiving
channel. The area to be paved or riprapped shall be undercut so that the invert of
the apron shall be at the same grade (flush) with the surface of the receiving channel.
The apron shall have a cut-off or toe wall at the downstream- end.
e. Apron dimensions and riprap size or concrete thickness shall be as shown on the
plans.
40
-------
f. The width of the end of the apron shall be equal to the bottom width of the receiving
channel. : i
g. The placing of fill, either loose or! compacted, shall not be allowed in the receiving
channel.
h. No bends or curves in the horizontal alignment of the apron will be permitted.
|
3. Paved channel sections shall meet the following criteria:
a. Side slopes, dimensions, grades, etc., shall be as shown on the plans.
b. There shall be no overfall from the end of the paving to the surface of the receiving
channel. . ]
c. Riprap size or concrete thickness,1 joint details, etc. shall be as shown on the plans.
d. The end of paved sections shall be as wide as the receiving channel and the transition
between the two .channels shall be smooth.
.- . . . ,. . . .,_.,.... ,. i . . .. , ., , , ..
e. The placing of fill (either loose or compacted) in the receiving channel shall not be
allowed. !
f. Bends or curves in the horizontal (alignment of paved channels are not acceptable
unless shown on the plans, and the radius of curvature must be the same as shown
on the plans. j
I .
4. Riprap construction shall comply with the requirements for riprap.
RIPRAP1
Riprap is a layer of loose rock or aggregate placed over an erodible soil surface. The purpose
of riprap is to protect the soil surface from the erosive forces of water.
- • . i - . •. > .. . ,
i
Application
Riprap is used where the soil conditions, water turbulence and velocity, expected vegetative
cover, and groundwater conditions are such that [the soil may erode under the design flow condi-
tions. Riprap may be used at such places as storm drain outlets, channel banks and/or bottoms,
roadside ditches, and drop structures. |
Design Criteria
.The minimum design discharge for channels and ditches shall be the peak discharge from the
design storm, based on maximum watershed development during the life of the structure. The
roughness coefficient, n, used for determining flow on the constructured riprap surface, shall be
as shown in figure 1-17. I
-------
In the design of riprap-lined channels, National Cooperative Highway Research Program Re-
port No. 108, "Tentative Design Procedure for Riprap-Lined Channels"10 details the procedure for
determining a design stone size such that the stone is stable under the design flow conditions with a
reasonable factor of safety. The design stone size used is the 0(50, or median stone diameter, de-
fined as that stone size which is exceeded in weight by 50 percent of the mixture.
UJ
I
g
o
y> ui
o u.
•z. ui
8
0.02
2 3 4 5 6
MEDIAN RIPRAP SIZE, ^
8 10
20
30
Figure 1-17. Manning's n for riprap-lined channels.1
Erosive forces of flowing water are greater in bends than in straight channels. Therefore, rip-
rap size for bends and straights in the channel must be computed. If the riprap size (d§Q) computed
for bends is less than 10 percent greater than the riprap size for straight channels, then the riprap size
for straight channels shall be considered to be of adequate size; otherwise, the larger riprap size shall
be used in the bend. This is done in order to minimize the number of riprap sizes required. No i
more than two riprap sizes should be used on any single contract, in order to minimize construction
problems caused by too many sizes. The riprap size to be used in a bend shall extend upstream
from the point of curvature, and downstream from the point of tangency a distance equal to five
times the channel bottom width (length = 5 &). This riprap size shall extend across the bottom and
up both sides of the channel.
Riprap
The riprap shall be composed of a well-graded mixture down to the 1-inch size particle, such
that 50 percent of the mixture by weight shall be larger than the dfrQ size. A well-graded mixture is
defined as a mixture composed primarily of the larger stone sizes but with a sufficient mixture of
other sizes to fill the progressively-smaller voids between the stones. The diameter of the largest
stone size in such a mixture shall be considered to be 1.5 times the ^50 size. The riprap size as
shown on the plans and specifications or for other construction purposes shall be the size of the
largest stone in the mixture, i.e., 1.5 x dQQ. The minimum thickness of the riprap layer shall be
1.5 times the maximum stone diameter but not less than 6 inches. The riprap shall extend up the
banks to a height equal to maximum depth of flow or to a point where vegetation can be estab-
lished to adequately protect the channel.
42
-------
In channels where there is no riprap or paving in the bottom, the toe of the bank riprap shall
extend below the channel bottom a distance at least 1.5 times the maximum stone size, but in no
case less than 1 foot. The only exception to this would be in the event that there is a non-erodible
hard rock bottom. The channel bank shall not bej steeper than 2.0 horizontal to 1.0 vertical.
i
After determining the riprap size that will be1 stable under the flow conditions, the designer
shall consider that size to be a minimum size and then, based on riprap graduations actually avail-
able in the area, shall select the size or sizes that etjual or exceed the minimum size. The possibility
of damage by children shall be considered in selecting a riprap size, especially if there is nearby water to
to toss the stones into.
Filter !
I
i
A filter is a layer of material placed between jthe riprap and the underlying soil surface to pre-
vent soil movement into and through the riprap.
Riprap shall have:a filter placed under it when either of the following conditions exist:
1. The riprap is not well graded down to the 1-inch size particle.
2. Riprap is placed oh the side slopes of a channel and the soil is sand-size or finer with a
plasticity index, PI, less than 10. This requirement applies to slopes having this soil in
lenses or layers greater than 3 inches in jthickness.
N A filter can be of two general forms. One is a single layer of plastic filter cloth manufactured
for that express purpose. The plastic filter cloth s^iall be woven of polypropylene monofilament
yarns and shall be equivalent to "Poly-Filter X" a£ manufactured by Carthage Mills, Inc., Cincinnati,
Ohio. Another is a properly graded layer of sandjgravel, or stone.
The criteria for the design of an aggregate filler are as follows:
Filter !
d-15 Riprap
Filter
Base
in which d^ or dgQ is the size of base, filter or riprap material. In these equations, 15 and 85 per-
cent, respectively, are finer. The base is the soil layer underneath the filter. The filter shall be graded
down to sand -size particles. Riprap 12 inches and; larger shall not be dumped directly onto the
plastic filter cloth, since it may tear or displace the filter cloth. Instead, a 4-inch-minimum thick-
ness blanket of gravel shall be placed over the filter cloth or the riprap shall be placed directly on
the filter cloth by hand or by the bucket of the equipment. Side slopes shall be 2:1 or flatter to
prevent the gravel from sliding down the filter cloih before placing the riprap.
Soil Size Classification
Soil sizes given herein are according to the Unified Soil Classification System as shown on the fol-
lowing page.
43
-------
Sieve size •
Smaller than 3" and larger than #4 (approximately 1/4")
Smaller than #4 and larger than #200 (0.074 mm)
Quality
Stone for riprap shall consist of field stone or rough unhewn quarry stone of approximately
rectangular shape. The stone shall be hard and angular and of such quality that it will not dis-
integrate on exposure to water or weathering, and it shall be suitable in all other respects for the
purpose intended. The specific gravity of the individual stones shall be at least 2.5.
Rubble concrete may be used, provided it has a density of at least 150 pounds per cubic foot
and otherwise meets the requirements specified herein.
Design Procedures
The design of riprap-lined channels (National Cooperative Highway Research Program Report
No. 108, "Tentative Design Procedure for Riprap-Lined Channels."10) is based on the tractive
force method and covers the design of riprap in two basic channel shapes: trapezoidal and triangular.9
NOTE: This procedure is for the uniform flow in channels and is not to be used for design of
riprap de-energizing devices immediately downstream from such high velocity devices
as pipes and culverts. See Outlet Protection.
Report No. 10810 gives a simple and direct solution to the design of trapezoidal channels
including channel carrying capacity, channel geometry, and riprap lining. The publication is a very
good reference and design aid. . ,
The procedure presented in this section is based on the assumption that the channel is already
designed and the remaining problem is to determine the riprap size that would be stable in the
channel. The designer would first determine the channel dimensions by the use of Manning's
equation. The n value in Manning's equation is derived by estimating a riprap size and then
determining the corresponding n value for the riprapped channel from figure 1-17.
When the channel dimensions are known, the riprap can be designed (or on already
completed design may be checked) as follows: , -
Trapezoidal Channels
1. Calculate the b/d ratio and find the P/r ratio on figure 1-18.
2. From figure 1-19, using S^, Q, and P/ r, find the median riprap diameter, d59, for straight
channels.
3. On figure 1-17, find the actual n value corresponding to the ^59 from step 2. If the
estimated and actual n values are not in reasonable agreement, another, trial must be made.
44
-------
to
c:
c:
ra
"5
TJ
'5
N
1}
a.
ca
00
.
.8"
ii.
-------
<
UJ
z
II
Q
ID
S
channel
zo
gh
o.
46
-------
4. For channels with bends, calculate the ratio B$/R0, where Bs is the channel surface width
and R0 is the radius of the bend. Use figure 1-20 to find the bend factor, FB. Multiply the
dso for straight channels by the bend factor to determine riprap size to be used in bends.
If the c?5Q for the bend is less than 1.1 times the d^Q for the straight channel, then the
size for straight channel may be used in trie bend; otherwise, the larger stone size calculated
for the bend shall be used. The riprap shall extend across the full channel section and
shall extend upstream and downstream from the ends of the curve a distance equal to five
times the bottom width. '' •' '•' ' " * '"
5. From figure 1-21, determine the maximum stable side slope of riprap surface.
Triangular Channels
1. From figure 1-22, using Sfy, Q and z, find jbhe median riprap diameter,
channels.
, for straight
2. From figure 1-17, find the actual n value, jlf the estimated and actual n value are not in
reasonable agreement, another trial must be made.
3. For channels with bends, see step 4 under [ Trapezoidal Channels.
The riprap size to be specified on the plans shall be the maximum stone size in the mixture
which shall be 1.5 times the ^50. The thickness o|f the riprap layer is 1.5 times the maximum stone
size, but not less than 6 inches. Freeboard shall be added to the channel depth and shall be not less
than 0.2 times the depth of flow, or 0.3 feet, whichever is greater.
, - \
Example: i
Given:
Trapezoidal channel
Q = 100 cfs
S=0.01ft./ft.
Side slopes = 2.5; 1
Mean bend radius, Ro = 25 ft.
n = .033 (estimated and used to design ihe channel to find that & = 6 ft. and d = 1.8 ft.)
Type of rock available is crushed stone.
Solution:
Straight channel reach
b/d = 6/1.8 = 3.3
From figure 1-18, P/r = 13.0
From figure 1-19, ^59 = 3.4 in.
From figure 1-17, n (actual) = 0.032, which is reasonably close to the estimated n of 0.033.
Maximum riprap size = 1.5 x 3.4 = 5.1 in.
Riprap thickness = 1.5 x 5.1 = 7.7 in.
Use 5 in. as maximum riprap size and 8 in. as riprap layer thickness.
47'
-------
o:
o
u.
a
LU
CO
c/5o (for bend) = rf50 (for straight) X FB
Bs = channel surface width
R0 = mean radius of bend
0.2 0.4 0.6 0.8
Figure 1-20. Riprap size correction factor for flow in channel bends.1
1.0
8 10
1 2 3456
MEAN STONE SIZE, d5Q, in inches
Figure 1-21 Maximum riprap side slope with respect to riprap size.1
20
30
48
-------
O
c
Q
uu
O
fe-
1
Q
LU
Q.
O
O «
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< £
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m
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-------
Channel bend
Bs = b + 2ztl = 6 + (2)(2.5)(1.8) = 15 ft.
BK/R() = 15/25 = 0.60
From figure 1-20, Fg = 1.33
Fg = 1.33 > 1.1; therefore, the bend factor must be used.
Riprap size in bend, d§Q = 3.4 x 1.33 = 4.52 in.
Maximum riprap size in bend = 4.52 x 1.5 = 6.78 in.
Riprap thickness = 6. 78 x 1.5 = 10.2 in.
Use 7" for maximum riprap size and 10" for riprap layer thickness.
The heavier riprap for the bend -shall extend upstream and downstream from the, ends of
the bend a distance of (5) (6) = 30 ft.
The riprap for d^Q = 3.4 in. and 4.52 jn., which will both be stable on a 2.5:1 side slope
(figure 1-21). .-..'••
Freeboard = (0.2)(1.8) = .36 ft. which is not less than 0.3 ft.
Therefore, minimum freeboard is 0.36 ft. Use 0.4 ft.
Construction Specifications
1. The subgrade for the riprap or filter shall be prepared to the required lines and grades. Any
fill required in the subgrade shall be compacted to a density approximating that of the
surrounding undisturbed material.
2. The rock or gravel shall conform to the specified grading limits when installed, respectively,
in the riprap or filter.
3. Plastic filter cloth shall be protected from punching, cutting, or tearing. Any damage other
than an occasional small hole shall be repaired by placing another piece of cloth over the
damaged part or by completely replacing the cloth. All overlaps, whether for repairs or for
joining two pieces of cloth, shall be a minimum of 1 foot.
4. The stone for the filter and riprap may be placed by equipment. Both filter and riprap shall
each be constructed to the full course thickness in one operation and in such a manner to
avoid displacement of the underlying material. The stone for filter and riprap shall be
delivered and placed in a manner that will insure that the filter and riprap each shall be
reasonably homogeneous with the smaller stones and spalls filling the voids between the
larger stones. Riprap shall be placed in a manner to prevent damage to, the filter blanket.
Hand placing will be required to the extent necessary to prevent damage to the permanent
works.
50
-------
CHECK DAM
A check dam is a structure used to stabilize lihe grade or to control head cutting in natural or
artificial channels. Check dams are used to reduce or prevent excessive erosion by reduction of
velocities in watercourses or by providing partially-lined channel sections or structures that can
withstand high flow velocities. . j
Application ' I •
Check dams are used where the capability of earth and/or vegetative measures is exceeded in
the safe handling of water at permissible velocities, where excessive grade or overall conditions
occur, or where water is to be lowered from one ejevatiori to another.
Design Considerations
Capacity
The minimum capacity should be that required to confine the peak rate of runoff expected
from a 10-year frequency rainfall event, or a higher frequency corresponding to the hazard involved.
Peak rates of runoff values used in determining the capacity requirements are outlined in
Chapter 2, "Estimating Runoff," Engineering Field Manual for Conservation Practices, or other accepted
methods.5 , :| ,
Construction Specifications :
l ' -
1. Oyerfall structures of concrete, metal rock5, gabions, Fabriform®, wood, etc., may be used
in the construction of check dams. j .'...'._.
2. The structure should be located in a reasonably straight channel section and, particular
attention must be given to the effect that new water levels will have on existing natural and
man-made features. j
3. Site and foundation conditions and aesthetic considerations are important factors in
construction material selection. , i '
i • '
i
4. Design channel grade above and below thej structure should be analyzed to determine if
erosion or sediment deposition will be a problem.
SEDIMENT BASIN
A sediment basin is constructed on a waterway to impound runoff coming from the mine
site. The pond is formed by placing an earthen, dam, across the waterway, by excavating a depres-
sion, or by a combination of the two means. The; purpose of a sediment basin is to remove sedi-
ment from runoff and thus protect drainagewaysj properties, and rights-ofrway below the sediment
basin from sedimentation. i
-------
Application
Sediment basins are installed below the mining operation, on or adjacent to the major water-
ways. They act as a last line of defense against off-site sediment drainage and are used to reduce
the suspended solids concentration to acceptable levels directed by the discharge permit. Many
states require that sediment basins be used.
Scope .
In general, this subsection applies to the-installation of temporary sediment basins on sites
where: (1) failure of the struct/are would not result in loss of life, damage to homes or buildings,
or interruption of use or service of public roads or utilities, and (2) the basin is to be removed
within a. specified time.
Various states have additional restrictions on the use of sediment basins. The standards and
specifications of the state should be consulted prior to design.
Design Considerations
Compliance with Laws and Regulations
Design and construction should comply with state and local laws, ordinances, rules and reg-
ulations.
Size of Basin
The sediment basin must be sized to accomplish two functions: (1) it must effectively re-
move a certain percentage of the suspended sediment, and (2) it must provide sufficient storage
capacity for the sediment removed from suspension.
Sediment Removal Design Procedure
1. Obtain representative particle size distribution for suspended solids inflow concentra-
tion.
2. Determine the size of particle which must be removed to meet EPA or state effluent
criteria. The proposed EPA "Effluent Guidelines and Standards" limits coal mines as
follows: (1) total suspended solids concentration maximum for any one day = 70 mg/1,
and (2) average of daily values for 30 consecutive days shall not exceed 35 mg/1.
52
-------
3. The settling velocity associated with j;he selected particle size can then be obtained by
using Stoke's Law: \
where: j
Vs = Settling velocity, cm/sec
|
g = Acceleration of gravity, 98;1 cm/sec2
i
i
„ - :, ju = Kinematic viscosity of a fluid, cm2 /sec2
S = Specific gravity of a particle '
! ...-'.:•
D = Diameter of particle, cm (assumed on sphere)
•.-••• i
4. Determine flow rate to the pond. For a pond to which water is pumped, the rate is
determined by the maximum pump rate. For ponds receiving direct runoff, the runoff
volume over a selected time span must be determined. EPA has chosen the 10-year,
24-hour precipitation event as its design criteria.
j
5. With the settling velocity and runoff 'volume estimated, the basin size can be calculated
by the following formula: i
where: I
A = Required basin size in m2 j
Q - Flow rate through the pond (overflow rate), m3/sec
, Vs = Critical settling velocity, m/sec
6. Apply correction factor to account fjar non-ideal settling:
|
^adjusted = 1-2 ^required ;
The quantity of material to be stored is as important as the ability of the pond to remove and
retain solids. The required storage capacity is obtained by multiplying the total area disturbed by
a constant sediment yield rate. Sediment yield rates vary considerably from state to state. Table
1-10 summarizes the storage requirements for several states.
i
The life of most ponds designed for contour surface mines is usually 1 to 3 years. For area
mines, it may be much longer. The pond should be designed with sufficient storage capacity to
last the life of the mine. Where more than one pond is used in series, this requirement may be de-
leted. Where the required capacity cannot be obtained, the usual requirement is that the pond be
cleaned when its storage capacity is reduced 40 to 50 percent. However, if 50 percent of the
storage capacity is utilized, the retention time is' reduced by at least 50 percent and the surface
area may be reduced. If this occurs, it may prevent meeting water quality goals.
53
-------
Table 1-10. — Design storage capacity requirements^^
State
Maryland
Kentucky
West Virginia
Pennsylvania
Requirement
0.5 inches/acre drained
0.2 inches/acre drained3
0.2 acre-ft./acre disturbed
0.125 acre-ft/acre disturbed
60 percent6
V = (AIC) + (A/C/3)
V = Volume, cu. ft.
A = Area drained
/ = Rainfall/24 hours
C = Runoff constant
To be cleaned when storage capacity drops below
0.2 inches/acre.
To be cleaned when sediment accumulation
approaches 60 percent design capacity.
Location
The sediment basin should be located to obtain the maximum storage benefit from the ter-
rain and for ease of cleanout of trapped sediment. Its location should also minimize interference
with surface mining operations. Some agencies recommend that the pond be built in the main
drainway and that all the surface runoff from the mine and adjacent area pass through the pond.
Others recommend that it be placed out of the main drainway to prevent unnecessary treatment
and to facilitate the cleaning, removal and abandonment of the pond. In some instances, the
topography of the mine area may dictate the location.
Number of Ponds
Some mines, particulary in mountainous areas, use several small ponds. These may be in
series, or may discharge to one large pond. The primary reason for use of more than one pond
is that the topography of the land is unsuited to one large pond. The use of several ponds has
advantages over one large pond as follows: (1) passing the water from one pond to another may
improve retention time and suspended solids removal; (2) one small pond can be used to pre-
treat, i.e., remove the bulk of the larger size material, and thus reduce the need to clean out a
larger polishing pond; (3) if cleaning is required, the smaller pond can be more easily handled
with common equipment; (4) smaller ponds can be easily removed at the end of mining; and
(5) "turn overs" and wind erosion of banks are reduced.
However, a small pond is often constructed simply by being dug out with a dozer. A large
pond usually is better designed and constructed. It can be designed for the life of a mine and
never require cleaning. The cost of several ponds as compared to one pond will depend on the
individual situation. Several ponds may require more earthmoving work whereas one pond may
require more expensive dam construction and outlet and emergency spillways.
54
-------
Spillways !
Spillways should consist of a principal spillway and an emergency spillway. The combined
capacities of the principal and emergency spill\yays should exceed the peak rate of runoff from
the design storm. .|
I
Principal Spillway j
The principal spillway consists of a vertical pipe or box type riser joined (watertight connec-
tion) to a pipe (barrel) which extends through ,the embankment and outlets beyond the down-
stream toe of the fill. The minimum capacity of the principal spillway must conform to state
criteria. For those basins with no emergency spillway, the principal spillway should have the capa-
city to handle peak flow from the design stornii. The minimum size of the barrel should be 8 inches
in diameter. See figure 1-23. j
When used in combination with emergency spillways, the crest elevation of the riser should
be 1 foot below the elevation of the control se'ction of the emergency spillway.
The riser must be completely watertight and, except for the inlet opening at the top, or a
dewatering opening, it should not have any holes, leaks, rips, or perforations.
• - • I . . . • .
An anti-vortex device and trash rack must be securely installed on top of the riser. It should
be the concentric type. See figure 1-24. j
i
The riser base must be attached with a watertight connection and have sufficient weight to
prevent flotation of the riser. For risers 10 fe^i or less in height, there are two approved types of
bases: (1) A concrete base 18 inches thick with the riser imbedded six inches; (2) A 1/4-inch-
minimum thickness steel plate, attached to the! riser by a continuous watertight weld around the
circumference- of the riser. The plate should have 2.5 feet of stone, gravel, or tamped earth pkiced
on it to prevent flotation. In either case, each side of the square base must be twice the riser
diameter. For risers greater than 10 feet in height, computations should be made to check flota-
tion. The minimum safety factor should be 1.25 (downward forces = 1.25 x upward forces).
An outlet must be provided, including a means of conveying discharge in an erosion-free
manner to an existing stable stream. Drainage ejasements should be obtained if the discharge
crosses the property line before reaching the stream. Easements should be in writing and refer-
enced on the sediment basin plan. At the discharge end of the pipe spillway, protection against
scour, must be provided. Meaures may include impact basin, riprap, revetment, excavated plunge
pools, or other approved methods. _ . ' • j
When any of the following conditions exist, anti-seep collars should be installed around the
pipe conduit within the normal saturation zone in order to increase the seepage length at least 10
percent., , i. .
;.., -••••-.'•. . • • i .•-...
• The settled height of dam exceeds 10 feet. . .
. ,• The embankment material has a low jsilt-clay content (Unified Soil.Classes SM or GM)
'arid the pipe diameter is 10 inches or greater. '. ',..'.
!f55
-------
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The phreatic line may be approximated with a line drawn downward on a 4:1 slope from the
intersection of the normal pool (corresponding to the top of the riser) and the upstream face of
the embankment (see figure 1-25). The seepage length is the flow path of a particle of water along
the conduit from the riser to the point of intersection .between the approximate phreatic line and
the invert of the pipe conduit. When anti-seep collars are used, the equation for revised seepage
length becomes:
or
,n >-
.05LC
where:
L =
Saturated length is length, in feet, of pipe between riser and intersection of
phreatic line and pipe invert.
n = Number of anti-seep collars.
V = Vertical projection of collar from pipe, in feet.
The anti-seep collar and its pipe connection must be watertight. The maximum spacing, in
feet, between collars should be 14 times the minimum projection of the collar measured perpen-
dicular to the pipe. The anti-seep collar(s) should be located below the phreatic line in the em-
bankment and should be equally spaced. They should not be located closer than 2 feet to a pipe
joint. There must also be sufficient distance between collars for hauling and compacting equip-
ment.
Embankment
Embankment —
invert
Intersection
pipe diameter
Figure 1-25. Anti-seeo collar design.
58
-------
Anti-Seep Collar Design :
This procedure provides the anti-seep collar dimensions only for temporary sediment basins
in order to increase the seepage length by 10 percent for various pipe slopes, embankment slopes,
and riser heights. This does not apply to permanent structures, which must have an increase of 15
percent in the seepage length. j
I
The first step in designing anti-seep collars iis to determine the length of pipe within the sat-
urated zone of the embankment. This can be done graphically or by the following equation, as-
suming that the upstream slope of the embankment intersects the invert of the pipe at its up-
stream end. See embankment-invert intersection on figure 1-25.
Ls = y (z + 4)
Pipe slope
0.25-pipe slope!
TT
!
where:
Ls = Length of pipe in the saturated zone (ft.)
,y - Distance from upstream invert of pipe to highest normal water level expected to
occur during the life of the structure, usually the top of the riser (ft.).
z - Slope of upstream embankment as a ratio of z ft. horizontal to 1 foot vertical.
. - - . • ....... . |
pipe slope = Slope of pipe in feet per!foot.
t
The numbers 4 and 0.25 are based on approximation of the phreatic line (4:1 — figure I-
25). :
To determine Ls graphically, refer to figure 1-26. The number, size, and spacing of collars
can then be determined from figure 1-27. I
Example — Given:
Find:
y = 8 ft., embankhient slope = 2.5:1,
pipe slope = 10%, pipe diameter = 36"
1 - - :
number, size, and spacing of anti-seep collars.
From figure 1-26, saturated length, Ls = 8TJ ft. From figure 1-27, the size for two collars
would be 7.3 ft. and for three collars, 5.9 ft. Select two collars since they would be less expen-
sive and easier to install. Collar sizes should be given in feet and inches; therefore, use two col-
lars 7 ft 4 in x 7 ft 4 in. From figure 1-27, the projection is 2.15 ft. Therefore, the maximum
collar spacing is (14) (2.15 ft) = 30.1 ft. i
Details .and installation instructions for corrugated metal collars are shown in figure 1-28.
For helical pipe collars, see figure 1-29. j
: ' i
j
Emergency Spillway
Emergency spillways are provided to convey large flows safely past an earth embankment.
They are usually open channels excavated in eaith, rock, or reinforced concrete. See figure 1-30.
159
-------
200
150 £
w
•-J
•.
LLI
Q
LU
cn
CO
Figure I-26. Pipe length in saturated zone.1
60
-------
Q
01
cc.
I
200
150
100
87
50
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/o colla
5' x 7.3
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Three collars
5.9
' x 5.9'
s
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COLLAR PROJECTION, \/,feet
,r-2J15 3 4 • E
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Note: This procedure
is for a 1 0% increase';
in the length of the ;
flow path. 'y • •
10 W *> 01 OIO) • vl vl 00 CO ^ -1
to w °
ANTI-SEEP COLLAR SIZE, feel
Figure 1-27. Anti-seep collars — number and size.1
J8i-
fl-
-------
Install collar with
corrugations vertical
O.M. pace L, "•"• "' ^'t^ftl Space
2 »[ [§" CCj I including pipe'J^ .3" CCj
n ^ ** * I _i . .
Continuous
weld
2'
Collar to be of same gage as the
pipe with which it is used.
1/2" x 2" slotted holes for 3/8"
diameter holes
12"min
^
2"
B
Weld both sides
Corrugated metal
sheet welded to
center of band.
Elevation of unassembled collar
Section B-B
NOTES:
1. All materials to be in accordance with
construction and construction material
specifications.
2. When specified on the plans, coating
of collars shall be in accordance with
construction and construction material
specifications.
3. Unassembled collars shall be marked by
painting or tagging to identify matching
pairs.
4. The lap between the two half sections
and between the pipe and connecting band
shall be caulked with asphalt mastic at
time of installation.
5. Each collar shall be furnished with two
1/2" diameter rods with standard tank
lugs for connecting collars to pipe.
Figure I-28. Details of .corrugated metal anti-seep collar.1
62
-------
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Earth spillway
Control
section
Inlet
channel
G_ Embankment
Profile along C_ of earth spillway
Plan of earth spillway
b
n
Q
S
V
X
z
Difference in elevation between crest of earth spillway at the
control section and water surface in reservoir, ft.
Bottom width of earth spillway a'tthe cohtro'l section, ft.;
Manning's coefficient of roughness (see table below).'
Total discharge, in cfs (see table below)1. " "
Flattest slope allowable for channel below control section, %.
Velocity, in feet per second, that will exist in channel below
control section (at design Q) if constructed to slope, S, that is
shown. See table below.
Minimum length of channel below.control section, ft.
Side slope ratio. . -..,.,'„
Cross section of earth
spillway at control section
NOTES:
1. The table below is a sample from asetof tables'available from the U.S. Department of Agriculture.1 The sample
has been extracted from the design-tablefor side slope := 2:1 arid n - 0.040. '• :
2. Fora given Hp, a decrease in the exit slope from 5, as'given in the table, decreases spillway discharge'but in- '
creasing the exit slope from S does not increase discharge. If an exit slope, Se, steeper than S is used, then vel-
ocity, Vg, in the exit channel will increase according to the following relationship:
0.3
!••' .t.
3. Data to right of heavy vertical lines on the design tables should be used with caution, as the resulting sections will
be either poorly proportioned or have velocities in excess of 6 ft/sec. :
Hp
In faet
0 5
0.6
0.7
Spillway
variables
Q
V
S
X
Q
V
S
X
Q
V
S
X
a
6
2.7
3.9
32
8
3.0
3.7
36
11
3.2
3.5
39
1O
7
2.7
3.9
33
10
3.0
3.7
36
13
3.2
3.5
40
12
8
2.7
3.9
33
12
3.0
3.7
36
16
3.3
3.4
40
BOTTOM WIDTH, b, in feet
14
10 '
2.7
3.9
33
14
3.0
3.7
36
18
3.3
3.4
40
16
11
2.7
3.8
'33
'16
3.0
3.6
36
20
3.3
3.4
41
18 ,
13
2,7
3.8,
33
18
3.0
3.7
36
23
3.3
3.4
41
20
•14
. 2.7
3.8
33
20
3.0
3.6
37
25
3.3
3.4
41
22
15
2.7
3.8
33
22
3.0
3.6
37
28
3.3
3.4
41
24
17- •
2,7
3.8
33
24
3.0
3.6
37
30
3.3
3.4
41
26
18
2.7
3.8
33
26
3.0
3.6
37
33
3.3
3.4
41
28
20 '
2.7
3.8
33
28
3.0
3.6
37
35
3.3
3.4
41
30
21
2.7,
3.8
33
30
3.0
3.6
37
38
3.3
3.4
41
32
22
2.7
3.8
33
32
3.0
3.6
37
41
3.3
3.4
41
34
24
2.7
3.8
33
34
3.0
3.6
37
43
3.3
3.4
41
36
25
2.7
3.8
33
35
3.0
3.6
37
44
3.3
3.4
41
38
27
2.7
3.8
33
37
3.0
3.6
37
46
3.3
3.4
41
40
28
2.7
3.8
33
39
3.0
3.6
37
48
3.3
3.4
41
Figure I-30. Design data for earth spillways.1
-------
The minimum capacity of the emergency spillway should be that required to pass the peak
rate of runoff from the design storm, less any reduction due to flow in the pipe spillway.
Velocities in the exit channel should be in! the non*erosive range for the type of vegetation
used. i
i .
Erosion resistant vegetation or other suitable means such as riprap, asphalt, or concrete, must
be used to provide erosion protection. j
i . ;.
Freeboard is the difference between the design high water elevation in the emergency spillway
and the top of the settled embankment. If there is no emergency spillway, it is the difference
between the water surface elevation required to pass the design flow through the pipe and the top
of the settled embankment. :
Entrance and Travel Distance
Points where surface runoff enters a sediment basin should be protected to prevent erosion,,
Diversions, grade stabilization structures, or other water control devices must be installed as neces-
sary to control direction of runoff. Points of entry should be located to insure maximum travel
distance to point of exit (the riser) from the basin.
Disposal
The sediment basin plans should indicate the method(s) of disposing of the sediment removed
from the basin. The sediment must be placed so that it will not be washed from the site. The
sediment should not be deposited downstream from the basin, or in or adjacent to a stream or
floodplain. j
i
The sediment basin plans should also show the methods for removing or abandoning the
sediment basin after mining is completed and the drainage area is stabilized, and must also include
the procedures to be used in stabilizing the sediment basin site. See figures 1-31 and 1-32 for
sediment basin dewatering methods. > .
' i • •
i
i
Procedure for Determining or Altering Sediment Basin Shape
The pool area at the principal spillway cre'st elevation shall have a length to width ratio of at
least 2.0 to 1. This requirement increases the effectiveness of the sediment basin by minimizing
the "short-circuiting" sediment-laden inflow to; the riser.
The following procedure is used to determine shape of the basin. The length of the flow path, L,
is the distance from the point of inflow to the outflow point. The point of inflow is where the
stream enters the normal pool (pool level at the riser crest elevation); the outflow point is the riser.
The pool area, A, is the area of the normal pool. The effective width, We, is found by the equation:
L: W ratio
\ 65
-------
Edge of pool
Perforated pipe
in trench
0.5% minimum grade
Embankment
Riser
(Barrel
NOTE: S= 15'to 25'
Profile
2' mfn.
10"min.
Clean masonry sand
4" perforated
plastic pipe
placed with
perforations down
Place poly-filter X,
nylon fabric, or fiber-
glass filter over pipe.
Mortared or
welded joint •
Riser connection
Riser
Outlet
Cross-section
drain pipe in trench
Figure 1-31. Dewatering sediment basin with s.ubsurface drain.1
66
-------
The dewatering methods shown here are inexpensive a'nd operate automatically. Other methods,
such as pumping, may also be used. i
Method
A
Flow
[
4" max. dia., }
•*"j>ediment ,
cleanoyt '
level j
i
. . j
i, Comments
Easy to construct.
May clog with trash.
Non-skimming.
Capable of draining down to sediment clean-out level.
Passes base flow "without storage of water.
Cross-section
B. Same as "A" except for skimming device, detailed below:
Open top
and .bottom
Tack weld
4" dia. hole
8" dia. pipe,
cut in half
lengthwise
Efficient skimmer.
Non-clogging. ..'.-.-'
Fairly easy to construct. -,..'.. ;
Capable'of draining down to sediment cleanout level.
. Passes base flow without storage of water. •
Elevation
Figure 1-32. Methods'of dewatering sediment basin detention pools (sheet 1).1
i
67
-------
Method
Comments
a
4" pipe
Riser
Flow
Sediment
cleanout
level
1/4" hole at
sediment
cleanout
.level and 1"
from end of
Pipe.
Efficient skimmer.
Capable of always draining down to sediment
cleanout level.
Passes base flow without storage of water.
Higher discharge rate than "A" or "B".
Cross-section
D.
4" pipe
Riser
Flow
Elev. of top of conduit
Point/l
Sediment
cleanout
level
1/4" hole at
sediment
cleanout
level and 1"
from .end of
pipe.
Efficient skimmer.
Water must inundate point A to prime
siphon. Therefore, small storms or
low base flow rates will not prime
siphon and drain pool.
Passes base flow (but with storage of water).
Higher discharge rate than "C".
Cross-section
Figure I-32. Methods of dewatering sediment basin detention pools (sheet 2).1
68
-------
If there is more than one inflow point, any inflow point which conveys more than 30 percent
of the total peak inflow rate shall meet the lengtn-width ratio criteria.
i
The required basin shape may be obtained by proper site selection, by excavation, or by con-
structing a baffle in the basin. The purpose of the baffle is to increase the effective flow length from
the inflow point to the riser. Baffles shall be placed mid-way between the inflow point and the
riser. The baffle length shall be as required to provide the minimum 2:1 length-width ratio. The
effective length, Le, shall be the shortest distance; the water must flow from the inflow point around
the end of the baffle to the outflow point. \
i
Thus the equation: [
W -
we ~ r
L
L: W ratio *-=-
Three examples are given in figure 1-33. Note that iri the special case of example C, the water
is allowed to go around both ends of the baffle and the effective length, Le = LI + L2- This special
case procedure for computing Le is allowable only when' the two flow paths are equal, i.e., when
L1 = L2- Figure 1-33 also shows a baffle detail. ! : ;
i
i
Construction Specifications ;
!
In preparing the site, all areas under the embankment and any structural works shall be cleared,
grubbed, and stripped of topsoil so that trees, vegetation, roots or other objectionable material
can be removed. In order to facilitate cleanout arid restoration, the pool area (measured at the
top of the pipe spillway) will be cleared of all brush and trees.
i
Cut-off Trench i
!
A cut-off trench shall be excavated, along thej centerline of earth fill embankments. The
minimum depth shall be 2 feet. The cutoff trench shall extend up'both abutments to the riser
crest elevation. The minimum bottom width shall be at least 4 feet and wide enough to permit
operation of excavation and compaction equipment. The side slopes shall be no steeper than 1:1.
Compaction requirements shall :be the same as thpse for the embankment. The trench shall be
dewatered during the backfilling-eompaeting operations. ...... . ;
Embankment i ,.,,.,. > .
i '•" •'.;.,.,; ' ;.
Fill material shall be taken from approved bcjrrow areas; It shall be clean mineral soil, free
of roots, woody vegetation, oversized stones, rocks, or other objectionable material. Relatively
pervious material such as sand or gravel (Unified Soil Classes GW, GP, SW & SP) shall not be placed in
the embankment. Areas on which fill is to be placed shall be" scarified prior to placement of fill.
The fill material shall contain sufficient moisture so that it can be formed, by hand, into a ball
without crumbling. If water can be squeezed out bf the ball, it is too wet for proper compaction.
Fill material shall be placed over the entire length bf the fill in 6 to 8-inch thick continuous layers.
Compaction shall be done by routing the hauling equipment over the fill so that the entire surface
of each layer of the fill is traversed by at least onejwheel or tread track of the equipment or by using
a compactor. If compaction is done by hauling equipment, the elevation of the embankment shall be
10 percent higher than the design height to, allow-,for .settlement. ^If,compactors are used for
compaction, the overbuild may be reduced to notiless than five percent.
i
69S
-------
A.
Inflow
B.
C.
Normal pool
Riser (outlet)
Normal pool
Normal pool
Le = Total distance from the
point of inflow around
the baffle to the riser.
ftiser
Baffle Detail
Inflow
•Sheets of 4' x 8' x 1/2" exterior
plywood or equivalent.
'1 1
__
1 /
\
L
J 8'
i 1
4' |
:
H
c-c ^
I • \
1 1
' 1
1 i
"1
J L
~i Riser crest elev.
"s '
^ Posts-min. size 4" square
or 5" round. Set at least
3' into the ground.
Elevation
Figure 1-33. Sediment basin baffles.1
70
-------
Pipe Spillways |
i
The riser shall be securely attached to the barrel by welding all around, and all connections
shall be watertight. The barrel and riser shall be placed on a firm, smooth soil foundation. The
connection between the riser and the riser base shall be watertight. Pervious material such as sand,
gravel, or crushed stone shall not be used as backfill around the pipe or anti-seep collars. The fill
material around the pipe spillway shall be placed jin,4-inch layers arid compacted under the shoulders
and around the pipe to at least the same density as the adjacent embankment. A minimum of 2 feet
hand-compacted backfill shall be placed over thejpipe spillway before crossing it with construction
equipment. To prevent flotation, steel base plates shall have at least 2-1/2 feet of compacted earth,
stone, or gravel placed over them. | :
Emergency Spillway
t
The emergency spillway shall not be installed in fill. Elevations, design width, entrance and
exit channel slopes are critical to the successful operation of the emergency spillway.
,•-.';: |
Vegetative Treatment , .,.. i ...._ :
.''"=' ' "•'['' r . ' '
Immediately following construction, stabilize the embankment and emergency spillway in
accordance with appropriate vegetative standards; and specifications.
• • . ' ' • '.I . - • '"'
! '-''
,-",.'•'" "*"'
Erosion and Pollution Control - j
, ... !
I
Construction operations shall be carried outj in such a manner that erosion and water pollution
will be minimized. State and local laws concerning pollution abatement must be followed.
Safety ' . •• -. ": ' •'-' " '. ." • .
. . ' . ' | . - :;. _. '-••• '•"•••
State and local requirements shall be met concerning fencing and signs to warn the public of
the hazards of soft sediment and floodwater. ' , , ; '
Maintenance i'
[..
1. Repair all damage caused by soil erosio'n or construction equipment at or before end of
each working day.
2. Sediment shall be removed from the basin when it reaches the specified distance below
the top of the riser. This sediment shall be placed in such a manner that it will not erode
from the site. The sediment shall not be deposited downstream from the embankment,
or in or adjacent to a streamer floodplain. :
Final Disposal I
When temporary structures have served their intended purpose and the contributing drainage
area has been properly stabilized, the embankment and resulting sediment deposits are to be leveled
or otherwise disposed of in accordance with the Approved sediment control plan.
71
-------
Information to be Submitted for Approval
Sediment basin designs and construction plans submitted to the Soil Conservation District or
other agency for review should include the following:
• Specific location of the dam.
• Plan view of dam (figure 1-34), storage basin, and emergency spillway.
• Cross-section of dam (figure 1-35); principal spillway and emergency spillway (figure 1-36);
profile of emergency spillway.
• Details of pipe connections, riser to pipe connection, riser base, anti-seep collars, trash
rack and anti-vortex device.
• Runoff calculations for design storm.
• Storage Computation
— Total required
— Total available
— Level of sediment at which clean-out shall be required (to be stated as a distance
from the riser crest to the sediment surface).
• Calculations showing design of pipe and emergency spillway.
DESIGN EXAMPLE12 : .
Compute the size of the sediment basin required for a small mine in Appalachia having the
following characteristics:
(1) Average slope -15% , -
(2) A total of 20 acres: ten will be disturbed by mining, five are pasture and five forest.
(3) Soil type is clay and silt loam.^ . •'•••' , '
A representative particle size distribution is shown in table 1-11. This table was developed by
taking particle size distribution diagrams for base and rainfall periods for mine ponds located in
three Appalachian states. -.-,..-
The influent suspended solids concentrations for these same ponds are shown in table 1-12.
Next, select the smallest particle size to be removed. Table 1-13 illustrates the impact of par-
ticle size on settling time. , >
As shown in table 1-13, a 0.001 mm particle is probably the smallest we can practically expect
to remove. Ponds receiving water with particle sizes 0.001 mm or larger should be able to effectively
remove the suspended solids. If the influent water of ponds with a smaller particle size distribution
has a suspended solids concentration greater than 700 and 1400 mg/1, then the EPA guidelines of
35 mg/1 and 70 mg/1 cannot be met by the pond alone. To meet the guidelines, the particle size
must be increased through the use of a coagulant.
72
-------
1
Contour interval 4'
Figure 1-34. Dam site plan view.2
-------
CM
_aj
1
CL
_C
trt
CO
-Q
I
1
in
2
I
Dl
iZ
74
-------
O)
l
1
LU
-I
CD Q.
S1
0)
LJJ
CD
•O
ra
"Jo
a
a.
CO*
D)
LL
S1
0)
75
-------
Table 1-11.—Particle size distribution incoming suspended solids
11
Percent finer
by wt.
100
90
80
70
60
50
40
30
20
10
5
1
Smallest
particle size8
mm.
0.5
0.1
0,7
0:045
0.035
0.028
0.017
0.008
0.0045
0.002
0.001
0.005
Largest
particle sizeb
mm.
4
3.5
2.3 '
1.7
1.0
0.6
0.4
0.27
0.2
0.1
0.07
0.01
aObtained from summation of all distributions and represents the smallest particle sizes.
"Obtained from summation of all distributions and represents the largest particle sizes.
Table I-12.—A verage influent suspended solids concentration^^
Pond Number
1
2
3
4
5
6
7
8
9
Mean
; Suspended solids, mg/1
Base
5
1,412
1,876
5,181
1,616
954
13
43
324
1,269
Rain
474
239
21,970
9,643
668
888
765
363
412
3,885
Table I-13.— Time at which particles will settle in still water at 10
(Specific Gravity = 2.65)
Diameter of particle
mm.
10.0
1.0
0.1
0.01
0.001
0.0001
0.00001
Order of
magnitude
Gravel
Coarse sand
Fine sand
Silt
Bacteria
Clay particles
Colloidal particles
Time required to
settle 1 foot :
0.3 seconds
3 seconds
38 seconds
33 minutes
35 hours
230 days
63 years
76
-------
Once the particle size has been established, jfche settling velocity can be determined. Since ponds
must be operated in both summer and winter, the winter water temperature should be used. Thus,
we find the settling velocity: j .....,..,.
. | • .
Vs = g (S -I) D* = 981 (2.65 - 1) (.001)2
18J" 18(1.7923x10-2)
i • '
• • .. . •. • • • | •
. Vs = 50.2 x 10-4 cm/sec
: .. . . . i . -,.••-- •
Next, determine the flow rate to the pond. jlf water is pumped to the pond, the rate'is deter-
mined by the maximum pump rate. For ponds receiving direct runoff, the runoff volume over a
selected time span must be determined. A time v,s. discharge hydrograph of'the actual runoff would
be.most useful for this calculation, but unfortunately, site specific data is rarely available. Thus,
the information must be synthesized. One method is to use the rational formula:
R = KP
where:
R
K
P
Runoff over selected time span in cm per unit area
Runoff coefficient depending on surface and antecedent conditions
Average precipitation in time s'pan in elm
Since EPA has established the 10-year, 24-h6ur precipitation event in its guideline, we shall
use that value in our calculation. For the majority of the Appalachian coal fields, the 10-year, 24-
hour precipitation would be between 9 and 10 cm.
Many factors affect the K value, including the soil texture, topography and vegetation. Typi-
cal K values are shown in table 1-14. i ,. .
Table \-14.-Runoff Coefficient K Values™
- \ '
Sandy j
loam
i
0.10 :
0.10 !
0.30 :
Soil texture
Clay & silt
loam
0.30
0.30
0.50
Tight
. . .clay
0.40
0.40
0.60
Forested area •
Pasture, grassland
Cultivated land
These figures are'for 0-5% slopes. Increase the value by 0.1 if the slope is 5—10% and 0.2 if the
slope is 10—30%. j
The calculated runoff would be as follows: I
- • ' '"'!-" •
R =-K (cm precipitation x 0.01 m/cm) (acrejarea x 4,047 m2/acre)
•••;•;•-•• . j - , ^ •
^(pasture) =0.5 (9 x 0.01) (5 x 4,047) \ = 911 m3
-------
-R(forest) = 0.5 (9 x 0.01) (5 x 4,047) = 911 m3
^(disturbed area) = 0.7 (9x0,01) (10x4,047)= 2,550m3 ....... ............
-R(total) = 4,372 m3
Thus, 4,372 m3 would be the runoff volmrie over a 24-hour period. However, in all likelihood,
the precipitation would not fall evenly over the 24-hour period. In order to obtain a design inflow
volume, we have used the excessive storm concept: 15
where: ,
Es - Excessive storm, inches of precipitation
T = Storm duration, minutes
Es would be 9 cm (3.5 inches). Solve for T.
T = 100 (Es - 0.2) = 100(3.5-0.2) = 330 minutes = 19,800 sec.
The basin size can now be calculated;
A^JSL.
Vs •....,'
where:
Q - 4,372 m 3/19,800 sec == 0.22m3/sec
Vs - 50 x 10-4 cm/sec (0.01 m/cm) = 0.5 x 10"4 m/sec
A - 0.22m 3 /sec . .... „
A TT^ — 7^4 — ; - = MOO m2 = 1.1 acres
0.5 x 10-4 m/sec
Assuming a 24-hour detention time, the basin depth would be one meter (4,372 m.3/4,400 m2).
To account for non-ideal settling factors such as short circuiting of water through the pond,
"dead areas", high velocity jet action of incoming water, wave action, wind, and outlet design, mul-
tiply the surface area by a factor of 1.2.
Therefore
-^adjusted = 4,400 m2 x 1.2
= 5,280 m2 = 1.32 acres
Assuming a 24-hour detention time, the adjusted basin depth would be .77 meters (4 072 m3/
5280 m2). '
The storage volume required varies considerably from state to state. The design storage re-
quirements for four Appalachian states and for EPA are summarized in table 1-15.
78
-------
Table 1-15.—Design storage capacity requirements 12
State
Maryland
Kentucky
West Virginia
Pennsylvania
EPA
Requirement
. , 0.5 inches/acre jdrained
0.2 inches/acre (drained3
0.2 acre-ft./acrei disturbed
0.125 acre-ft./acre disturbed
60 percent*5 '
V = (AIC) + (Xl/C/3)
V = Volume, c'u. ft. ;
A = Area drained
/ = Rainfall/24 hours
C = Runoff constant
See Example |
60 percentb
Storage volume
pondc
1,020m3
410m3
2,470 m3
1,540 m3
924 ma
5,830 m3d
4,372 m3
2,623 m3
aTo be cleaned when storage capacity drops below 0.2 inches/acre.
°To be cleaned when sediment accumulation approaches 60 percent design capacity.
cData from example was used to obtain these figures.
^Based on 10-year, 24-hour precipitation. '
7;9
-------
-------
Sectipn II
EROSION CONTOL PRODUCTS
AND MATERIALS
CHEMICAL BINDERS AND TACKS
DEFINITION
A latex emulsion, plastic film, resin-in-water ejmulsion, or similar product, usually sprayed on
bare soils or mulches to bind soil particles or mulch material, reduce soil moisture loss, and enhance
plant growth. |
l
I
PURPOSE i
The purpose of a chemical binder or tack is tcl temporarily stabilize soil against wind and
water erosion and prevent evaporation of water fro'm the soil surface, until the treated area becomes
vegetatively stabilized. i
CONDITIONS OF USE I
Chemical binders and tacks may be used on arjiy disturbed area which is being reclaimed.
They may be applied along with seed, lime, and fertilizers. If reclamation is being performed at a
time when seeding cannot be done (e.g., summer, late fall or winter), chemical binders may be
used to temporarily stabilize the soil until seeding can be performed.
Chemical binders are also used extensively in arid regions and on droughty soils, because
of their effectiveness in retaining soil moisture. I
TYPES
Many products are available for use as temporary soil stabilizers, mulches, or mulch tacks.
Selection of any product should be based on the following criteria:
I
o Intended use j
j
o Effectiveness i
j
o Cost (including labor and any special equipment required for application)
j
o Availability J
© Field test, when possible
8i
-------
Table II-l presents general information on various products. Specific inquiries regarding applica-
tion rates or product limitations should be addressed to the manufacturers.
MULCHES
DEFINITION
A layer of plant residue or inorganic material, applied to the soil surface to temporarily
stabilize the soil and aid in plant growth.
PURPOSE
When applied to a seedbed, the purpose of a mulch is to conserve soil moisture • insulate against
intense Solar radiation, dissipate energy from falling rain, and reduce erosion caused by overland
flow. It is also used in place of chemical stabilizers to provide temporary erosion protection during
delays in grading or revegetation.
COMMON TYPES
Bagasse
Bagasse is a waste product from the sugar cane industry. The unprocessed cane fibers have a •
high moisture content and are irregular in size. Bagasse is applied with a straw mulcher at a rate of
between 1 and 2 tons per acre, following seed and fertilizer application.
Bark
Bark is a waste product from sawmills. The bark may be used as it comes from the debarker
at the mill, or it may be hogged to reduce it to a more uniform size.
When bark is applied to the soil surface, no long-term effects have been noted regarding
nitrogen deficiency. Consequently, additional nitrogen applications are not required. However, if
the bark is mixed with the soil during seedbed preparation, approximately 25 pounds per acre of
additional nitrogen is required.
For most sites, the recommended application of dry bark is 25 to 30 cubic yards per acre.
Wood (Brush) Chips
Wood chips are a waste material resulting from chipping small branches, shrubs, and trees
during clearing operations. Chips may be spread with a modified straw mulcher after seed and
fertilizer have been applied.
82
-------
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As with bark, when wood chips are applied to the soil surface, no long-term effects of nitrogen
deficiency are observed. If the wood chips are mixed with the soil, additional nitrogen (about 25
'pounds per acre) is required. The recommended application rate for wood chips is 30 cubic yards
per acre. !
*""' ' I
Excelsior |
'• •• '• ' ' ' I ».•'•• ' •.
• • . ' " I - '" .
- Excelsior, in a blanket form, is used in the establishment of vegetation on critical areas such
as drainageways. It conserves soil moisture, insulktes against intense solar radiation, dissipates
energy .from falling raindrops, and reduces erosion caused by runoff. The blanket is secured with
metal staples, making it more resistant to erosion! by concentrated storm runoff.
Loose excelsior, cut into about 8-inch lengths, can be applied with, or without, asphalt tack.
It has been rated as good as straw tacked with asphalt. It has also been rated superior to short-
fibered wood cellulose pulps for soil protection and plant establishment.
I ''/"•''
t ' ' " " > -'•'" ,:
Manure | . . '
- Manure is valuable both as mulch and as a source of plant nutrients. Tests conducted in Ohio
have shown that on 10 to 12 percent slopes, soil loss on areas mulched with manure measured
0.5 tons per acre compared to 12.5 tons per acre on unmulched areas. Recommended application
rates for manure range from 8 to 10 tons per acre.
! •
Paper . ,: . _ , j • . ' ......
Macerated paper, produced by passing newspaper through a hammermill and applied as a
slurry at approximately 1500 pounds per acre, can be used as a mulch. In tests conducted in Utah,
paper slurry gave satisfactory results but was notjas long-lasting as straw tacked with asphalt, or
wood fiber. , I
Sawdust \
Sawdust is a by-product of the lumber industry and is used as a mulch or soil amendment
material. It is subject to wind erosion and has a tendency to wash on steep slopes, unless it is
adequately tacked down. Despite a low nutrient 'content, it has been reported to be beneficial to
both plants and soils. j
!
! - •
The advantages of using sawdust must be weighed against the cost of application and renewal,
arid the necessity of adding, during the first year,! 25 to 50 pounds of available nitrogen fertilizer
for each 1.1 ton of sawdust. Treatment should be repeated the second year, applying nitrogen at
about one-half the original rate. Sawdust should jbe applied 2 to 6 inches deep at a rate of 275 to
810 cubic yards per acre. !
:85
-------
Straw/Hay
Loose straw or hay is the most commonly used, and one of the best temporary soil stabilizing
and mulching materials. It conserves soil moisture, dissipates energy from falling raindrops,, insulates
against intense solar radiation and reduces erosion caused by overland sheet flow. It can be applied
by hand, but is best applied using a mulch blower that shreds, cuts, and evenly scatters the straw. It
is best anchored using a specially designed crimper or a form disc pulled along the ground contour.
Where wind is not a major problem, straw or hay can also be satisfactorily anchored using asphalt or
chemical binders, or, in extreme cases, netting.
Straw alone, straw plus asphalt, and netting over straw have rated better in tests than manu-
factured mulches. Although many manufactured mulches provide initial protection against erosion,
they failed to retain as much soil moisture for grass establishment.
The application rate of straw or hay varies with local conditions, but is generally about 2 tons
per acre.
Wood Fiber
Wood fiber mulch is a fine-textured, short-fiber wood product, produced from wood chips. It
is designed specifically for use in a hydroseeder. It is best utilized on steep slopes, where conven-
tional seeding and mulching (straw or hay) practices cannot be used, or on relatively flat areas where
soil erosion will not be a significant problem.
In hydroseeder slurries, wood fiber mulch can be applied along with seed, lime, and fertilizer.
The rate of application is generally between 1000 and 1500 pounds per acre.
Fiber Glass
Flexible fiber glass is an inorganic material that will not rot, corrode, dr burn. Used in a mat or
blanket form (thin insulation batting), it provides long-term resistance to erosive forces when stapled
tightly to the ground in drainageways and other critical areas. Applied in a thin layer, it also bene-
fits plant growth.
Spraying (compressed air) long strands of fiber glass (GLASSROOT®) on a critical area, such
as found in a drainageway, results in a dense, stable mat that provides long-term protection and a
more suitable environment for plant growth. As is the case with all fiber glass material, the fibers
are retained in the rootmat of the developing vegetative cover, providing lasting reinforcement.
Gravel (Crushed Stone, Clinker)
Gravel, or other resistant paving materials can be used by themselves or, preferably, in combina-
tion with vegetation, to provide permanent surface protection. Gravel or crushed stone, 1/2 inch
or greater in size, is able to suitably protect against rain splash and sheet flow and can withstand
wind velocities up to 85 miles per hour.
86
-------
Jute Netting t
I
Jute netting is made up of thick, fibrous strands of jute, and is one of the most popular mate-
' rials for temporarily stabilizing and mulching seeded drainageways. When fastened in place (using
metal staples), tightly bonded to the soil surface1, it shields the soil from the erosive action of rain
'splash and runoff and provides a favorable environment for seed germination and plant development.
OTHER STABILIZATION MATERIALS
Nettings
i
Nettings of fiber glass, plastic, and paper yarn can be used to anchor straw, hay, wood chips, or
grass and sod in drainageways and in other areas, subject to concentrated runoff.
I
Plastic Filter Sheet - - j '
i
Plastic filter sheets consist of a porous fabric woven from polypropylene monofilament yarns.
It is lightweight, porous, strong, abrasion resistaht and unaffected by salt water. It is used as a re-
placement for graded sand filters beneath riprap! and concrete structures placed in waterways. Its pur-
pose is to prevent foundation soil particles from; being drawn up through the structure by the hy-
draulic forces associated with concentrated and loften turbulent runoff.
COMPARATIVE COSTS OF EROSION
CONTROt MATERIALS16
Table II-2 contains estimated materials, labor, and equipment costs for various erosion control
materials. The costs were determined for the en|i of calendar year 1972. It should also be noted that
costs for wood chips and straw/hay are for applications heavier than those normally required for ;
achieving temporary soil stabilization, or otherwise aiding in the establishment of vegetative cover
in the eastern portion of the United States. Adjustments will be required to obtain current costs and
costs for other applications. I
Table 11-2.—Sample cost estimate, $
Unit cost
Practice • , ; Material Labor* j. Equipment
j
Wood chips 2015 3713 j 2248
3 inch cover !
on 1 acre
! Excelsior mat '. , 2173 . '9651,.' |*""..""'' 362 ,
Jute netting ' 2545 '4798 ! ' ' ' 363
on 1 acre j
Straw/hay 1960 2325 i 4600
4 tons/acre I
on 10 acres I
Wood fiber mulch 2350 885 j 1037
on 10 acres |
*Labor rates are intended to approximate union scale waged in the San Francisco Bay Area of California, and the
Washington, DC/northern Virginia area. !
California
7,976/acre
/ ' i -*-^
12,186/acre
" .' :- ' . t ' .'
7,706/acre
1,163/acre
427/acre
Virginia
373/acre
-------
PRODUCT INFORMATION
Product practice listings do not constitute endorsement by the Environmental Protection
Agency. All of the products listed in this volume are available on the commercial market and they
have been used according to the manufacturers' recommendations. Requests for specific information
regarding use, handling limitations, toxicity, etc., should be directed to the manufacturer.
It is also understood that this listing may not be all inclusive. Other similar products or practices
may be available for use, and their exclusion is in no manner a reflection on their utility or quality.
Sectional downdrains
Flexible downdrains
Excelsior
Fiber glass matting
Jute netting
Netting
Construction Products Division
Sonoco Product Company
P.O. Box 160
Hartsville, South Carolina 29550
Reliance Plastic and Chemical Corporation
110 Kearney Street
P.O. Box 2627
Paterson, New Jersey 0250.9
American Excelsior Company
850 Avenue H East, P.O. Box 5067
Arlington, Texas 76011
(Erosion Control Excelsior Blanket)
Certain-Teed Products Corporation
Gustin-Bacon Division
3050 Fairfield Road
P.O. Box 15079
Kansas City, Kansas 66115
PPG Industries, Inc,
Fiber Glass Division
One Gateway Center
Pittsburgh, Pennsylvania 15222
Belton Bagging Company
P.O. Box 127
Belton, South Carolina 29627
Bemis Company, Inc.
2400 South Second Street
P.O. Box 12224 Soulard Station
St. Louis, Missouri 63104
Ludlow Corporation
Textile Division
Needham Heights, Massachusetts 02194
Bemis Company, Inc.
P.O. Box 12224 Soulard Station
St. Louis, Missouri 63157
(Mulch net — Kraft paper)
88
-------
Wood fiber mulch
! Conwed Corporation
332 Minnesota Street
| St. Paul, Minnesota 55101
! (Cohwed Erosion Control Netting)
i PPG Industries, Inc. /..'
i Fiber Glass Division
I One Gateway Center
1 Pittsburgh, Pennsylvania 15222
i (Fiber Glass Scrim)
i
i
j Conwed Corporation
; 332 Minnesota Street
St. Paul, Minnesota 55101
! (Conwed Hydro Mulch)
t
' Weyerhaeuser Company
j Fiber Products Department :
| Tacoma, Washington 98401
j (Weyerhaeuser Silva-Fiber)
89
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Section
SAMPLE EROSION AND SEDIMENT
CONTROL PLAN
Submitted For:
DELTA MINING, INC.
P.O. Box 307
Grantsville, Maryland 21536
Relating To:
Strip Operation No. 4, Phase No. 7
BACKGROUND INFORMATION
GENERAL DESCRIPTION
Operational plans call for Delta Mining, Infc., to affect approximately 55.33 acres of surface
area while strip mining various segments of the Pleasant Valley Run Watershed, situated in Garrett
County, Maryland. The proposed strip operation lies approximately 2.3 miles WSW of the inter-
section of Rock Lodge Road and Maryland Statje Route 495 (figure III-l). The proposed operation
will be known as Strip Operation No. 4, Phase No. 7.
i
The mining operation will consist of three jseparate phases. Phase 1 mining shall be completed
before starting Phase 2 and Phase 2 before beginning Phase 3. The mining for Phases 1 and 2 will
take place on the, Lower Bakerstown Coal Seam, with Phase 3 mining conducted on the Brush Creek
Coal Seam. No multiple seam mining will take place. While Phase 2 mining is occurring, backfilling
will be completed on Phase 1; while Phase 3 is being mined, backfilling will be completed on
Phase 2. Backfilling shall be completed on each phase within 60 days of completion of mining.
If backfilling is completed during a planting season, planting shall take place within 30 days.
SITE ANALYSIS i
i
Topography |
I
The area to be mined has a maximum relief of only 120 feet and an average slope of 8.1 percent.
The haulage road has a relief of 153 feet. • *
Figure III-2 is a topographic map which shows the following information:
l
* The area to be mined and the phases of the mining operation.
i
i
« The haulage road location. \
i
» The location of the proposed sediment pond.
91
-------
-M - •» -i-
A.
Cunnmgham> •
Figure II1-1. Location of proposed mining area.
92
-------
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• The outcrops of the coal seams.
• The strike and dip of the coal seams.
• The degree of slope of the mining area.
• The location of all natural waterways, lakes, and swamps in the area.
• The direction of flow of surface waters.
• The direction of runoff flow from the haulage roads.
• The location of dwellings and other buildings near the mining area.
Geologic Analysis
Geologically, the area lies within the Allegheny Plateau Physiographic Province of the Appala-
chian Mountains. The Lower Bakerstown Coal Seam will be mined during Phases 1 and 2 and the
Brush Creek Coal Seam during Phase 3. These coal seams are a part of the Lower Member of
Conemaugh Formation of Pennsylvania Age. The Brush Creek Coal Seam (which is stratigraphically
below the Lower Bakerstown) dips 4° 24' to the Northwest whereas the Lower Bakerstown dips
4° 17' in the same direction. Both seams lie within the eastern portion of the Casselman Basin and
strike to the Northeast following the structural trend. Figure III-2 shows the location of the out-
crops of the coal seams and their strikes and dips.
Core samples (figure III-3) indicate that the overburden of Brush Creek is primarily composed of
a soft yellow clay with a thin bed of dark gray shale between the clay and the coal seam. The strata
above Lower Bakerstown consist of interbeds of thinly bedded shale with lesser amounts of more
competent sandstone. Shale and sandy clay underlie the Brush Creek and the younger Lower
Bakerstown, respectively. Topsoiling material was found to be 2 feet thick in each of the samples.
The analysis of overburden material is shown in table Ill-l. This analysis indicates that the
shale near the coal seam has a high pyrite content and, therefore, a high acid forming potential.
This requires treatment of all water to be pumped from the pit and the burial of all acid shale
not close to the surface or on the pit floor.
Soils
Preliminary soil analysis, as shown in table III-l, indicates that topsoiling material (defined in
this case as that portion of the soil which is capable of supporting vegetation with little or no soil
preparation) is extremely thin in the mining area. On the whole, the soils, even before mining, have
a. high runoff potential. They will be graded in such a way as to insure maximum infiltration. This
topsoiling material will be placed on the surface whenever possible, and further supplemented by the
high alkaline, potassium, and phosphorous-rich yellow clay. Additional soil amendments to be
added are given in the vegetative section of the control plan.
Climate
In designing erosion and sediment control structures, and in scheduling planting times, climatic
data on rainfall intensity and freezing must be carefully analyzed. This data indicates that the in-
tensity of a one-hour rainfall expected once in ten years is 2.25 inches. Accordingly, each structure
is designed to handle, runoff from such a storm with provisions for an emergency spillway to handle
a 25-year storm. Freeze data defines the growing season as averaging only 122 days between late
spring and early fall. Planting of all vegetative species will be conducted during this period to insure
maximum growth.
94
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Table 111-1 .—Overburden analysis.
Top and subsoil
Soft shale
Soft yellow clay
Sandstone
Shale (near coal seam)
Depth
(ft.)
0-2
2-8
2-41
8-17
16-56
Total S
(%)
.002
.003
.002.
.002
1.050
PH
7.0
6.8
6.9
r 7.0
4.0
P
(mg/l)
20
10
20
K
(mg/l)
170
60
150
Ca
(mg/l)
1800
600
1200
Hydrology
The watershed directly affected by the mining operation and the haulage road construction is
the Pleasant Valley Run Watershed. The total drainage area is 2.12 square miles (figure III-4). Of
this area, 63.6 acres or 7.1% will be disturbed by the mining and associated operations.
The desire to protect Cunningham Lake and reduce the amount of runoff and sediment pollu-
tion directly entering Pleasant Valley Run requires directing runoff away from Cunningham Lake
Due to the dip of the underlying strata, it is feasible to direct the runoff from the mined area into
the pit and then pump it into a sediment pond, where it will be discharged into Cunningham Swamp.
Cunningham Swamp will act as a natural filter area for the runoff from the mined area and the
haulage road.
Vegetation
Visual observations indicate that vegetated strips between the mined area and adjacent streams
as well as the area along the haulage road and below the outlet of the sediment pond possess good
stands of erosion-resisting plant species which can act as effective filters for sediment.
Land Use
It is anticipated that the area will be forest land after the mining operations. The Delta Mining
Company will first seed the land with grasses and legumes for immediate erosion and sediment
control. In order to have the land blend into the Savage State Forest, seedlings of various tree
species will be planted one year later.
SCHEDULE OF ACTIVITIES
ACCESS ROADS
A haulage road shall be installed from Maryland State Route 495 to the proposed operation.
This road shall be installed on previously unaffected areas, and shall be constructed of compacted
shale and sandstone material hauled in from other mining operations conducted by Delta. Once
installed, the roadway shall be capped with gravel. The roadway shall be crowned from its
beginning (at Route 495) for approximately 5,300 feet, banked to the right (west) for the next
1,600 feet, and crowned for the final 800 feet.
Two small runoff collection ditches shall be cut along both sides of the crowned portions of the
roadway with a single runoff collection ditch cut along the right or western side of the banked
portion (see figure III-2, Section A-A). These ditches, in turn, shall have smaller bleeder or
96
-------
-------
turnout ditches jutting off from them at 200 feet intervals. In this way, road runoff water will be
carried into the surrounding areas in a series of small quantities, filtering through the vegetative
cover (filter strip) areas on both sides of the roadway, and eventually entering Cunningham Swamp
or percolating back into the soils. Previous experience with this arrangement has been successful.
However, a thorough field check will be made after the first rainstorm to insure the adequacy of the
turnout ditch spacing. Any necessary adjustments will be made at this time. Small sediment traps
will be installed where necessary. During dry dusty periods, the road will be watered frequently to
control fugitive dust.
DRAINAGE AND SEDIMENT CONTROL STRUCTURES
At the junction of the haulage road and Maryland State Route 495, an 18-inch corrugated metal
pipe shall be installed beneath the proposed haulage road. This pipe shall be installed parallel to
Route 495 and approximately 2 to 3 feet off the shoulder of the state roadway. The pipe shall
permit road runoff from Route 495 to flow in a free and unobstructed manner beneath the proposed
haulage road. See figure IIE-2 for location and figure III-5 for details.
A two-sided headwall shall be installed at both the inlet and outlet ends of the culvert pipe.
The headwalls shall be constructed of reinforced concrete or other suitable material, and shall act
as an erosion control measure in stabilizing the road shoulders of both Route 495 and the proposed
haulage road (figure III-5).
A 36-inch corrugated metal pipe culvert shall be installed beneath the proposed haulage road,
approximately 250 feet from Route 495. This culvert shall carry the roadway over a small stream,
which consists of road drainage from Route 495 and pit drainage from abandoned strip mining
operations on the east side of Route 495.
Three separate, 18-inch, corrugated metal pipes shall be installed beneath the proposed haulage
road at points approximately 1,600 feet, 2,000 feet, and 2,300 feet from Route 495. These pipes
shall drain three wet-weather springs which are situated between the haulage road and the Western
Maryland 4-H Center property line, and cause swampy conditions in this immediate area at various
times of the year. See figure III-2 for location.
A 6-foot 6-inch corrugated metal pipe culvert and combination emergency spillway system
shall be installed to carry the haulage road over Pleasant Valley Run and to provide sufficient dis-
charge capacities to insure stability of the roadway and the prevention of danger to the existing
environment. See figure III-6, sheets 1 and 2, which are included as inserts at the end of this
volume. For design data and computations, see Drainage Area Computation for Proposed Culvert
Installation (page 104).
The culvert shall be inspected on a daily basis to insure that no blockage is occurring and that
a free flow is being maintained. Blockage material shall be removed as soon as noted. The culvert
shall also be cleaned of sediment and other debris on a regular basis. The sediment removed shall
be placed in the surface mine pit or incorporated into the spoil material.
The emergency spillway, the stream bed and the embankments shall also be inspected on a
daily basis to check for wash-outs and failures, and shall be repaired as needed.
Because adequate filter strip areas are unavailable, the right side (southern side) runoff collec-
tion ditch along the final 800 feet of roadway shall discharge its waters directly into the pits.
98
-------
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Headwall — s.
Road drain >*.
^^— — *^~~ ^fr~" ^W~ ^W*1 ^ ^fr ™ ^fr"~ ^B~ C
i
4
i t
A4-
18
" C.I.P. minimum
/ grade - 0.30%
s
- /• — Headwall
^ Road
drain
/83° \ Maryland S.R. 495'
•*r— To
an
ton
ffi
j
i
' ' \' ' ''•' •
Culvert plan
, /, . •..£.'.. •,..-...
/: •;,.'...
Scale: 1" = 40'
Finished qrade , .. . , .
^^
|d
1
M
Finished grade
•my
_is
^1'P.U'
K 18" C.M.P.
Q_
iiiii
A
/T~^
^V-^7
Section B-B
Scale: 3/8" = 1'
0"
<
^
0"
T"
[i
Vt
,
-6
— ^i^.
,'
JL ^..'
tl"
1
@1
•
. •;
A ;
|_
j
;
• - .
,
-0
(, ,
&
I
m
_
1
r
'.
•^*
6 6
B 1
1 : "...'.: ..'
.
1
3'6"
^••i' ""• '•"' '"•
'
•
••',
J
«. '
fo
'^
' 5
^-'
B— 1
b'
^•i
k
r
t
A
j
CO
••.- 1
• Headwall Plan
'
t -
j • * -.,
Scale: 3/8" =
= 1'0"
Section A-A
Scale: 3/8" = 1'0"
Figure III-5. 18" Culyert and headwall details.
I99
-------
In the flat area just off the northeast corner of the affected area of this operation, a temporary
level-hp sediment pond shall be constructed, this pond shall be large enough to handle drainage
from approximately 74 acres.
Water which has collected in the pits shall be pumped through closed conduit to either soda
ash or lime treatment facilities for treatment, and then discharged into the pond. The water shall
then be allowed sufficient detention time in the pond for solids to settle. Discharge will be made
across a level-lip of dense vegetation in a flow towards a tributary of the North Branch of the
Casselman River. A minimum of 2 feet of level-lip shall be provided for each acre of drainage area.
The pond shall be cleaned out when the effective storage area drops below 0.2 inches per acre of
drainage area. The sediment, now in the form of sludge, shall be removed and buried in the pits on
clay liners and covered over with clay or a minimum of 2 feet of clean overburden. Access to the
pond shall be maintained throughout its lifetime, for the purposes of servicing the treatment
facility, and for general maintenance and clean-out of the pond. An effort shall be made to secure
the assistance of an agent of the Garrett County Soil Conservation Service to help supervise the
installation of the pond, and a member of the Water Resources Administration shall be notified
prior to the elimination of this pond. See figure III-2, figure III-7 and table III-2 for location and
details.
To insure a good growth of vegetation for the outflow of water from the proposed, pond, the
area in front of the pond (particularly the level-lip portion of the pond), shall be further seeded
with Kentucky 31 Fescue and Birdsfoot Trefoil grasses.
Table 111-2.—Sediment basin design criteria
Project: Strip Operation No. 4, Phase No. 7
Basin #1 Location: Pleasant Valley Run
Total drainage area: 74 acres. Total disturbed a'rea: 55.33 acres.
Sediment Storage Design
1. Min. required storage = Md. yield rate x drainage area = (0.5 inches) (74 acres) (1/12) = 3.083 ac.
2. Approx. volume of basin = 0.4 x surface area x maximum depth = (0.4) (0514) (15 0 feet) =
3.084 ac. ft. -
3. Excavate 4,972.88 cubic yards to obtain required capacity.
Elevation corresponding to scheduled time of clean out: 994.00
Distance below top of riser: N/A based on 100.00 as top of pond elevation.
CLEARING AND GRUBBING
The clearing and grubbing will commence as soon as the haulage road is completed and the
sediment pond is constructed. This operation will directly precede mining and will never be moi
than a few hundred feet in front of the mining operation. All brush will be buried in the pit and
good quality lumber marketed.
more
100
-------
Top" view
150'
148'
•;•• ••-....- i
-EL.: 1000.00+ 1
" ' ' <
• Treatment facilities
(Lime or soda ash)
EL.: 1000.00+-
75'
•U*'
•EL.: 985.00
EL.: 985.00-
Inside slope
2-1/2 to 1
•EL.: 1000.00
' Inside slope
2-1/2 to 1
tti
EL.: 1000.00
\
/
2ft! of level-lip to
be provided for
each acre of
drainage area — 147 ft. i <
!\ufiil
Dense undisturbed vegetation
i ___ - ,
\\\i(fn ! \\Ctn
Mtitl/
• Treatment
facilities
EL.: 1000.00+ _L
EL.: 1000.00
'/ Below ground level 1II11 =
Section A-A
.• i.- ..', . -
Flow
___ J/Vater_and sludge — __^^—;^=\\V\':=L Level-
Pond bottom EL.: 985.00 ^rr:
lip
Scale 1" = 30'
Figure III-7. Sediment pond design.
101
-------
MINING OPERATIONS
SCALPING
Topsoil (defined in this case as that portion of the soil which is capable of supporting vegetation
with little or no soil preparation) shall be removed and segregated before the operation begins. It
shall be restored to the area once backfilling is completed. Topsoil piles shall be temporarily seeded
with quick growth grasses to prevent loss of soil due to erosion.
MINING OPERATIONS AND BACKFILLING
As mentioned previously, the mining operation will consist of three separate phases. These
phases are shown in figure III-8. All three phases will use the same haulage road and sediment pond.
In all three cases, backfilling will be to the original contour and done in such a manner as to en-
courage maximum absorption of precipitation, thereby preventing accumulations of water from
building up on backfilled areas. The backfill shall also be graded in such a manner as to permit
runoff water to flow into the unaffected areas gradually and in small quantities, thereby not carry-
ing soils and sediment deposits into the surrounding areas.
The mining plan for Phase 3 will differ from that of Phases 1 and 2. Spoils from the first cuts
of both Phases 1 and 2 shall be cast on the low wall side of areas which are not to be mined. Spoils
from the first cut of Phase 3, however, shall be cast on the high wall side to prevent runoff from
the spoil pile from entering Pleasant Valley Run. These spoils will then be pushed back into the
first cut pit once the pit is completed. Spoils from the second cut will then be cast on the back-
filled area of the first cut, with spoils from the third cut to go in the open second, fourth into the
third, etc. See figure III-8 for specifics for all three phases.
REVEGETATION
Once the topsoil is restored to the area, a permanent planting of grasses shall be enacted if
within a planting season. When the areas have been planted, a temporary seeding of quick growth
grasses (oats or rye) shall be carried out to prevent loss of soils due to erosion before the permanent
grasses take hold. This temporary planting of quick growth grasses shall be done even if the areas
cannot be planted with permanent grasses within the planting season.
The permanent plan for erosion and sediment control (planting and seeding, along with the
necessary fertilizers and specified vegetation) shall consist of the following:
• Soil preparation shall consist of at least 4 tons of ground limestone and 1,000 pounds
of 10-10-10 fertilizer per acre.
• The area shall be seeded with 50 pounds of Kentucky 31 Fescue and 10 pounds of
Birdsfoot Trefoil grasses per acre.
• After 1 year's growth of grasses, selected seedlings of various tree species will be planted.
An effort shall be made to complete backfilling during planting seasons so that grasses and other
planting, if any, will be able to take a firm hold before frost and cold weather set in. This per-
manent sediment and erosion control practice shall apply to all phases of the proposed operation.
102
-------
~ „ •= "S .= c
3 <2 a. o o co g
-------
Maintenance of the vegetation will be in accordance with recommendations from the Soil
Conservation Service.
MINE ABANDONMENT
Plans call for the backfilling and planting of all areas affected by the haulage road, ditches,
sediment ponds and storage sites. To prevent use of the haulage road, minor culverts will be re-
moved from the road and earth piles will be placed at key points such as the entrance. After the
haulage road has been bedded down, water bars will be placed along the abandoned road to de-
crease the velocity of runoff.
DRAINAGE AREA COMPUTATION
FOR
PROPOSED CULVERT INSTALLATION
From quadrangles, the drainage area is equal to 14.8 square inches. On a scale of 1" =
2,000', 1 square inch equals 4,000,000 square feet. Therefore, 14.8 sq. in. x 4,000,000 sq. ft. =
1,359 acres or 2.12 square miles (figure III-4).
Design Flow
Find the design flow for a 10-year storm.
Procedure I
Use the rational equation: Q = ACi
Where:
Q = Design flow in cubic feet/second (cfs).
A - Drainage area in acres.
C «= Runoff coefficient, depending on character of drainage area.
i - Rainfall intensity in inches/hour as modified by required storm duration to concentrate
flow at structure location.
The nearest U.S.G.S. gaging station downstream is on the Casselman River at Grantsville,
Maryland. The maximum gaged flow for a 10-year storm is 4,400 cfs (for a drainage area of 62.5
square miles). See table IU-3.
Table 111-3.—Magnitude and frequency of annual high flow17
Annual maximum
Peak flow
Daily flow
3-day flow
7-day flow
Discharge, in cfs, for indicated recurrence interval
2-year
2,140
1,470
1,020
716
5-year
3,330
1,960
1,370
944
1 0-year
4,400
2,270
1,590
1,080
25-year
6,160
2,630
1,850
1,230
50-year
(7,820)
—
-
100-year
(9,850)
_
-
104
-------
Compare the drainage area with the gaged area. The 1-hour rainfall to be expected once in
10 years is between 2.00 and 2.25 inches per hour (figure III-9). Use 2.25 inches per hour to
determine the rainfall intensity value i. ,
To ascertain i, determine the concentration !time. Beginning at point 1 on figure III-4, there
are four reaches of overland flow to the defined stream.
Reach
1
2
3
4
Length
750 ft.
900 ft.
800 ft.
500 ft.
Fall
40ft.
20ft.
20ft.
20 ft.
Slope
5.33%
2.22%
2.50%
4.00%
For average grass conditions, the following can be ascertained using the chart for overland flow
time (figure 111-10): !
Reach
1
2
3
4
Travel time
23 min. +
29 min. ±
27 min. ±
21 min. ±
100 min. total
Velocity
750/(23 x 60) = .54 ft/sec
900/(29x60) = .52
800/(27 x 60) = .49
500/(21 x 60) = .38
The remaining reach is a defined stream (or lake) with a length totaling 8,000 feet and a fall of
110 ft., for an average slope of 1.38%. i
i • - . . - : . .
Stream velocity is affected by a number of pjarameters, but assume a velocity of 3 feet per
second (which is high) and estimate the total travel time:
8.000 feet
3 ft./sec. x 60 sec./min.
T— + 100 minutes (overland) = 44 min. + 100 min. = 144 minutes
total.
Figure III-ll ends at 120 minutes, but when the curve is extended past 120 minutes, 2.25
in./hr. is assymptotic to a line at about 1.40 in./hr. This is about the rainfall intensity value z that
applies to the drainage area. '
Using this intensity value, write the rational equation for the gaging station as follows:
: • '•. " * ' -
- Q = ACi. ' " * • ..;...•-.-- •• ... •-•
105
-------
.-
•EC
"ro o
£ o
2-0
!= 2
3 O
o
^ >
.18
f 8
11
og
00
o >•
.E o
•S |
l!
-C Q.
^ g
O^
m 2
c
'(0
k.
o
o
s.
X
_c
o>
£
en
LE
J= a
6 x
c o>
< 2
id
ro
I
O O)
i X
dS
106
-------
cc
Z)
D
o a> to f* (Din;"* <"> CM *- o
RAINFALL INTENSITY, in inches per hour, = ;
00
g>
LL.
Inlet concentration time/ in minutes
I
I!
O
3
O)
LL
LENGTH OF STRIP, in feet
107
-------
Where:
A = 62.5 sq. mi. x 640 acres/sq. mi. = 40,000 acres
Q = 4,400 cfs (10-year storm)
i = 1.40in./hr.
C = Q/Ai = 4,400/(40,000xl.40) = 4,400/56,000 = .08
This runoff coefficient is slightly lower than the range expected (.10 to .25) (see table III-4) With
C - .08, the drainage area Q = ACi = 1,359 acres x .08 coefficient factor x 1.40 intensity ='
152.21 cfs.
To account for generally steeper slopes locally, use C = .15. (Actually the dam above the
proposed culvert site will act as a storage pond to level out peak flows. This will help reduce the
flood flow that the structure will have to pass.)
Q = ACi = 1,359 acres x .15 coefficient factor x 1.40 intensity = 285.39 cfs.
Use 300 cfs as the design flow.
Procedure II
Determine the 10 year flood flow for the drainage area.
The flood peak regression analysis model:^7
Where:
A
S
F
G
Pn = KnAaSbFcGd
- The magnitude of the peak flow in interval n years
= A regression constant
= Drainage area in square miles -
= Slope of basin in feet per mile
= Percent of area forested
= Geographic factor depending on basin location
a,b,c,d = Regression exponents
pw (10-year flood peak), write 3 equations. The first has a standard error of 32.4%; the
second, an error of 37.0%; and the third, an, error of 43.2%.
(1). S.E.
K
a
b
c
d
32.4%
112.0
.908
.336
-.337
-.956
(2). S.E. =37.0%
K = 41.5
a = .883
b = .284
c = 0
d = 1.05
(3). S.E. = 43.2%
K = 42.0
a = .878
b = .288
c =0
d =0
The area, A, is 2.12 square miles. The slope, S, is determined by measuring the distance
along the main channel from the site to the drainage divide. Elevations are estimated at the 10%
and 85% points of that distance and the difference in elevations is divided by the distance between
them. ,
108
-------
Table 111 -4.— Values of runoff coefficient18
V-.L.ncnfr Runoff
Rainfall
Surfaces
Roofs, slag to metal - . • . .
Pavements
Concrete or asphalt
Bituminous macadam, open and closed type
Gravel, from clean and loose to clayey and compact
R.R. yards
Earth
Surfaces
Composite
areas :
Sand, from uniform grain size,
no fines, to well graded,
some clay or silt
Loam, from sandy or gravelly to
clayey.
Gravel, from clean gravel and gravel
sand mixtures, no silt or clay to high
clay or silt content
Clay," from coarse sandy or
silty to pure colloidal clays
Bare
Light Vegetation
Dense Vegetation
Bare
Light Vegetation
i
Dense Vegetation
Bare
i
;Light vegetation
pense vegetation
i
Bare
Light vegetation
Dense vegetation
City, business areas j
City, dense residential areas, vary as to jsoil and vegetation
Suburban residential areas, vary as to soil and vegetation
.Rural districts, vary as to soil and vegetation
Parks, golf courses, etc. vary as to soil and vegetation
Value
proposed
Min.
0.90
0.90
0.70
0.25
0.10
0.15
0.10
0.05
0.20
0.10
0.05
0.25
0:15
0.10
0.30
0.20
0.15
0.60
0.50
0.35
0.10
0.10
Max.
1.00
1.00
0.90
0.70
0.30
0.50
0.40
0.30
0.60
0.45
0.35
0.65
0.50
0.40
0.75
0.60
0.50
0.75
0.65
0.55
0.25
0.35
Value by
other
authority
Min.
0.70
0.95
0.70
0.15
0.10
0.01
0.01
0.01
0.10
0.10
0.10
0.60
0.30
0.25
0.10
0.05
Max.
0.99
1.00
0.90
0.30
0.30
0.55
0.55
0.55
0.70
0.70
0.70
0.95
0.60
0.40
0.30
0.35
NOTE: Values of C for earth surfaces are further varied by degree of saturation, compaction, surface irregularity
and,slope, by character of subsoil, and by presence of frost or glazed snow or ice.
1(09
-------
g = 2722 ft - 2585 ft
1.55 mi.
G = 1.64
= 88. ft/mile (see figure III-4)
It is not necessary to determine F for this case since the exponent c = 0 or is a minus value
and I" » 1. . . '
Thus:
••/ ;'_ ; .
(1). P10 = 112 X (2.12) -9°8 X (88) -336 x(if64)-.956
= 112 x 1.98 x 4.50 x .84
= 838.25 cfs. ± 32.4%
Range = 566.66 cfs to 1,109.84 cfs
(2). P10 = 41.5 x (2.12) -883 x (88) -284 x (1.64) 1-05
= 41.5xl.94x3.56xl.68
= 481.51 cfs ; .
Range = 303.35 cfs to 659.67 cfs
-288
64) o
(3). P10 = 42.0 x (2.12) -878 x
- 42.0 x 1.93 x 3:63 x 1
« 294.24 cfs
Range = 167.13 cfs to 421.35 cfs
Check the equations against the gaged flows on the Casselman River near Grantsville to see
which may best apply to this area:
A = 62.5 sq. mi.
S = 28.7ft./mi.
Thus:
(1). P10 = 112 x (62.5) -908 x (28.7) -336 x (1.64) --956
- 112 x 42.72 x 3.09 x. 62
= 9,166.41 cfs
(2). P10 = 41.5 x (62.5) -88S x (28.1) -284 x (1.64) i-OB
='41.5x38.53x2.59x1.68
- 6,957.55 cfs
(3). P10 = 42.0 x (62.5) -878 x (28.7) -288 x (1.64) 0
= 42.0x37.74x2.63x1
= 4,168.76 cfs ,, . , .
110
-------
Table III-3 indicates that equation (3) yields the most reasonable result. Considering the pre-
vious discussions and the fact that backed-up water at the structure site would cause negligible
damage, size the culvert based on Q design = 300 cfs. In addition, an emergency spillover system
of 40 ft. in width shall be incorporated into the drainage plan in the event peak flows exceed the
capacity of the culvert. !
.*:'<-> • • ' • ' ' i
Emergency spillway calculations and required culvert sizes are as follows:
Emergency Spillway Design Data ,
I
The spillway elevation shall be 2577.00 ft, approximately 0.91 ft lower than the top of the
culvert. The spillway shall carry excess waters after the culvert has reached 90% capacity. The
spillway shall not be expected to reach a head of greater than 1 ft. within a 25-year storm.
The spillway shall be 40 ft. long, but the actual capacity of discharge shall be determined by
the designed length of 60 ft. based on roadway grade as shown on attached plans. -
t *
The spillway shall actually be a broad-crested weir, capable of handling a design flow of 171
cfs. This designed flow is based on the equation!
Q == CL
3/2
Where:
Q = discharge in cubic feet/second
C = Coefficient for type of weir used
L = Length of weir in feet
H - Head in feet
V = Velocity of approach in ft/sec
g = Acceleration due to gravity
Thus:
6°' X I1 + 2Wl6t)
Q = 2.60 x
\ *\.'
= 2.60 x 60' x (1.062189)3/2 j ......
= 170.78 cfs i « v
I
It may be noted that the velocity approach and coefficient factors used in the previous computations
are minimal. The design discharge of the spillway may exceed 170.78 cfs.
Culvert Design Data i
j, / • •• •. .-..-.
The culvert shall be on a skew of 75° RT. HD. AHD.
The slope of the culvert shall be 2'/150' = j.0133 = 1.33%
The culvert length = 75 ft. j
111
-------
TV, * (1)' At east edge of roadway. 44' downstream from elevation 2572.00'.
Thus 2572 00'- (0.013333X44') = 2571.41'. (2). At west edge of roadway, 119' downstream
from elevation 2572.00'. Thus 2572.00' - (0.013333 X 119') = 2570.41'. wnstream
,« <5ameter of PiP6 used for the culvert shall be 78" selected from the Pipe Capacity Chart
(fagure IH-12), and it has been increased in size due to higher n factors for the type of pipe
material used.
112
-------
5
400.
SLOPE
Figure 111-12. 'Pipe Diameter.
113
-------
-------
Section IV
i
SELECTED STATE MINING LAWS AND
RECLAMATION INFORMATION
Table IV-1 is a summary of state surface mining and mined land reclamation laws in effect
April 1, 1975.19 i
Table IV-2 is a listing of state surface mining and reclamation agencies.
! • :
Table IV-3 is a listing of state conservation offices of the U.S. Spil Conservation Service.
i
i
Table IV-4 gives the location of state extension service directors.
Table IV-5 is a list of published soil surveys, by county, for selected states in the Appalachian,
eastern interior and western interior coal regions.20
115
-------
Table IV-1.—Surface mining and mined land reclamation laws1
Title or
code citation
The Alabama Surface
Mining Act of 1969-
Effective Oct. 1, 1970.
Minerals covered
All minerals except lime-
stone, marble, and dolomite.
License and/or permit requirements
Application Fee
Permit applications
must be filed with
the Department of
Industrial Relations
and be accompanied
by a plan of recla-
mation.
Fjlingfee-
$250. $50 fee
for amended
permit.
Arkansas The Arkansas Open
Cut Land Reclamation
Act of 1971. Effective
July 1, 1971.
All minerals
Permit applications
must be filed with
Arkansas Pollution
Control Commission
and be accompanied
by a reclamation
plan.
$25 to $500"
depending upon
the number of
acres to be
mined.
Illinois The Illinois Surface-
Mined Land Con-
servation Act. Ef-
fective September
17, 1971.
All minerals
Application for permits
must be filed with the
Department of Mines
and Minerals for all
operations exceeding
10 ft. in depth or af-
fecting more than 10
acres during the per-
mit year. A recla-
mation plan is
required.
$50 plus $25
for every acre
to be affected.
Indiana Chapter 344, Acts of
1967, Indiana
' "Statutes. Effective
Jan. 1, 1968.
Coal, clay, and shale
Application for permits
must be filed with the
Department of Netural
Resources. A reclama-
tion plan is required.
$50 plus $30
for each acre
to be affected.
Iowa
An Act Relating
to Surface Mining.
Effective January
1, 1968.
All minerals
Permit applications
must be filed with the
Department of Mines
and Minerals.
License—$50.
$10 renewal.
116
-------
Penalty for
failure to reclaim
Penalty
Mining without a
permit—not less
than $500 nor more
than $5000 and re-
quirement that the
affected land be re-
claimed. Willful
misrepresentation of
facts on permit ap-
plication—not less
than $100 nor more
than $500 for each
offense.
Surface mining with-
out a permit not less
than $500 nor more
than $1000 for each
day tha violation
continues.
Bond
requirements
$150 for each acre
covered by the
permit.
Forfeiture,
of bond '
Yes
Denial
of new permit
Yes
$500 for each acre
or portion to be
affected.
Yes
No
Surface mining with- $600 to $1000 for
Yes
Yes
out a permit not less
than $50 nQr more
than $1000. Each
day's violation is
is deemed a separate
offense.
Not less than $1000
nor more than
$5000.
$50 to $500 or
imprisonment
not to exceed
30-days or
both.
each acre to be af-
fected including
slurry and gob
disposal areas.
The greater of
$5000 or $600
multiplied by
the number of
acres for which
the permit is
issued.
An amount equal
to the estimated
cost of rehabilita-
ting each site
affected.
Yes
Yes
Yes
Yes
Reclamation requirements
Reduce peaks and ridges to a width of
15 feet at the top; cover face of toxic
material; divert water to reduce siltation,
erosion or damage to streams and natural
water courses; plant trees or direct-seed
the affected land; revegetate haulage roads
and land used to dispose of refuse; and
construct fire lanes or access roads in areas
to be reforested. Reclamation to be com-
pleted within 3 years of expiration of
permit period.
Grade peaks and ridges to a rolling topog-
raphy; construct-earth dams; in areas to bs
reforested, construct fire lanes or access
roads at least 10 feet wide; strike peaks arid
ridges to-a minimum of 20 feet at the top
on all land to be seeded for pasture; cover
exposed acid forming material; and dispose
of refuse so as to control erosion or damage
to streams or natural water courses. Recla-
mation to be completed prior to the ex-
piration of 2 years after termination of
permit.
Grade affected land to a rolling topography
with slopes having no more than 15% grade;
except land reclaimed for forest plantation.
recreational or wildlife, the final cut spoil,
the box cut spoil, and the outside slopes of
all overburden deposition areas, for which
the grade shall not exceed 30%; impound
run-off water to reduce soil erosion, damage
to unmined lands, and pollution of streams
and waters; cover exposed acid forming
material with not less than 4-6 feet of
water or other material capable of support-
ing plant and animal life; confine slurry in
depressed or mined areas; remove and grade
all haulage roads and drainage ditches; and
plant trees, shrubs, grasses and legumes.
All reclamation except slurry and gob areas
in active use shall be completed prior to
the expiration of 3 years after termination
of the permit year.
Grade to reduce peaks and ridges to a
rolling, sipping or terraced topography;
construct earth dams in final cuts to
impound water; bury all metal, lumber,
or other debris or refuse resulting from
mining; and revegetate affected areas as
soon as practicable after initiation of
mining operations.
Grade irregular spoil banks to reduce peaks
and ridges to a rolling topography suitable
for establishing vegetation by striking off
ridges and peaks to at least 24 feet at the
top; grade other spoil banks to slopes
having a maximum of 1 foot vertical rise
for each 3 feet horizontal distance; ex-
cept where the original topography
exceeds these stipulations, the spoil
bank shall be graded to blend with
surrounding terrain; and cover acid forming
material with at least 2 feet of earth or spoil
material. Operators shall rehabyitate af-
fected areas within 24 months after mining
is completed.
117
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Table I V-l.-Surface mining and mined land reclamation laws -continued
State
Kanus
Title or
code citation
The Kansas Mined-Land
and Reclamation Act
Effective January 1,
1975.
License and/or permit requirements
Minerals covered
Coal
Application
Permit applications
must be filed With
the Mined Land
Conservation
Reclamation Board.
A reclamation plan
is required.
foe
$50 plus $25
per acre.
Kentucky
Kentucky Strip
Mining Law,
Kentucky Revised
Statutes. Effective
January 1, 1973.
All minerals
Permit applications
must be filed with
the Division of
Reclamation. A
reclamation plan
is required.
$150 plus $35
per acre.
Maryland
Maryland Strip
Mining Law.
Effective July 1,
1971.
Coal
A license and permit
must be obtained from
the Bureau of Mines.
A reclamation plan is
required.
License-$100
plus $10 for
each renewal.
Missouri An Act Relating
to the Reclamation of
Certain Mining Lands.
Effective September
28, 1971.
Coal and barite
Permit applications
must be filed with the
Land Reclamation Com-
mission; a land recla-
mation plan is required.
$50 plus $17.50
for each acre
to be affected.
118
-------
Penalty for
failure to reclaim
Penalty
Not to exceed $250.
Each day violation
continues constitutes
a separate offense.
$100 to $1000 for
each day violation
continues. Willful
violations—not less
than $500 nor more
than $5000 for
each day violation
continues.
Failure to obtain
a license—not less
than $5000 nor more
than $10,000 or
imprisonment not to
exceed 6 months, or
both. Failure to
obtain a permit—not
less than $500 nor
more than $5000.
Failure to backfill
prospected areas—
not less than $2OO
nor more than
$500.
Mining without a
permit—$1000 per
day for each day
the violation
continues.
Bond
requirements
Not less than $200
nor more than $500
per acre with a
$2000 minimum.
Operations in
existence before
June 23, 1974-
$100 per acre
or $500 whichever
is.greater. Opera-
tions started on
or after June 23,
1974-$ 1000 per
acre or $5000
whichever is
greater.
$400 per acre with a
$3000 minimum. A
special reclamation
fee of $30 per acre
of land affected and
a revegetation bond
of not less than $50
nor more than $125
per acre are also
required.
Not less than $300
fpr coal and $20O
for barite nor more
than $700 for coal
and $500 for barite
for each acre of land
affected, with a
$2000 minimum.
Forfeiture^
of bond <
Yes
Denial
of new permit
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Reclamation requirements
Grade each pit to a flat surface with a
width equal to at least 60% of the orig-
inal pit; cover the face of coal or other
minerals with non-acid bearing and non-
toxic material to a distance of at least
2 feet above the seam being mined, or
by a permanent water impoundment;
control flow of all runoff water to reduce
soil erosion, damage to agricultural lands,
and pollution of streams and waters; and
grade overburden to provide suitable vege-
tative cover. Reclamation must be pursued
as soon as possible after mining begins and
completed within 12 months after the
permit has expired.
Complete backfilling not to exceed the
original contour with no depressions to
accumulate water is required of all land
affected by area mining. All highwalls
resulting from contour strip mining shall
be reduced or backfilled, the steepest slope
of the reduced or backfilled highwall and
the outer slope of the fill bench being no
greater than 45 degrees from the horizontal.
The table portion is to be terraced with a
slope not greater than 10 degrees; the
restored area to have a minimum depth of
4 feet of fill over the pit floor. Revegeta-
tion shall include planting trees, shrubs,
grasses, legumes. Reclamation to begin a:s
soon as possible after strip mining begins
and completed within 12 months after the
permit has expired.
Grade spoil landsito reduce depressions
between peaks of spoil to a surface which
restores the terrain to a condition pre-
scribed by the Director, Bureau of Mines;
if overburden deposits are composed of
materials which are suitable for supporting
vegetative growth, it shall be graded so as
to cover the final pit; and seal off, with a
fill, underground mining operations at
the base of the final cut.
Grade peaks and ridges of overburden,
except where lakes are to be formed, to
a rolling topography traversable by farm
machinery. The slopes need not be re-
duced to less than the original grade prior
to mining, and the slope of overburden
ridge resulting from a box cut need not
be reduced to less than 25 degrees from
the horizontal. Dispose of all debris,
material or substance removed from the
surface prior to mining.
119
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Table IV-1.-Surface mining and mined land reclamation laws -continued
Title or
code citation
Title 15, Ohio Revised
Code. Chapter 1513
as amended— Reclama-
tion of Strip Mined
Land. Effective •
April 10, 1972.
Minerals covered
Coal
License and/or permit requirements
Application Fee
Application for licenses
must be filed with the
Division of Reclamation.
A reclamation plan is
required.
$100 plus $30
for each acre
to be mined.
Oklahoma The Mining Lands Recla-
mation Act. Oklahoma
Statutes Annotated.
Title 45, Chapter 8A,
effective June 12,
1971, amended
April 17, 1972.
All minerals
Applications must be
filed with the Depart-
ment of Mines and
Mining. A reclama-
tion plan is required.
$50
Pennsylvania
Surface Mining Conser-
vation and Reclamation
Act. Pennsylvania stat-
utes Annotated, Title
52, Chapter 1396, ap-
proved May 31, 1945,
amended by Public
Acts of 1963 and
1968; Public Act No.
147, November 30,
1971, effective
January 1, 1972;
Public Act 355,
approved December
28, 1972.
All minerals
Application for permits
must be filed with the
Department of Environ-
mental Resources. A
reclamation plan is
required.
$50 for persons
mining 2000
tons or less of
marketable min-
ing minerals
other than coal
per year, $50O
for mining coal
or more than
2000 tons
of market-
able minerals
other than coal
and $300 in the
case of all other
minerals.
Tennessee The Tennessee Surface
Mining Law, Tennessee
Code Annotated,
Chapter 15, effective
March 23, 1972,
amended by House
Bill 630, approved
March 20, 1974.
All minerals except lime-
stone, marble, and dimension
stone.
Applications for permits
must be filed wfth the
Commissioner, Depart-
ment of Conservation.
A reclamation plan is
required.
$250 plus $25
for each acre to
be mined. The
total amount
not to exceed
$2500.
120
-------
Penalty for
failure to reclaim
Penalty
Mining without a
permit—$,5000 plus
$1000 per acre of
land affected.
Exceed limits of
license—$1000 per
acre of land affected
that is not under
license. Willful mis-
representation—$ 1 00
to $1000 or 6 months
in prison. Violation of
any other provision—
$100 to $5000 or
6 months in prison,
or both.
Mining without a
permit—not less
than $50 nor more
than $1000. Each
constitutes a sep-
arate offense.
Mining without a
permit—$5000 or an
amount of not less
than the total pro-
fits derived from
unlawful activities,
together with the
cost of restoring the
land to its original
condition or 1 year
imprisonment, or
both.
Violation of the Act-
not less than $100
nor more than $5000
for each day viola-
tion continues.
Willful violation-
not less than $1000
nor more than
$5000 or imprison-
ment not to e'x-
ceed 1 year, or both.
Bond
, requirements
Sufficient to cover
the cost of recla-
mation, but'not
less than $5000.
Forfeiture
of bond
Yes
Denial
of new permit
Yes
Not.less than $350 nor Yes
more than $650 for
each acre to be affect-
ed. For coal and
copper mining the
minimum bond shall
be $5000. For all
other mining the
minimum bond shall
be $1000. Sand and
gravel operators who
sell less than $1000
per year may be
exempt
An amount sufficient Yes
to insure completion of
the reclamation plan,
not less than $5000,
However, in the case of
minerals other than
anthracite and bitu-
minous coal where
it is determined that
the amount of mar-
ketable minerals to
be extracted does
not exceed 2000
tons, no bond shall
be required. Liability
under the bond shall
be for the duration
of the operation and
for 5 years thereafter.
Not less than $400 for Yes
minerals other than coal
and hot less than $600
for coal for each esti-
mated acre to be
affected.
Yes
Yes
Yes
Reclamation requirements
Cover all acid producing material with
non-toxic material; construct and maintain
access roads; prevent the pollution of waters,
erosion, landslides, flooding and the accu-
mulation or discharge of acid water; contour
the affected area unless the mining and
reclamation plan provides for terracing or
other uses; and replace segregated topsoil
and grow vegetative covering.
Grade peaks and ridges of overburden
to a rolling topography, but the slopes
need not be reduced to less than the
original grade prior to mining, and the
slope of ridge resulting from the box
cut need not be reduced to less than
25 degrees from the horizontal; construct
earth dams to form lakes in pits resulting
from surface mining operations; cover
exposed faces of mineral seams with not
less than 3 feet of earth to support plant
life or with a permanent water impound-
ment; and revegetate affected land, except
that which is to be covered with water or
used for home-sites or industrial purposes,
by planting trees, shrubs or other plantings
appropriate to future use of the land.
Backfill all pits within 6 months after
completion of mining. Such backfilling
shall be terraced or sloped to an angle not
to exceed the original contour. Plant
grasses and trees or grasses and shrubs
upon affected land within 1 year after
backfilling.
Cover all acid producing material; seal off
any breakthrough in mine or pit walls which
creates a hazard; control drainage to prevent
damage to adjacent lands, soil erosion and
pollution of streams and waters; remove all
refuse except vegetation resulting from the
operation; provide adequate access roads to
remote areas; on steep slopes, regrade area
to approximate original contour or rolling
topography and eliminate highwalls, spoil
piles and water collecting depressions
(grading and other soil preparation to ac-
commodate vegetation shall be completed
within 6 months following initiation of soil
disturbance). Revegetate the affected area
with grasses or legumes to prevent soil erosion
121
-------
Table IV-1. -Surface mining and mined land reclamation laws -continued
Title or
code citation
Chapter 17, Title 45.1
Code of Virginia
(1950), as amended.
Effective April 10.
1972
Minerals covered
Coal
License and/or permit requirements
Application Fee
Permit application must
be,filed with the Depart-
ment of Conservation
and Economic Develop-
ment. A reclamation
plan is required. ,
Prospecting per-
mit—$10 per
acre. Surface
mining permit—
$12 per acre.
Annual fee—
$6 per acre. .
West Virginia
West Virginia Surf ace
Mining Act, West
Virginia Code, Vol 8,
1970,
Replacement Volume,
Article 6, Chapter 20,
Effective March 13,
1971.
All minerals
. Applications for permits
must be filed with the
Department of Natural
Resources.
Prospecting—
$300. Surface
Mining-$500.
Annual renewal-
$100. Personal
injury and prop-
erty damage in-
surance of
$100,000 and
$300,000,
respectively is
also required.
122
-------
(Penalty for
failure to reclaim
Penalty
Violation of the Act-
not more than $1000
or imprisonment for
not more than 1 year
or both. Each day
violation constitutes
a separate offense,
Violation of the law's
provisions—$100 to
$1000 or 6 months
imprisonment, or
both. Deliberate
violations—$ 1000
to $10,000 or 6
months imprison-
ment, or both,
Bond
requirements
Prospecting—$300
per acre. Surface
mining bond—no
less than $200 or
more than $ 1000
per acre to be
mined. Minimum
bond-$2,500,
except when the
operation involves
less than 5 acres,
the bond shall not
be less than $1000.
Not less than $600
per acre nor more
than $1000 per acre
with a $10,000 min-
imum. A special
reclamation tax of
$60 per acre is also
required.
Denial
of new permit
Yes
Yes
Yes
Reclamation requirements
Remove all debris resulting from mining
operations; regrade the area in a manner
established by rules and regulations; grade
overburden to reduce peaks and depressions
between peaks to produce a gently rolling
topography; preserve existent access roads;
and plant trees, shrubs, grasses or other
vegetation upon areas where revegetation
is practicable.
Cover the face of coal and disturbed area
with material suitable to support vegetative
cover; bury acid forming materials, toxic
material, or material constituting fire hazard;
impound water. Bury all debris. The law
also contains requirements for regrading
surface mined areas where benches result
specifying the maximum bench width
allowed. On land where benches do not
result, complete backfilling is required but
shall not exceed the original contour of the
land. The backfilling shall eliminate all high-
walls and spoil peaks. Planting is required.
-------
Table IV-2.—State surface mining and reclamation agencies
Arkansas
Illinois
Indiana
Iowa
Kansas
Kentucky
Maryland
Missouri
Agency
Alabama Surface Mining Commission
c/o Department of Industrial Relations
Montgomery, Alabama 36104
Pollution Control Board
8001 National Drive
Little Rock, Arkansas 72001
Department of Mines and Minerals
Springfield, Illinois 62706
Department of Natural Resources
Division of. Reclamation
613 State Off ice Bldg. ;
100N. Senate Avenue
Indianapolis, Indiana 46204
Department of Soil Conservation
Mines and Minerals Division
Grimes State Office Building
Des Moines, Iowa 50309 .
" Mineral Resources.Section
State Geological Survey
University of Kansas
Lawrence, Kansas 66Q44
Department of Natural Resources and
Environmental Protection
Division of Reclamation
Frankfort, Kentucky 40601
Geological Survey — Bureau of Mines
Westernport, Maryland 21562
Department of Natural Resources
Land Reclamation Commission
P.O. Box 1368
Jefferson City, Missouri 65101
124
-------
Table IV-2.—State surface mining and reclamation agencies —continued
State
Ohio
Oklahoma
Pennsylvania
Tennessee
Virginia
West Virginia
Agency
Department of Nat'ural Resources
Division of Reclamation
Fountain Square !
Columbus, Ohio 43224
Department of Mines
252 Capital Building
Oklahoma City, Oklahoma 73105
Department of Environmental Resources
Bureau of Land Protection and Reclamation
Division of Mine Reclamation
Fulton Bldg. 7th f l|oor P.O. 2063
Harrisburg, Pennsylvania 17120
i . - • . • - • ' ' ' :'
Department of Conservation-
Division of Surface Mining
2611 West End Avenue
Nashville, Tennessee 37203
Division of Mined Land Reclamation
Post Office Drawer U
Big Stone Gap, Virginia' 24219
- ' r
Department of Natural Resources
Division of Reclamation
Charleston, West Virginia 25305
125
-------
Table \V-3.-State conservation offices
State
Alabama
Arkansas
Illinois
Indiana
Iowa
Kansas
Kentucky
Maryland
Missouri
Ohio
Address
Wright Building
138 South Gay Street
P.O. Box 311
Auburn, Alabama 36830
Federal Building, Room 5029
700 West Capitol Street
P.O. Box 2323
Little Rock, Arkansas 72203
Federal Building
200 West Church Street
P.O. Box 678
Champaign, Illinois 61820
Atkinson Square-West
Suite 2200
5610Crawfordsville Road
Indianapolis, Indiana 46224
823 Federal Building
210 Walnut Street
Des Moines, Iowa 50309
760 South Broadway
P.O. Box 600
Salina, Kansas 67401
333 Waller Avenue
Lexington, Kentucky 40504
Room 522, Hartwick Building
4321 Hartwick Road
College Park, Maryland 20740
Parkade Plaza Shopping Center
(Terrace Level)
P.O. Box 459
Columbia, Missouri 65201
311 Old Federal Building
Third and State Streets
Columbus, Ohio 43215
Commercial
Telephone No.
205-887-8070
501-378-5445
217-356-3785
317-633-7201
515-284-4260
913-823-9535
606-252-2312
301-344-4180
314-442-2271
614-469-6785
126
-------
Table IV-3.—State conservation offices—continued
State
Address
Commercial
Telephone No.
Oklahoma
Pennsylvania
Tennessee
Virginia
West Virginia
Agriculture Building j
Farm Road and Brumley Street
Still water, Oklahoma 74074 •
j
Federal Building and Courthouse
Box 985 Federal Square Station
Harrisburg, Pennsylvania 17100
561 U.S. Courthouse j
Nashville, Tennessee 37203 |
Federal Building, Room 7408 '
400 North 8th Street j
P.O. Box 10026 j
Richmond, Virginia 23240 j
i
75 High Street j
P.O. Box 865 |
Morgantown, West Virginia 26505
405-253-4204
717-782-2297
615-749-5471
804-782-2457
304-599-7151
l!27
-------
Table IV'-^.-Location of state extension service directors
State Address
Alabama Auburn University
Auburn, Alabama 36830
Arkansas P.O. Box 391
Little Rock, Arkansas 72203
Illinois University of Illinois
Urbana, Illinois 61801
Indiana Purdue University
West Lafayette, Indiana 47907
Iowa Iowa State University
Ames, Iowa 50010
Kansas Kansas State University
Manhattan, Kansas 66506
Kentucky University of Kentucky
Lexington, Kentucky 40506
Maryland University of Maryland
College Park, Maryland 20742
Missouri University of Missouri'
309 University Hall
Columbia, Missouri 65201
Ohio Ohio State University
2120 Fyffe Road
Columbus, Ohio 43210
Oklahoma Oklahoma State University
Stillwater, Oklahoma 74074
Pennsylvania The Pennsylvania State University
University Park, Pennsylvania 16802
Tennessee University of Tennessee
P.O. Box 1071
Knoxville, Tennessee 37901
Virginia Virginia Polytechnic Institute
and State University
Blacksburg, Virginia 24061
West Virginia West Virginia University
294 Coliseum
Morgantown, West Virginia 26505
Commercial
Telephone No.
205-826-4444
or 821-1314
501-376-6301
217-333-2660
317-749-2413
515-294-4576
913-532-5820
606-257-4772
or 257-2833
301-454-3742
314-882-4561
or 882-4662
614-422-6891
or 422-6181
405-372-6211
814-863-0331
615-974-7114
703-951-6705
304-293-5691
128
-------
Soil surveys, published by the U.S. Department of Agriculture, can be obtained as follows:
Land users in the area surveyed and professional workers who have use for the
survey, can obtain a free copy from the; local office of the Soil Conservation
Service, from their county agent, or from their congressman. Many libraries
keep published soil surveys on file for reference. Soil conservation district of-
ficers and county agricultural extension offices also have copies of local soil
surveys that can be used for reference. !
Most published soil surveys cover one or more counties -and are so named. Where the survey
covers only a part of one or more counties, the word "area" is a part of the name. Fpr surveys made
from 1899 to 1936, the date in the list is the year the field work was,completed. _From 1937 on, it
is the year the publication was issued. j
t [ .'''.''.I
Since surveys are published at a rapid rate, table D-5 requires continual updating. For informa-
tion on the current status of a soil survey not listed herein, inquiry should be made at the Soil
Conservation Service field office in that county ojc at the office of the Director of Soil Survey
Operations, Soil Conservation Service, U.S. Department of Agriculture, Washington, DC 20250.
Table IV'-^.-Published soil surveys20
Alabama
*1908
1964
*1914
*1908
*1905
*1913
*1907
1961
1959
1924
1972
*1921
*1912
1974
*1913
*1909
1939
*1912
*1929
*1912
*1921
1962
1960
1938
1958
1955
*1913
*1908
1965
•1903
1927
1965
*1920
1971
1939
*1908
Autauga
Baldwin
Barbour
Bibb
Blount
Bullock
Butler
Calhoun
Chambers
Cherokee „
Chilton
Choctaw
Clarke
Clay
Cleburne
Coffee
Colbert'
Conecuh
Coosa
Covington
Crenshaw
Cullman
Dale
Dallas
De Kalb
Elmore
Escambia
Etowah
Fayette
Fort Payne Area
Franklin
Franklin
Geneva
Greene
Hale
Henry
1968
*1903
1954
*1908
*1908
1931
1959
1950
1953
*1916
1944
1958
*1920
•1907
1959
*1930
*1903
*1916
1960
1944
1930
*1917
*1910
1967
*1913
*1917
*1917
*1941
1974
*1909
*1911
*1915
*1915
1938
1937
Houston
Huntsville Area
Jackson
Jefferson
Lamar
Lauderdale
Lawrence
Lee
Lirnestone
Lowndes
Macon
Madison
Marengo
Marion
Marshall
Mobile
Mobile Area
Monroe
Montgomery
Morgan
Perry
Pickens
Pikte
Randolph
Russell
Saint Clair
Shelby
Sumter
Tailadega
Tallapossa
Tuscaloosa
Walker
Washington
Wilcox
Winston
Arkansas
1972 Arkansas
*1913 Ashley
1961 Bradley
1967 Chicpt
1968 Cleveland
*1914 Columbia
*1907 Cohway
*1916 Craighead
1974 Crittenden
1968 Cross "
, 1972 Desha
*1917 Drew
*1917 Faulkner .
*1906 Fayetteville Area
1971 Franklin
1969 Greene
*1916 Hempstead
*1917 Howard
*1915 Jefferson
, *1921 Lonoke
*1903 Miller
1971 Mississippi
*1925 Nevada
1973 Quachita
*1920 Perry
1974 Phillips
*1913 Pope
*1906 Prairie
*1922 Pulaski
*1911 Reconnaissance Ozark
Region '
,1966 St. Francis
*1902 Stuttgart Area
1969 Washington
1968 Woodruff
*1915 Yell
"Indicates the survey is out of print and not available for distribution.
-------
Table IV-5.-Published soil surveys—continued
Illinois
•1902 Clay
•1902 Clinton
1971 Douglas
1972 Edwards and Richland
1969 Gallatin
1966 Jersey (State)
1964 Johnson (State)
•1903 Knox
1970 Lake
1974 Logan
•1903 McLean
1969 Montogomery
•1904 O'Fallon Area
1968 Pulaski and Alexander
•1903 Sangamon
•1902 St. Clair
•1902 Tazewell
1964 Wabash
•1912 Will
•1903 Winnebago
Indiana
1921 Adams
1969 Allen
1947 Bartholomew
1916 Benton
1928 Blackford
•1912 Boone
•1904 Booneville Area
1946 Brown
1958 Carroll
1955 Cass
1974 Clark and Floyd
1922 Clay
•1914 Clinton
1974 Daviess
•1910 Decatur
1972 Delaware
1937 Dubois
1974 Elkhart
1960 Fayette and Union
1966 Fountain
1950 Franklin
1946 Fulton
1922 Gibson
•1915 Grant
•1906 Greene
•1912 Hamilton
1925 Hancock
1974 Hendricks
1971 Howard
1970 Jennings
1948 Johnson
1943 Knox
1922 Kosciusko
1944 La Porte
1972 Lake
"1922 Lawrence
1967 Madison
•1907 Marion
•1904 Marshall
1946 Martin
1927 Miami
•1922 Monroe
•1912 Montogomery
1950 Morgan
1955 Newton
1953 Noble
1930 Ohio and Switzerland
1964 Owen
1967 Parke
1969 Perry
1938 Pike
•1916 Porter
•1902 Posey
1968 Pulaski
1925 Putnam
1931 Randolph
1937 Rush
1962 Scott
1974 Shelby
1973 Spencer
1950 St. Joseph
•1915 Starke :
1940 Steuben
1971 Sullivan
1959 Tippecanoe
•1912 Tipton
1944 Vanderburgh
1930 Vermillion '
•1914 Warren
1939 Washington
1925 Wayne
•1915 Wells
•1915 White
Iowa
3 Adair
3 Adams
3 Allamakee
5 Appanoose
) Audubon
I Benton
' Black Hawk
) Boon.e
' Bremer
i Buchanan
' Buena Vista
! Butler
I Calho.un
i Carroll
Cass
Cedar
1 Cerro Gordp
Cherokee
Chickasaw
Clarke •
Clay
Clay
Clayton
Clinton
Crawford
Crawford
Dallas
Davis
Decatur
M922
*1921
*1920
*1921
*1902
*1920
*1919
*1922
*1938
*1924
*1921
*1921
1929
1974
*1917
1930
*1920
*1923
*1917
1935
1961
1939
1967
1941
*1921
1960
*1919
*1924
1971
*1925
*1914
1914
*1918
1960
1927
*1918
•1919
1939
"1919
1920
*1916
1959
1931
M917
*1914
*1921
1940
"1921
*1918
*1923
1928
1960
*1914
1929
*1916
1924
*1915
1961
"1915
1941
1950
1954
*1927
1962
Delaware
Des Moines
Dickinson
Dubuque
Dubuque Area
Emmet
Fayette
Floyd
Franklin
Fremont
Greene
Grundy
Guthrie
Guthrie
Hamilton
Hancock
Hardin
Harrison
Henry
Howard
Humboldt
Ida
Iowa
Jackson
Jasper
Jefferson
Johnson
Jones
Keokuk
Kossuth
Lee
Linn
Louisa
Lucas
Lyon
Madosin
Mahaska
Marion
Marshall
Mills
Mitchell
Monona
Monroe
Montgomery
Muscatine
O'Brien
Osceola
Page
Palo Alto
Plymouth
Pocahontas
Polk
Pottawattamie
Poweshiek
Ringgold
Sac
Scott
Shelby
Sioux
Story
Tama
Taylor
Union
Van Buren
•Indicates the survey is out of print and not available for distribution.
130
-------
*1917
*1925
1930
1918
1971
*1914
*1918
1922
1968
1972
1922
*1919
Kansas
1938
1931
1960
1974
*1912
1926
1915
1974
•1927
1973
1965
1965
*1904
1960
1969
1968
1961
*1912
1961
1971
1968
1973
*1912
1928
1963
1938
*1926
1972
*1919
1964
1930
1913
1974
1963
1930
*1903
1968
*1911
1966
1967
•1906
*1903
1959
1965
1965
1970
1973
1961
1961
*1910
Wapello
Warren
Washington
Wayne
Wayne
Webster
Winnebago
Winneshiek
Winneshiek
Woodbury
Worth
Wright
Allen
Bourbon
Brown
Chase
Cherokee
Clay
Cowley
Cravyford
Doniphan
Edwards
Finney
Ford
Garden City Area
Geary
Grant
Gray
Greeley
Greenwood
Hamilton
Harper
Haskell .
Hodgeman
Jewell .
Johnson
Kearny
Kingman
Labette
Lane
Leavenworth
Logan
Marion
Montgomery
Morris
Morton
Neosho
Parsons Area
Pratt
Reno
Reno
Republic
Riley
Russell
Saline
Scott
Seward
Shawnee
Sherman
Stanton
Stevens
Western Kansas
Reconnaissance
Table IV'-5. —Published soil surveys—continued
1965 Wichita
*1902 Wichita Area
*1927 Wilson
1931 Woodson
Kentucky > ,':_ •'
1964 Adair , -
1969 Barren
1963 Batfi '
1973 Bopne, Campbell and
Kentdn
1966 Caldwell ''
1945 Calloway"
1974 Calloway and Marshall
*1912 Christian
1964 Clark . ",
1965 Elliott ; , *
1974 Estill and Lee
1968 Fayette ,
1965 Foijrteeh Co. Eastern Ky.
Reconnaissance
1964 Fulton
*1921 Garlrard
1953 Grajves'
1972 Grayson
1968 Harrison ' ,
1967 Herjderson
1966 Jefferson '
*1915 Jessamine ' , :
*1919 Logan . >
1973 Maciison
1950 Marshall,
*1903 Mason
1970 McCreary-Whitley Area
*1905 McCrackeh ,, ' .
1930 Mercer
1967 Metcalfe ' '
1920 Mtihlenberg
1971 Nelsph
•1910 Rockcastle " '
*1903 Scott
1916 Shelby
*1902 Union .
'1904 Warren
Maryland
*1921
1973
»1917
1928
1971
1929
1964
1919
1969
1974
1974
"1963
*1907
1960
1974
*1927
1968
Allegany
Anpe Ariindel
Baltimore .
Calvert
Calivert
Carofine ,
Caroline
Carroll
Carroll
Cecil , .
Charles
Dorchester
Easton Area
Frederick
Garrett
Harford ,
Howard
1930
1961
1967
1931
1966
1966
1923
1970
1962
1970
1973
Kent
Montgomery
Prince Georges
Queen Annes
Queen Annes
Somerset
St. Mary
Talbot
Washington
Wicopnico
Worcester
Missouri
*1921
*1909
•1916
1974
*1908
1962
*1915
1974
M916
*1910
*1912
*1912
*1909
*1918'
*1920
*1909
*1905
1964
1914
1971
•1914
*1911
*1913
M914
1914
1953
*1902
*1910
1954
1914
•1917
*1911
*1920
•1923
*1917
1945
1956
*1911
*1910
*1912
»1921
1964
*1915
*1913
*1904
1971
*1913
1914
*1912
*1911
Andrew
Atchison
Barry
Barton
Bates
Bo'ohe
Buchanan
Caldwell
Callaway
Cape Girardeau
Carroll
Cass
Cedar.
Chariton
Cole
Cooper
Crawford
Daviess
De Kalb
Dent
Dunklin
Franklin
Greene
Grundy
Harrison
Holt
Ho well
Jackson
Jasper
Johnson
Knox
Laclede
Lafayette
Lawrence
Lincpln
Linn
Livingston
Macon
Marion
Miller
Mississippi
Moniteau
Newton
Nodaway
O'Fallen Area
Pemiscot
Perry
Pettis
Pike
Platte
'Indicates the survey is'out of print and not available for distribution.
131
-------
Table IV'-5.-Published soil surveys-continued
"1926 Polk
•1906 Putnam
•1913 Rails
1922 Ray
*1911 Reconnaissance Ozark
Region
•1918 Reynolds
"1915 Ripley
*1919 Saline
•1905 Scotland
•1903 Shelby
1956 St. Charles
•1918 St. Francois
"1919 St. Louis
"1912 Stoddard
1917 Texas
•1904 Webster
1968 Worth
Ohio
1933
1965
1973
•1903
•1938
"1909
"1927
1930
1927
1971
1958
'1923
•1905
1962
1968
•1902
•1904
1969
1971
1960
1974
•1922
•1915
•1915
1973
1955
1925
1938
1939
1934
1971
•1916
•1906
•1916
1974
"1900
1925
1928
1960
•1914
1969
1930
•1912
Adams
Allen
Ashtabula
Ashtabula Area
Athens
Auglaize
Belmont
Brown
Butler
Champaign
Clark
Clermont
Cleveland Area
Clinton
Columbiana
Columbus Area
Coshocton
Delaware
Erie
Fairfield
Fayette
Fulton
Geauga
Hamilton
Hancock
Huron
Lake
Licking
Logan
Lucas
Mahoning
Marion
Meigs
Miami
Monroe
Montgomery
Muskingum
Ottawa
Paulding
Portage
Preble
Putnam
Reconnaissance of
State of Ohio
1967
*1917
1940
1913
1971
1974
•1902
*1914
1954
1972
*1938
1973
*1926
*1905
1966
*1904
Ross
Sandusky
Scioto
Stark
Stark
Summit
Toledo Area
Trumbull
Tuscarawas
VanWert
Vinton
Warren
Washington
Westervflle Area
Wood
Wooster Area .
Oklahoma
1965 Adair
1939 Alfalfa
1962 Beaver
1968 Blaine
*1914 Bryan
1973 Caddo
•1917 Canadian
1938 Carter • ' :
1970 Cherokee and Delaware
1943 Choctaw
1960 Cimarron ;
1954 Cleveland
1974 Coal
1967 Comanche
1963 Cotton
1931 Craig
1973 Craig • • ' : ' '
1959 Creek ' :
1963 Dewey
1966 Ellis
1939 Garfield
1967 Garfield
1931 Grant
1937 Greer
1967 Greer
1960 Harper
1968 Huges
1961 Jackson
1973 Jefferson
1967 Kay '
1962 Kingfisher
1931 Kiowa •
1931 Le Flore
1970 Lincoln
1960 Logan •'
1966 Love '
1940 Major
1969 Major
1937 Mayes
1974 McCurtain •
1938 Me In tosh
1939 Murray
*1913 Muskogee .
1956 Noble
1952 Okfuskee
1969
1968
1964
1959
*1916
1937
1971
1941
1973
1963,
1966
1970
1946
1930
1961
1930
1974
*1906
1942
1968
1941
1939
1938
1963
Oklahoma
Okmulgee
Ottawa
Pawnee
Payne
Pittsburg
Pittsburg
Pontotoc
Pontotoc
Roger Mills
Rogers
Sequoyah
Stephens
Texas
Texas
Tillman
Tillrnan
Tishomingo Area
Tulsa
Washington
Washita
Woods
Woodward
Woodward
Pennsylvania
1967 Adams
1939 Armstrong
*1911 Bedford
1970 Berks
"1915 Blair
*1911 Bradford
1946 Bucks
*1915 Cambria
1962 Carbon
*1907 Centre
*1905 Chester ;
1963 Chester and Delaware
1958 Clarion
*1916 Clearfield
1966 Clinton
1967 Columbia
1954 Crawford
1972 Dauphin
1960 Erie
1973 Fayette
*1938 Franklin
1969 Fulton
*1921 Greene
1944 Huntingdon
1931 Indiana
1968 Indiana
1964 Jefferson
*1907 Johnstown Area
1959 Lancaster
*1900 Lancaster Area
*1901 Lebanon Area
1963 Lehigh
*1903 Lockhaven Area
*1923 Lycoming
1971 Mercer
1967 Montgomery
1955 Montour and
Northumberland
•Indicates the survey is out of print and not available for'distribution.
132
-------
Table IV-5.—Published soil surveys—continued
1974
1969
1958
"1908
*1909
*1910
•1911
*1912
1973
1929
1946
*1910
1938
1968
1929
1963
Northampton
Pike
Potter
Reconnaissance
Northwestern
Reconnaissance
Southwestern
Reconnaissance
South Central
Reconnaissance
Northeastern
Reconnaissance
Southeastern
Susquehanna
Tioga
Union
Washington
Wayne
Westmoreland
Wyoming
York
Tennessee
1947
1953
1959
1958
1953
1948
1955
1959
1950
»1903
1955
1972
*1923
1965
1964
1958
1968
1948
1958
'1904
1946
1947
1926
1963
1960
1958
1958
1946
•1913
1941
1956
1955
1969
1959
1946
1961
•1906
1958
1959
1957
1974
Bedford
Benton
Blount
Bradley
Carter
Claiborne
Cocke
Coffee
Cumberland
Davidson
Decatur
Dekalb
Dickson ;
Dyer
Fayette
Franklin
Giles
Grainger
Greene
Greeneville Area
Hamblen
Hamilton '
Hardin
Hardin
Henderson
Henry
Houston
Humphreys
Jackson
Jefferson
Johnson
Knox
Lake
Lawrence
Lincoln
Loudon
Madison
Marion
Maury '
McMinn
Meigs
1
*1901 Montgomery ,
1953 Norris| Area '
1973 Obion;
*1908 Overton
1953 Perry \
*1903 PikeviileArea
1963 Putnairi '
1948 Rhea j
1942 Roane'.
1968 Roberitson
1956 Sevierl '
1970 Shelby1
1953 Stewart
1953 Sullivan
*1909 Sumnsr
1967 Warren
1958 Washington
1964 Willlarpson ',
Virginia ! .
1917 Accornack and Northampton
1940 Albermarle •
*1902 Albermarle Area
*1904 Apporpattox
1937 Augusta
*1901 Bedford Area
,1954 Bland i .
*1909 Champbell
1967 Carroll
1974 Charlotte,,:
*1906 Chesterfield'
1952 Culpep'er .:
1963 Fairfax '
*1915 Fairfax and Alexandria
1956 Fauquier '. "
1958 Fluvanna ,
*1914 Frederick -.. .
1930 Grayson
1938 Halifax
*1905 Hanover :
*1914 Henricb
1941 Isle of [Wight
1953 Lee '
*1903 LeesbUrg Area
1960 Loudolun
*1905 Louisa
1962 Mathews ..'.,.'
1956 Mecklenbqrg
*1907 Montgomery
1932 NanserViond ,
1959 Norfolk Area
1963 Northumberland and
Lancaster
1960 Nottoway
1971 Orange
*1928 Pittsylvania
1958 Prince JEdward
*1901 Prince 'Edward Area
1945 Princess Anne Area
1961 Rappahannock .
1931 RockbHdge
1945 Russell
1951 Scott j :
1948 Smythl
1937 Southampton
1974 Stafford and King George
1948 Tazewell
1945 Washington
1954 Wise
*1905 Yorktown Area
West Virginia
1968 Barbour
*1917 Barbour and Upshur
1966 Berkeley
*1913 Boone
1918 Braxton and Clay '
*1910 Clarksburg Area
*1919 Fayette
*1922 Grant and Mineral -
1941 Greenbrier
1972 Greenbrier
*1927 Hampshire
1930 Hardy and Pendleton
*1911 Huntington Area
1961 Jackson and Mason
1973 Jefferson
*1916 Jefferson, Berkeley, and
Morgan
*1912 Kanawha
*1915 Lewis and Gilmer
*1913 Logan and Mingo
1960 Marshall
*1914 McDowell and Wyoming
*1923 Mercer
*1907 Middlebourne Area
1925 Monroe
1965 Monroe
*1911 Mprgantown Area
*1920 Nicholas
*1908 Par kersburg Area
*1938 Pocahontas
*1910 Point Pleasant Area
1959 Preston
1914 Raleigh
*1931 Randolph
*1909 Spencer Area
1924 Summers
1921 Tucker
1967 Tucker-Randolph
*1905 Upshur
*1918 Webster
*1906 Wheeling Area
1970 Wood and Wirt
•Indicates the survey is out of print and not available fpr.distribution.^ , „,
133
-------
-------
REFERENCES
^-Standards and Specifications for Soil Erosion and Sediment Control in Developing Areas,
U.S. Department of Agriculture, Soil Conservation'Service, College Park, Md., 1975.
^Drainage Handbook for Surface Mining, West Virginia Department of Natural Resources,
Division of Planning and Development and Division of Reclamation, in cooperation with U.S. De-
partment of Agriculture, Soil Conservation Service] Jan. 1975.
3Specifications for Materials, Highways, Bridges, and Incidental Structures, Maryland State
Highway Administration, Baltimore, Maryland, 1968.
^Standard Specifications for Highway Materials, American Association of State Highway and
Transportation Officials, Washington, D.C., 1970.
^Engineering Field Manual for Conservation practices, U.S. Department of Agriculture, Soil
Conservation Service, 1969. |
6"Handbook of Channel Design for Soil and Water Conservation," U.S. Department of Agricul-
ture, Soil Conservation Service, Technical Paper No. 61, June 1964.
7"Design of Culverts, Energy Dissipators andJFilter Systems," National Academy of Sciences,
Highway Research Board, Highway Research Record No. 373, 1971.
8 J.P. Bohan, "Erosion and Riprap Requirements at Culvert and Storm Drain Outlets," U.S. Army
Corps of Engineers, Waterways Experiment Station, Research Report No. H-70-2, Jan. 1970.
9B.P. Fletcher and J.L. Grace, Jr., "Practical Guidance for Estimating and Controlling Erosion
at Culvert Outlets," U.S. Corps of Army Engineers;, Waterways Experiment Station, Misc. Paper
No. H-72-5, May 1972. ;
I
10 "Tentative Design Procedure for Riprap-Liried Channels," National Academy of Sciences,
Highway Research Board, National Cooperative Highway Research Program Report No. 108, 1970.
j
1:LD.V. Kathuria, M.A. Nawrocki, and B.C. Becker, "Effectiveness of Surface Mine Sedimentation
Ponds," U.S. Environmental Protection Agency publication, Cincinnati, Ohio, 1976.
i
12R.D. Hill, "Sedimentation Ponds — A Critical Review," 6th Symposium on Coal Mine Drainage
Research, National Coal Association, Oct. 1976.
13"Clarification," U.S. Filter Corporation, Technical Bulletin CD-2-31, Whittier, Calif., 1968.
14R.K. Flevert et al,, Soil and Water Conservation Engineering, John Wiley & Sons, Inc., N.Y.,
N.Y., 1955.
15D.L. Yarnell, "Rainfall Intensity — Frequency Data," U.S. Department of Agriculture, Misc.
Publication No. 204, Washington, D.C., 1935.
135
-------
16R.E. Thronson, "Comparative Costs of Erosion and Sediment Control, Construction Activ-
ities," U.S. Environmental Protection Agency, EPA-430/9-73-016, Washington, D.C., July 1973.
17P.N. Walker, "Flow Characteristics of Maryland Streams," Maryland Geological Survey in
cooperation with the Geological Survey, U.S. Department of the Interior, Report of Investigations
•LNO« JLO* JL«7/JL* . - • "
18E.E. Seelye, Data book for Civil Engineers Design, John Wiley & Sons, Inc., N.Y., N.Y., 1960.
m u19Untitled buUetin, U.S. Department of the Interior, Bureau of Mines, Division of Environment,
Washington, D.C., June 1974.
a SWCV&yS" U'S' DePartment of Agriculture, Soil Conservation Service,
136
-------
••\, •-.'..,;•" - ,.' f .,, . r ., - . , , , IVlIi 1 J^l^ VV/1T IV JDIVOlX/rN l/YDJUCO .
Recommended Units ' ' - . •
Description^
Length
Area
Volume
Mass
Force
Moment or
torque
„,;.,. ,.4^ '••••
meter
kilometer
' millimeter
micrometer or
micron.
square meter
square kilometer
square millimeter
hectare
cubic meter
litre
kilogram
gram
milligram
tonne
newton
newton meter
Flow (volumetric) cubic meter
per second
liter per second
.. Symbol .
m
km
mm
/jm orju
"•-•M^ ' '' * ;''
m2
km2
mm2
ha
m3
1
kg
g
mg
t
N
N-m
m3/s
l/s
Comments
Basic SI unit
_ ...
, , . - • . •' .
, The.hectare (10,000
" 'm2) is a recognized
multiple unit and will
remain in interna-
tional use.
Basic SI unit
1 tonne = 1,000 kg
The newton is that
force that produces
an acceleration of
1,m/s2 in a mass
of 1 kg.
The meter is mea-
sured perpendicular
to the line of action
of the force N.
Not a joule.
Customary -. '> • . * ...
Equivalents* ' i ' Dascnpt.on
39.37 m = 3.281 ft = 1 Velocity
1.094yd ' linear
0.6214 mi ... ;..,'••
' 0.03937 in .' " i
3.937X10-5in=1Xl04A
. L . • - •• ,
'• • •"'••• •• t1-- ' ' ' • ' "' ' ~""':.
10.76 sq ft -1. 196 sq yB
0.3861 sq mi = 247.1 ac^es angular
0.001550 sq in i
2.47) acres . . . . ; • .
! ' Viscosity
1
j
i '• Pressure or
3 5.3 1 cu ft = 1 .308 cu yd ^Jj
1.057 qt- 0.2642 gal 'i
0.8107 X 1
millimeter
per second
_ : ^kilometers
per second
,' :' • f >, ' • '
radians per
second
pascal second.
1 ". . " ' , .
centipoise
newton per
square meter
or pascal
kilo newton per
square meter
or kilo pascal
bar
Celsius (centigrade)
Kelvin (abs.)
joule
kilo joule
watt
kilowatt
joule per second
Symbol
., m/s
mm/s
* km/s"
rad/s
Pa-s
Z
N/m2
or
Pa
kN/m2
or
kPa
bar
°C
°K
J
kJ
W
kW
J/s
Comments ,
. ' ,' *
.'. '** .' ' . •'
> . j ' '
1 joule =1 N-m
where meters are
measured along
the line of action
of force N.
1 watt - 1 J/s
Customary
Equivalents*
3.281 fps
0.003281 fps
2,237 mph ;
9.549 rpm
0.6722 poundal(s)/sq ft
1.450 X 10'7Reyn(/j}
0.0001450 Ib/sq in
0.14507 Ib/sq in
14.50 Ib/sq in
(°F-32)/1.8
°C + 273.2
2.778 X 10'7
kw-hr =
3.725 X ID'7
hp-hi = 0.7376
ft-lb = 9.478 X
ID^Btu
2.778 X10-4 kw-hr
44.25 fMbs/mjn
1.341 hp
3.412 Btu/hr
Application of Units
Unit
kilogram per
cubic meter
milligram per
liter (water)
kilogram per
cubic meter
per day
cubic meter
per square meter
per day
cubic meter or
liter of free air
per second
lumen per
square meter
Symbol
kg/m3
mg/l
kg/m3/d
m3/m2/d
m3/s
l/s
lumen/m2
Comments
The density of water
under standard
conditions is 1,000
kg/m3 or 1,000 g/l
or 1 g/ml.
If this is converted
to a velocity, it
should be expressed
irrmm/s (1mm/s =
86.4 m3/m2/day).
Customary
Equivalents*
0.06242 Ib/cu ft
1 ppm
0.06242 Ib/cu ft/day
3.281 cu ft/sq ft/day
0.09294 ft candle/sq ft
*U.S. GOVHWMENT PRINTING OFFICE: 1991-54 8-1871*0559 j
f
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171
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