19970972 Ver 1_ESC Plan_20010120

FILE COPY
ATTACHMENT 8 PROJECT NO.: R97-875-686
TASK 5B
FEBRUARY 1998
REPORT
? EROSION AND SEDIMENTATION CONTROL PLAN
PHASE 1 AND ASSOCIATED BORROW AREAS
ANSON COUNTY SOLID WASTE
MANAGEMENT FACILITY
III
ANSON COUNTY, NORTH CAROLINA
PREPARED FOR:
CHAMBERS WASTE SYSTEMS OF NORTH CAROLINA
subsidiary of ALLIED WASTE SERVICES, LLC
WADESBORO, NORTH CAROLINA
ALIVIES & ASSOCIATES INC.
CONSULTING ENGINEERS
PITTSBURGH, PA
BECKLEY, WV
RALEIGH, NC
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
Carolina Region
105-D Kilmayne Drive
Cary, NC 27511
(919 ) 319-1187 Fax: [phone]
To: NC DENR
Fayetteville Regional Office
225 Green Street
Wachovia Building, Suite 604
Fayetteville, NC 28301
[phone]
Attention: Mr. Tobey Vinson, E.I.T.
Land Quality Supervisor
We transmit:
Herewith Under Separate Cover via
For Your:
Approval G Record
Review & Comment As Requested
Use
The Following:
Drawings C Laboratory Data
Specifications L_J Field Data
Document(s) [I Other
COPY
Transmittal Form
Project No.: R97-875-686
Task 5B
Date: February 24, 1998
If enclosures are not as noted,
please inform us immediately.
•-UN1C;X U4W wv. uescription
2 2/24/98 Erosion & Sedimentation Control Plan
Phase 1 and Associated Borrow Areas
• Report, Calculations, Fin. Resp./Ownership Form,
E& S Plan Checklist Figures 1 through 8
1 Application Fee Check totalling $1,470.00
Remarks:
Mr. Vinson,
By:
Attached are two (2) copies of the above listed documentation. Should you
have any questions or need any additional information, please do not hesitate
to call me at 919-319-1187.
0? 61c'
William S. Almes, P.., Project Manager
Copies To:
R97-875-686 Task 5B File, S. Roberts, B. Card, ALMES-Pgh, ALMES-Beckley
Northern Region, Four Triangle Drive, Suite 200, Export, PA
15632-9255
Mid-Atlantic Region, 124 Philpott Lane, Beaver, WV 25813-9502
[phone] Fax: [phone]
[phone] Fax: [phone]
PROJECT NO.: R97-875-686
TASK 5B
FEBRUARY 1998
REPORT
EROSION AND SEDIMENTATION CONTROL PLAN
PHASE 1 AND ASSOCIATED BORROW AREAS
ANSON COUNTY SOLID WASTE
MANAGEMENT FACILITY
ANSON COUNTY, NORTH CAROLINA

EROSION AND SEDIMENTATION CONTROL PLAN
PHASE 1 AND ASSOCIATED BORROW AREAS
ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY
ANSON COUNTY, NORTH CAROLINA
TABLE OF CONTENTS
LIST OF APPENDICES AND FIGURES iii
1.0 OVERVIEW 1
1.1 PROJECT DESCRIPTION 1
1.2 SITE DESCRIPTION 1
2.0 PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES 2
3.0 CONSTRUCTION SCHEDULE 4
4.0 MAINTENANCE PLAN 6
5.0 VEGETATION PLAN SEEDING SPECIFICATIONS AND SCHEDULES 7
5.1 TEMPORARY SEEDING 7
5. 1.1 Temporary Seeding Recommendations for Late Winter and
Early Spring 8
5.1.2 Temporary Seeding Recommendations for Summer 8
5.1.3 Temporary Seeding Recommendations for Fall 9
5.2 PERMANENT SEEDING 10
5.2.1 Soil Amendments 10
5.2.2 Mulch 10
5.2.3 Maintenance 10
5.3 SEEDBED PREPARATION 11
5.3.1 Fill Slopes 3HA V or Steeper (Permanent Seedings) to be Seeded
with a Hydraulic Seeder 11
5.3.2 Fill Slopes 3H: 1V or Steeper (Temporary Seedings) 11
5.3.3 High Maintenance Turf 11
5.3.4 Gently or Flat Slopes where Topsoil is Used 12
5.4 SEEDING METHODS 12
5.4.1 Fill Slopes Steeper than 3H:1V (Permanent Seeding) 12
5.4.2 Gentle to Flat Slopes on Temporary Seedings 12
5.5 MULCH 12
5.5.1 Steep Slopes (3HAV or Greater) 12
5.5.2 High-Maintenance Vegetation and Temporary Seedings 12
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TABLE OF CONTENTS
(Continued)
0
5.5.3 Grass Lined Channels 13
5.6 MAINTENANCE 13
5.6.1 Steep Slopes (3H:1V or Greater) 13
5.6.2 High-Maintenance Vegetation and Temporary Seedings 13
5.6.3 Grass Lined Channels 13
6.0 CONSTRUCTION OF EROSION AND SEDIMENTATION CONTROLS 13
6.1 GENERAL 13
6.2 CUT SLOPE ROUGHENING 15
6.2.1 Construction Specifications 15
6.2.2 Maintenance 15
6.3 RIPRAP LINED DIVERSION CHANNELS 16
6.3.1 Construction Specifications 16
6.3.2 Maintenance 17
6.4 GRASS LINED DIVERSION CHANNELS 17
6.4.1 Construction Specifications 17
6.4.2 Maintenance 17
6.5 SEDIMENT FENCE 18
6.5.1 Construction Specifications 18
6.5.2 Maintenance 19
6.6 SEDIMENT BASIN 19
6.6.1 Construction Specifications 19
6.6.2 Maintenance 21
6.7 OUTLET STABILIZATION STRUCTURES 21
6.7.1 Construction Specifications 21
6.7.2 Maintenance 22
7.0 CLOSING 22
APPENDICES
FIGURES
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LIST OF APPENDICES
APPENDIX TITLE
A FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
B SUPPORTING CALCULATIONS
C EROSION AND SEDIMENTATION CONTROL PLAN CHECKLIST
LIST OF FIGURES
FIGURE NO.
1 SITE LOCATION MAP
2 CELL 1A/1B CONSTRUCTION, PLAN VIEW
3 CELL 1D CONSTRUCTION, PLAN VIEW
4 CELL 1C CONSTRUCTION, PLAN VIEW
5 CELL lE CONSTRUCTION, PLAN VIEW
6 BORROW AREA A, PLAN VIEW
7 SOIL EROSION AND SEDIMENTATION CONTROL DETAILS
8 DETAILS, CONSTRUCTION SCHEDULE AND MAINTENANCE
PLAN
-iii-
A
EROSION AND SEDIMENTATION CONTROL PLAN
PHASE 1 AND ASSOCIATED BORROW AREAS
ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY
ANSON COUNTY, NORTH CAROLINA
1.0 OVERVIEW
1.1 PROJECT DESCRIPTION
Anson County Solid Waste Management Facility is in the beginning stages of facility development.
The initial phase of development will include Phase 1 landfill construction and borrow area
development. In order to begin construction, a permit for these activities is necessary at this time.
The scope of work for this project is shown on Figures 2 through 6 and is described within this
report. The purpose of this report is to provide an Erosion and Sedimentation (E&S) Control Plan
for the construction of Phase 1 (Cells 1A, 1B, 1C, 1D, and lE) of the landfill, for the development
of the borrow area, and for the construction of the miscellaneous ancillary structures associated
with the Anson County Solid Waste Management Facility (Anson County).
1.2 SITE DESCRIPTION
The Anson County Solid Waste Management Facility is located off U.S. Route 74 between
Polkton and Wadesboro, North Carolina. The facility will be located on a 790-acre site and will be
operated by Chambers Waste Systems of North Carolina, a subsidiary of Allied Services, LLC.
(Allied). The facility will accept all types of non-hazardous municipal solid waste. As designed,
the landfill will provide a gross disposal volume of approximately 19,000,000 cubic yards. The
site is primarily undeveloped and wooded at this time; however, prior to initial construction of the
landfill and borrow area development, an entrance road, recycling building, and administration
building will be constructed at the site. The construction of those structures has been addressed
and permitted under a separate E&S Control Plan, dated November 1997 and approved by Mr.
Gerald Lee, Assistant Regional Engineer, Land Quality Section in a letter to Mr. Brian Card on
December 11, 1997. Note that this area is currently being cleared of trees by a logging company,
however the soil is presently undisturbed. Proposed construction activities addressed in this plan
will involve clearing and grubbing, grading, sedimentation basin construction, borrow area
development, bridge construction, and excavation for landfill construction. The total combined
disturbed acreage for the construction is approximately 73.0 acres.
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A
2.0 PLANNED EROSION AND SEDIMENTATION
CONTROL PRACTICES
1. Temporary Gravel Construction Entrance/Exit - Practice 6.06
A temporary gravel construction entrance/exit will be constructed on the north side of the
bridge over the CSX railroad prior to construction of any structure on that side of the
bridge. This temporary construction entrance/exit will be constructed of 2- to 3-inch
diameter aggregate placed a minimum of 6 inches thick. The temporary construction
entrance will be a minimum of 25 feet in width and 50 feet in length.
2. Sediment (Silt) Fence - Practice 6.62
A silt fence will be used in various locations throughout the disturbed areas to prevent
sediment-laden runoff from migrating off-site. The proposed location of the silt fence is
presented on Figures 2 through 6. Figure 7 presents a detail of the silt fence.
3. Riprap Lined Channels - Practice 6.31
Permanent ripmp lined channels will be constructed in various locations throughout the
disturbed area to convey runoff to the sediment basin. The riprap channels are shown in
plan on Figures 2 through 5, and a detail for the channels and a channel schedule are
presented on Figure 7.
4. Grass Lined Diversion - Practice 6.30
A temporary grass lined diversion channel will be constructed to divert clean stormwater
runoff around the disturbed area. The grass lined diversion channel is shown in plan on
Figures 4 and 5, and a detail for the channel and a channel schedule are presented on Figure 7.
5. Sediment Basin - Practice 6.61
A sediment basin was constructed on the western side of the access road to desilt sediment-
laden water from the construction area prior to discharge to clean waters during access road
construction. This basin will remain in place during landfill construction to desilt sediment-
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A
laden runoff from the borrow area during use. The location of this basin is shown on
Figure 6, and the basin details can be found on Figure 8. Note that the basin has been
approved with the previously submitted E&S plan for the access road construction.
Therefore, no design calculations for this basin are included with this plan.
A sediment basin (Sediment Basin No. 1) is also to be constructed under this E&S plan.
Sediment Basin No. 1 will be constructed on the eastern perimeter of the Phase 1 disposal
area to desilt sediment-laden water from the Phase 1 area prior to discharge to clean water
during and following construction. The location of this basin is shown on Figures 2
through 5; and details of the basin and associated structures are presented on Figure 8.
6. Outlet Stabilization Structure - Practice 6.41
An outlet stabilization structure (riprap apron) will be constructed to ensure that erosion will
not take place at the outlet point of the Sediment Basin No. 1 discharge structures. The
locations of the aprons are presented on Figures 2 through 5, and the apron details are
presented on Figure 7.
7. Surface Roughening - Practice 6.03a
Any disturbed areas that are to be vegetated will be lightly roughened just prior to
vegetating. -
8. Dust Control - Practice 6.84
No formal design procedure is given for dust control. Dust control measures will be
utilized as necessary through dry weather periods until all disturbed areas have been
stabilized.
9. Surface Stabilization
Surface stabilization will be accomplished by several methods. Vegetation and mulch will
be applied as soon as practical as specified in the vegetation plan. Roadways will be
stabilized by placing gravel on the surface. Soil preparation will be done according to the
specifications contained in this plan. Any temporary seeding (Practice 6.10) and all
permanent seeding (Practice 6.11) will be performed in accordance with the vegetation plan
included in this plan.
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3.0 CONSTRUCTION SCHEDULE
In accordance with North Carolina Department of the Environment and Natural Resources (NC
DENR) requirements, the construction schedule is provided on the following table and on
Figure 8.
Construction Schedule
The following is the anticipated sequential order of construction activities which will take place to
develop the landfill and borrow areas at the Anson County Solid Waste Management Facility.
No.
Construction D
INSTALL SOIL E&S CONTROL FOR THE PHASE 1 AREA AND BORROW AREA
CONSTRUCTION
Install E&S controls prior to grading or earthmoving activities associated with the Phase 1 area
and Borrow Area construction.
Obtain E&S control plan approval and other applicable permits.
2 Clearly delineate in the field the limits of earth disturbance and the buffer area to
develop the landfill and associated structures.
3 Hold a preconstruction conference at least one week prior to beginning construction.
4 Clear and grub to install the necessary E&S controls, to construct the landfill access
road, to construct the support buildings, and to construct the Cell 1A/1B area.
5 Construct Sediment Basin No. 1.
6 Install Channel 11 and Channel 12.
7 Install the outlet stabilization structures.
GRADING AND CONSTRUCTION OF THE ACCESS ROAD, CELL 1A/1B AREA, AND
BORROW AREA
8 Grade area for the access road and support buildings (excavate and fill and compact as
necessary).
9 Place gravel on the appropriate portions of the access road and around the support
facilities.
10 Construct the maintenance building, and the leachate pretreatment area and
equalization area.
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No.
Construction Descri
11 Permanently stabilize (when there is at least a uniform, 70 percent vegetative cover
established over the project area) all the disturbed areas which will not receive gravel
or be covered by a building.
12 Grade area for Cell 1AAB area development (excavate and fill and compact as
necessary).
13 Install liner system components in the Cell lA/1B area.
FINAL STABILIZATION OF DISTURBED AREAS
14 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for the
remaining disturbed areas after construction is complete.
15 Remove silt fence after the contributing drainage area is stabilized.
GRADING AND CONSTRUCTION OF THE CELL 1D AREA AND BORROW AREA
16 Grade area for Cell 1D area development (excavate and fill and compact as
necessary).
17 Install liner system components in the Cell 1D area.
FINAL STABILIZATION OF DISTURBED AREAS
18 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for the
remaining disturbed areas after construction is complete.
19 Remove silt fence after the contributing drainage area is stabilized.
GRADING AND CONSTRUCTION OF CELL 1C AREA AND BORROW AREA
20 Construct Temporary Diversion 1.
21 Grade area for Cell 1C area development (excavate and fill and compact as
necessary).
22 Install liner system components in the Cell 1C area.
FINAL STABILIZATION OF DISTURBED AREAS
23 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for the
remaining disturbed areas after construction is complete.
24 Remove silt fence after the contributing drainage area is stabilized.
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A
No.
Construction Description
GRADING AND CONSTRUCTION OF THE CELL lE AREA AND BORROW AREA
25 Grade area for Cell lE development (excavate and fill and compact as necessary).
26 Install liner system components in the Cell lE area.
FINAL STABILIZATION
27 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for the
remaining disturbed areas after construction is complete.
28 Remove silt fence after the contributing drainage area is stabilized.
4.0 MAINTENANCE PLAN
All soil E&S control features (i.e., silt fence, channels, sediment basin, etc.) and stabilization will
be repaired and maintained until all disturbed areas are adequately vegetated and stabilized. The
maintenance plan for the site is shown on the following table and on Figure 8.
Maintenance Plan
Feature Inspection Frequency Maintenance 1
Construction Daily and after all runoff events.
Entrance
Proposed Weekly and after all runoff events
Channels and/or (minimum weekly), until the drainage
Diversions areas are stabilized (when there is at
least a uniform, 70 percent vegetative
cover established over the entire
project area).
Sediment Basin Weekly and after all runoff events
(minimum weekly).
Remove any sediment at the surface of
the stone construction entrance to
prevent soil from tracking onto
U.S. Route 74.
Remove sediment/debris as necessary
to maintain the total design depth.
Remove sediment/debris and perform
repairs as necessary (within 24 hours)
to conform with installation
specifications.
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ure
Vegetation Weekly and after all runoff events Seeding, fertilizing, and mulching as
(minimum weekly), until stabilized required (refer to the revegetation
(when there is at least a uniform, 70 measures for more information).
percent vegetative cover established
over the entire project area).
Dust Minimum weekly. Add moisture, vegetate, or apply
mulch to open bare areas during dry
periods.
Temporary Weekly and after all runoff events Remove sediment/debris and perform
Control (minimum weekly), until stabilized repairs as necessary (within 24 hours)
Measures and (when there is at least a uniform, 70 to conform with installation
Facilities percent vegetative cover established specifications.
over the entire project area).
5.0 VEGETATION PLAN
SEEDING SPECIFICATIONS AND SCHEDULES
5.1 TEMPORARY SEEDING
Temporary seeding shall provide protection for areas that will be left disturbed for longer than
30 days and no more than 1 year, during which time permanent stabilization should be initiated.
Grading shall be completed before preparing seedbeds and all necessary erosion control structures
shall be installed such as dikes, waterways, and basins. If soils become compacted during
grading, loosen them to a depth of 6 to 8 inches using a ripper, harrow, or a chisel plow.
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or hydroseeder.
Small grains should be planted no more than 1-inch deep, and grasses and legumes no more than
1/2-inch. Broadcast seed must be covered by raking or chain dragging, and then lightly firmed
with a roller or cultipacker.
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5. 1.1 Tempora Seeding Recommendations for Late Winter and Early Svrina
The following seed mixture is recommended for use between January 1 and May 1:
Seeding Mixture Species
Rye (Grain)
Annual Lespedeza (Kobe)
Rate of Application (1b/acre)
120
50
Note that the annual lespedeza should be omitted when the duration of temporary cover is not to
extend beyond June.
5.1.1.1 Soil Amendments
Follow recommendations of the soil tests or apply 2,0001b/acre ground agricultural limestone and
7501b/acre 10-10-10 fertilizer.
5.1.1.2 Mulch
Apply 4,0001b/acre straw, if necessary. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disc with blades set nearly straight can be used as a mulch anchoring tool.
5.1.1.3 Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately following
erosion or other damage.
5.1.2 Temporary Seeding Recommendations for Summer
The following seed mixture is recommended for use between May 1 and August 15:
Seeding Mixture Species Rate of Application (lb/acre)
German Millet 40
5.1.2.1 Soil Amendments
Follow recommendations of the soil tests or apply 2,000 lb/acre ground agricultural limestone and
7501b/acre 10-10-10 fertilizer.
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5.1.2.2 Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring
tool. A disc with blades set nearly straight can be used as a mulch anchoring tool.
5.1.2.3 Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately following
erosion or other damage.
5.1.3 Temp= Seeding Recommendations for Fall
The following seed mixture is recommended for use between August 15 and December 30:
Seeding Mixture Species
Rye (Grain)
Rate of Application (lb/acre)
120
The area to be vegetated should be top dressed with 50 lb/acre of nitrogen in March. If it is
necessary to extend temporary cover beyond June 15, the area should be overseeded with
50 lb/acre of Kobe lespedeza in later February or early March.
5.1.3.1 Soil Amendments
Follow recommendations of the soil tests or apply 2,000 lb/acre ground agricultural limestone and
1,0001b/acre 10-10-10 fertilizer.
5.1.3.2 Mulch
Apply 4,000 lb/acre straw, if necessary. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disc with blades set nearly straight can be used as a mulch anchoring tool.
5.1.3.3 Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately following
erosion or other damage.
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5.2 PERMANENT SEEDING
Areas to be stabilized with permanent vegetation must be seeded or planted within 30 working days
or 120 calendar days after final grade is reached unless temporary stabilization is applied. Areas
designated for permanent seeding shall be vegetated with the seed mixture described below. The
best time for seeding with this mixture is between August 25 and September 15 or between
February 15 and March 21.
Seeding Mixture Species
Tall fescue
Sericea lespedeza
Kobe lespedeza
Rate of Application (lb/acrel
100
30
10
If the seed mixture is being applied after August 15, unscarified sericea seed should be used. To
extend spring seeding dates into June, add 15 lbs/acre hulled Bermudagrass. However, it is
preferable to seed temporary cover and seed fescue in September. If seeding between May 1 and
August 15, add 10 lb/acre German millet or 15 lb/acre Sudangrass. Prior to May 1 or after
August 15, add 40 lb/acre rye (grain).
5.2.1 Soil Amendments
Apply lime and fertilizer according to soil tests, or apply 4,000 lb/acre ground agricultural
limestone and 1,000 lb/acre 10-10-10 fertilizer.
5.2.2 Mulch
Apply 4,000 to 5,000 lb/acre grain straw, or equivalent cover of another suitable mulching
material. Anchor mulch by tacking with asphalt, roving, or netting. Netting is the preferred
anchoring method on steep slopes.
5.2.3 Maintenance
Refertilize in the second year unless growth is fully adequate. May be mowed once or twice a
year, but mowing is not necessary. Reseed, fertilize, and mulch damaged areas immediately.
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5.3 SEEDBED PREPARATION
5.3.1 Fill Slopes 3H•l V or Steeper (Permanent Seedings) to be Seeded with a Hydraulic Seeder
(1) Leave the last 4 to 6 inches of fill loose and uncompacted, allowing rocks, roots,
large clods, and other debris to remain on the slope.
(2) Roughen slope faces by making grooves 2 to 3 inches deep, perpendicular to the
slope (tracking with a dozer will be sufficient).
(3) Spread lime evenly over slopes, if required.
5.3.2 Fill Slopes 3H•1V or Steeper (Tempo Seedinas)
(1) Leave a loose, uncompacted surface. Remove large clods, rocks, and debris.
(2) Spread lime and fertilizer evenly at the specified rates.
(3) Incorporate amendments by roughening or grooving soil surface on the contour.
5.3.3 High Maintenance Turf
(1) Remove rocks and debris that could interfere with tillage and the production of a
uniform seedbed.
(2) Apply lime fertilizer evenly. Incorporate to a depth of 2 to 4 inches with a farm disc
or chisel plow.
(3) Loosen the subgrade immediately prior to spreading topsoil by discing or scarifying
to a depth of at least 2 inches.
(4) Spread topsoil to a depth of 2 to 4 inches and cultipack.
(5) Disc or harrow and rake to produce a uniform and well-pulverized surface.
(6) Loosen surface just prior to applying seed.
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5.3.4 Gently or Flat Slopes where Topsoil is Used
(1) Remove rocks and debris.
(2) Apply lime and fertilizer spread evenly and incorporate into the top 6 inches with a
disc, chisel plow, or rotary tiller.
(3) Break up large clods and rake into a loose, uniform seedbed.
(4) Rake to loosen surface just prior to applying seed.
5.4 SEEDING METHODS
5.4.1 Fill Slopes Steeper than 3H:1 V (Permanent Seeding)
Use hydraulic seeding equipment to apply seed and fertilizer, a wood fiber mulch at 90 lb/
1,000 ft2, and mulch tackifier.
5.4.2 Gentle to Flat Slopes on Tempor Seedinga
(1) Broadcast seed at the recommended rate with a cyclone seeder, drop spreader, or
cultipacker seeder.
(2) Rake seed into the soil and lightly pack to establish good contact.
5.5 MULCH
5.5.1 Steep Slopes (3H:1 V or Greater)
In mid-summer, late fall, or winter, apply 100 lb/1,000 ft2 grain straw, anchor with 0.1 gal/yd2
asphalt. In spring or early fall, use 90 lb/1,000 ft2 wood fiber in a hydroseeder slurry.
5.5.2 High-Maintenance Vegetation and Tempora Sri eedings
Apply 90 lb/1,000 ft2 (4,0001b/acre) grain straw and tack with 0.1 gal/yd2 asphalt.
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5.5.3 Grass Lined Channels
Install erosion control mat in the channel, line the entire channel up to the top of the bank and
secure according to the manufacturer's specifications. Install only when specified.
On channel shoulders, apply 100 lb/1,000 ft2 grain straw and anchor with 0.1 gal/yd2 asphalt.
5.6 MAINTENANCE
5.6.1 teep Sloes 13H:1 V or Greater)
Refertilize in late winter or early spring the following year. Mow as desired.
5.6.2 High-Maintenance Vegetation and Temporuyeedings_
Fertilize with 40 lb/acre nitrogen in winter and again the following fall.
5.6.3 Grass Lined Channels
Inspect and repair mulch and lining. Refertilize in late winter of the following year with
150 lb/acre 10-10-10 nitrogen in March. If cover is needed through the following summer,
overseed with 501b/acre.
6.0 CONSTRUCTION OF EROSION AND
SEDIMENTATION CONTROLS
6.1 GENERAL
Work covered in this section shall consist of providing and constructing E&S controls for
disturbed areas within and directly adjacent to the proposed landfill area, borrow areas, and bridge
construction area. General specifications for constructing the E&S controls are as follows:
(1) The Contractor shall conduct the earthwork and excavation activities in such a
manner to fit the topography, soil type, and condition.
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(2) The Contractor shall minimize the disturbed area and the duration of exposure to
erosion elements, stabilize disturbed areas immediately, retain on site sediment that
was generated on site, and minimize encroachment upon watercourses.
(3) In general, temporary E&S control procedures shall be directed toward:
• Preventing soil erosion at the source;
• Preventing silt and sediment from entering any waterway if soil erosion cannot
be prevented; and
• Preventing silt and sediment from migrating downstream in the event it cannot
be prevented from entering the waterway.
(4) The Contractor shall provide all materials and promptly take all actions necessary to
achieve effective E&S control in accordance with all applicable federal, state, and
local enforcing agency guidelines and these Technical Specifications.
(5) All E&S control devices shall be inspected by the Contractor at least weekly and
after each rainfall occurrence and shall be cleaned out and repaired by the Contractor
as necessary. Any needed repairs will be made immediately to maintain all practices
as designed.
(6) The sediment basin shall be cleaned out when needed, and collected sediment shall
be disposed in a location determined by the Owner.
(7) Temporary E&S control devices shall be installed and maintained from the initial
land disturbance activity until the satisfactory completion and establishment of
permanent erosion control measures. At that time, temporary devices shall be
removed.
(8) All seeded areas will be fertilized, reseeded as necessary, and mulched according to
specifications in the vegetation plan to maintain a vigorous, dense vegetative cover.
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6.2
6.2.1
CUT SLOPE ROUGHENING
Construction Suecifications
• Stair-step grade or groove cut slopes with a gradient steeper than 3H:1 V.
• Use stair-step grading on any erodible material soft enough to be ripped with a
bulldozer. Slopes consisting of soft rock with some subsoil are particularly suited to
stair-step grading.
• Make the vertical cut distance less than the horizontal distance, and slightly slope the
horizontal position of the "step" in toward the vertical wall.
• Do not make individual vertical cuts more than 2 feet in soft materials or more than
3 feet in rocky materials.
• Groove using any appropriate implement that can be safely operated on the slope,
such as discs, tillers, spring harrows, or the teeth on a front-end loader bucket. Do
not make such grooves less than 3 inches deep nor more than 15 inches apart.
[Grooving uses machinery to create a series of ridges and depressions that run across
the slope (on the contour)].
• Limit roughening with tracked machinery to sandy soils to avoid undue compaction
of the soil surface. Tracking is generally not as effective as the other roughening
methods described.
• Operate tracked machinery up and down the slope to leave horizontal depressions in
the soil Do not back-blade during the final grading operation.
• Immediately seed and mulch roughened areas to obtain optimum seed germination
and growth.
6.2.2 Maintenance
• Periodically check the seeded slopes for rills and washed out areas. Fill these areas
slightly above the original grade, then reseed and mulch as soon as possible.
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6.3 RIPRAP LINED DIVERSION CHANNELS
6.3.1 Construction Specifications
• Work covered in this section shall consist of furnishing the labor, materials, tools,
equipment, incidentals, and services necessary to complete the construction of the
trapezoidal-shaped, riprap lined diversion channels in the locations shown on the
attached design drawings (Figures 2 through 6).
• Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose of properly. All soft or spongy material shall be
removed to the depth as required by the construction quality assurance (CQA)
representative and replaced with an approved material.
• Excavate the channel and shape it to near lines and dimensions of the foundation
shown on the plans. Bring over-excavated areas to grade by increasing the thickness
of the liner or by backfilling with moist soil compacted to the density of the
surrounding material.
• Place riprap lining to the grades and dimensions shown on the attached design
drawings (Figures 2 through 7).
• The minimum thickness of the riprap should be 1.5 times the maximum stone
diameter.
• Remove and properly dispose of all excess soil so that surface water may enter the
channel freely.
• Upon completion of the drainage channels, the Contractor shall survey the channel
inverts to verify that they have been constructed to the design, lines, and grades
indicated on the construction drawings. Survey tolerance for the channel invert shall
be plus or minus 0.1 feet from the design grade.
-16-

6.3.2 Maintenance
• Periodically check the channel and check it after every rainfall event. Immediately
make necessary repairs. It is particularly important to check the channel outlet for
bank stability and evidence of piping or scour holes. Remove all significant sediment
accumulations to maintain the designed carrying capacity.
6.4 GRASS LINED DIVERSION CHANNELS
6.4.1 Construction Sp!-,dfications
• Work covered in this section shall consist of furnishing the labor, materials, tools,
equipment, incidentals, and services necessary to complete the construction of
triangular-shaped, grass lined diversion channels in the locations shown on the
design drawings (Figures 2 through 6).
• Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose of properly. All soft or spongy material shall be
removed to the depth as required by the construction quality assurance (CQA)
representative and replaced with an approved material.
• Excavate the channel and shape it to neat lines and dimensions of the foundation
shown on the plans plus a 0.2-foot overcut around the channel perimeter to allow for
bulking during seedbed preparations and sod buildup.
• Vegetate with the seed mixture and procedures described above for permanent
vegetation. Protect the channel with mulch or a temporary liner sufficient to
withstand the anticipated velocities during the establishment period.
6.4.2 Maintenance
• Periodically check the channel and check it after every rainfall event. Immediately
make necessary repairs. It is particularly important to check the channel outlet for
bank stability and evidence of piping or scour holes. Remove all significant sediment
accumulations to maintain the designed carrying capacity.
-17-

6.5
6.5.1
SEDIMENT FENCE
Construction Specifications
• Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon, polyester, or
polyethylene yarn, which is certified by the manufacturer or supplier as conforming
to the requirements shown on the following table:
Filtering Efficiency 85%
Tensile Strength at 20% (max.) Standard Strength
Elongation 30 lb/lin. in (min)
Slurry Flow Rate 0.3 gal/sq. ft./min (min)
• Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a temperature
range of 0°F to 120°F.
• Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch diameter
oak, or 1.33 lb/linear foot steel with a minimum length of 4 feet. Make sure that steel
posts have projections to facilitate fastening the fabric.
• For reinforcement of standard strength filter fabric, use wire fence with a minimum
14 gauge and maximum mesh spacing of 6 inches.
• Ensure that the height of the sediment fence does not exceed 18 inches above the
ground surface.
• Construct the filter fabric from a continuous roll cut to the length of the barrier to
avoid joints. When joints are necessary, securely fasten the filter cloth only at a
support post with overlap to the next post.
• Excavate a trench approximately 4 inches wide and 9 inches deep along the proposed
line of posts and upslope from the barrier.
-18-

• Backfill the trench with compacted soil or gravel placed over the filter fabric.
• Do not attach filter fabric to existing trees.
6.5.2 Maintenance
• Inspect sediment fences at least once a week and after each rainfall. Make any repairs
required immediately.
• Should the fabric of a sediment fence collapse, tear, decompose, or become
ineffective, replace it promptly. Replace burlap every 60 days.
• Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure on the fence. Take care to avoid undermining the
fence during cleanout.
• Remove all fencing materials and unstable sediment deposits and bring the area to
grade and stabilize it after the contributing drainage area has been properly stabilized
6.6 SEDIMENT BASIN
6.6.1 Construction Specifications
• Clear, grub, and strip topsoil from areas under the embankment to remove trees,
vegetation, roots, and other objectionable material. Delay clearing the pool area until
the dam is complete and then remove brush, trees, and other objectionable materials
to facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter
for use on the outer shell of the embankment to facilitate vegetative establishment.
Place temporary sediment control measures below the basin as needed.
• Excavate a cut-off trench along the centerline of the earth fill embankment. Cut the
trench to stable soil material, but in no case make it less than 2 feet deep. The cut-off
trench must extend into both abutments to at least the elevation of the riser crest.
Make the minimum bottom width wide enough to permit operation of excavation and
-19-
All
compaction equipment but in no case less than 2 feet. Make the side slopes of the
trench no steeper than 1H:1V. Compaction requirements are the same as those for the
embankment. Keep the trench dry during backfilling and compaction operations.
• Remove fill material from the approved areas shown on the plans. All fill material
should be clean mineral soil, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which fill is to be placed before placing fill.
The fill material must contain sufficient moisture so it can be formed by hand into a
ball without crumbling. If water can be squeezed out of the ball, it is too wet for
proper compaction. Place fill material in 6 to 8-inch lifts over the entire length of the
fill area and then compact it. Compaction may be done by sheepsfoot roller.
Alternatively, compaction may be obtained by routing the construction hauling
equipment over the fill so that the entire surface of each layer is traversed by at least
one tire width or track of the heavy equipment. Construct the embankment to an
elevation 10 percent higher than the design height to allow for settling.
• Securely attach the riser to the barrel or barrel stub to make a watertight structural
connection. Secure all connections between barrel sections by approved watertight
assemblies. Place the barrel and riser on a firm, smooth foundation of impervious
soiL Do not use pervious material such as sand, gravel, or crushed stone as backfill
around the pipe or anti-seep collars. Place the fill material around the pipe spillway in
flinch lifts and compact it under and around the pipe to at least the same density as
the adjacent embankment. Care must be taken not to raise the pipe from firm contact
with its foundation when compacting under the pipe haunches.
Place a minimum depth of 2 feet of hand-compacted backfill over the pipe spillway
before crossing it with construction equipment. Anchor the riser in place by concrete
or other satisfactory means to prevent floatation. In no case should the pipe conduit
be installed by cutting a trench through the dam after the embankment is complete.
• Install the emergency spillway in undisturbed soil. The achievement of planned
elevations, grade, design width, and entrance and exit channel slopes are critical to
the successful operation of the emergency spillway.
-20-
A
6.6.2 Maintenance
• Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to one-half the
design depth.
• Check the embankment, spillways, and outlet for erosion damage, and inspect the
embankment for piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the riser and pool area.
9
6.7 OUTLET STABILIZATION STRUCTURES
6.7.1 Construction Spgcifications
• Ensure that the subgrade for the filter and riprap follows the required lines and grades
shown in the attached design drawings (Figures 2 through 5). Compact any fill
required in the subgrade to the density of the surrounding undisturbed material. Low
areas in the subgrade on undisturbed soil may also be filled by increasing the riprap
thickness.
• The riprap gravel filter must conform to the specified grading limits shown on the
plan. .
• Filter cloth, when used, must meet design requirements and be properly protected
from punching or tearing during installation. Repair any damage by removing the
riprap and placing another piece of filter cloth over the damaged area. All connecting
joints should overlap a minimum of 1-foot. If the damage is extensive, replace the
entire filter cloth.
• Riprap may be placed by equipment, but take care to avoid damaging the filter.
• The minimum thickness of the riprap should be 1.5 times the maximum stone
diameter.
• Riprap may be field stone or rough quarry stone. It should be hard, angular, highly
weather-resistant, and well graded.
-21-
A
• Construct the apron on zero grade with no overfall at the end. Make the top of the
riprap at the downstream end level with the receiving area or slightly below it.
• Ensure that the apron is properly aligned with the receiving stream and preferably
straight throughout its entire length. If a curve is needed to fit site conditions, place it
in the upper section of the apron.
• Immediately after construction, stabilize all disturbed areas with vegetation.
6.7.2 Maintenance
• Inspect riprap outlet structures after heavy rains to see if any erosion around or below
the riprap has taken place or if stones have been dislodged Immediately make all
needed repairs to prevent further damage.
7.0 CLOSING
In closing, we trust that this E&S Control Plan is sufficient for your needs at this time. The only
warranty or guarantee made by ALMES in connection with services performed for this project is
that such services were performed with the care and skill ordinarily exercised by reputable
members of the profession practicing under similar conditions at the same time and the same or
similar locality. No other warranty, expressed or implied, is made or intended by rendition of
these consulting services or by furnishing oral or written reports of the findings made.
If you have any questions, or require any additional information, please call.
Respectfully submitted,
ALMES & ASSOCIATES, INC.
CONSULTING E NEERS
William . Almes,
Project Manager
CLS/WSA jg
Attachments
-22-
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APPENDIX A
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate a land-disturbing activity on one or more acres as covered
by the Act before this form and an acceptable erosion and sedimentation control plan
have been completed and approved by the Land Quality Section, N.C. Department of
Environment, Health, and Natural Resources. (Please type or print and, if question is
not applicable, place N/A in the blank).
Part A-
1- Project Name Anson County Solid Waste Management Facility
2. Location of land-disturbing activity: County Anson County
City or Township , and Highway/Street U.S. Highway 74
3. Approximate date land-disturbing activity will be commenced: February 1998
4. Purpose of development (residential, commercial, industrial, etc.) : Industrial
5. Total acreage disturbed or uncovered (including off-site borrow and waste areas):
73.0 acres
6. Amount of fee enclosed $ 1470
7. Has an erosion and sedimentation control plan been filed? Yes No
Enclosed X
8. Person to contact should sediment control issues arise during land-disturbing
activity.
Name Mr. Brian Card Telephone [phone] Ext. 423
9.
Current Mailing Address Current Street Address
Landowner(s) of Record (Use blank page to list additional owners):
Chambers Waste Systems of North Carolina
a subsidiary of Allied Services, LLC
Name (s)
110 South Rutherford Street
Wadesboro NC 28170
City State Zip
City
10. Recorded in Deed Book No.
1.
Page No.
State Zip
Person(s) or firm(s) who are financially responsible for this
activity (Use a blank page to list additional persons or firms):
Chambers Waste Systems of North Carolina
a subsidiary of Allied Services. LLC
Name of Person(s) or Firm(s)
110 South Rutherford Street
Mailing Address
Wadesboro NC 28170
City State zip
[phone]
Telephone
land-disturbing
Street Address
.City
State Zip
Telephone
2. (a) If the Financially Responsible Party is not a resident of North Carolina give
name and street address of a North Carolina Agent.
Name
Mailing Address Street Address
City State Zip City State Zip
Telephone Telephone
(b) If the Financially Responsible Party is a Partnership or other person engaging
in business under an assumed name, attach a copy of the ce rtificate of assumed
name. If the Financially Responsible Party is a Corporation give name and street
address of the Registered Agent.
Name of Registered Agent
Mailing Address Street Address
City State Zip City State Zip
Telephone Telephone
The above information is true and correct to the best of my knowledge and belief
and was provided by me under oath. (This form must be signed by the financially
responsible person if an individual or his attorney-in-fact or if not an
individual by an officer, director, partner, or registered agent with authority
to execute instruments for the financially responsible person). I agree to
provide corrected information should there be any change in the information
provided herein.
Brian Card
Type or print name
Regional Engineer
Title or Authority
Signature
Date
?- Z- 9 1
I, ,?Jf•2.d 9-?- egi l? slry.•ra Notary Publ' of the County of
State of North Carolina, hereby certify that f?LZ?1'
appeared personally before me this day and being duly sworn acknowledged that the
above form was executed by him.
Witness my hand and notarial se this c;Y ay of t/ 19 /c?
Seal Notary
my commission ex iXes
tit{ Commission Expires
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APPENDIX B
SUPPORTING CALCULATIONS

CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CL DATE: a- 0-98 CHKD BY: e-Rd DATE: 2 PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 1 OF _,_$_
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
CALCULATION BRIEF
EROSION AND SEDIMENTATION CONTROL
DETERMINATION OF PEAK DISCHARGE
AND DESIGN OF CONTROLS
ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY
ANSON COUNTY, NORTH CAROLINA
PURPOSE:
Determine the peak discharge (flow rate) from the applicable drainage areas at the Anson County
Landfill for the 10-year/24-hour storm event to develop erosion and sedimentation controls for
construction of the borrow area, ancillary features, and the Phase I area (Cells lA/1B, 1D, 1C, and
1E) of the facility. Also, size all erosion and sedimentation controls (channels, diversions, riprap
aprons, sediment basin, etc.) for the 10-year/24-hour storm event.
REFERENCES:
1. The computer program SEDCAD is utilized to model surface runoff and channel flow, based on
Technical Release Number 55 (TR55), to develop peak flow rates. Version 3.0 of SEDCAD was
developed by Civil Software Design in 1992.
2. United States Department of Agriculture's (USDA's) Technical Release 55 (TR55) routing
methods.
3. "Erosion and Sediment Control Planning and Design Manual," prepared by the North Carolina
Sedimentation Control Commission, the North Carolina Department of Natural Resources and
Community Development, and the North Carolina Agricultural Extension Service, September
1988.
ASSUMPTIONS:
1. 24-Hour, Type II distribution storm event was used.
Frequency Inches of Precipitation
10 5.4
2. A weighted curve number (CN) was determined for each drainage area based on the conditions of
the contributing drainage area.
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: LS DATE: Z"14-9 CHKD BY: e-/PO DATE: ;2 7-9?
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 2 OF 38
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
METHODOLOCY:_
Using SEDCAD hydrology/hydraulic analysis computer program (Reference 1), and based on the
site soils and land cover conditions, determine the stormwater runoff peak discharge for the
10-year/24-hour storm event.
PEAK DISCHARGE DETERMINATION:
The peak discharge for each drainage area was determined first for each phase of the Phase I
landfill construction. For each drainage area, a weighted curve number was developed, the
drainage area was determined, and the time of concentration (Tc) path was determined. The
information was input into SEDCAD for the Tc path and SEDCAD calculated the time of
concentration. The SEDCAD output for each time of concentration path is attached with the
SEDCAD output for the respective drainage area. Following the time of concentration calculation,
the time of concentration, weighted CN, and drainage area were input into SEDCAD and the peak
discharge was calculated. The peak discharge was calculated by SEDCAD using TR55. The
SEDCAD output showing the peak discharge for each drainage area is attached. Following is the
specific information for each of the respective drainage areas during each phase of the Phase I
landfill development:
CELL 1 A/1 B CONSTRUCTION:
Channel 11 Drainagee Area
The worst-case scenario for the Channel 11 drainage area is under closed conditions (See
attached sketch of final grades) and was determined to be 66.4 acres.
The CN for Channel 11 under the worst-case scenario was determined to be 89, allowing for
the entire drainage area to have received final cover, but not be vegetated
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.159.
The peak discharge from the Channel 11 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 224.80 cfs.
.
.
.
.
.
.
.
.
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
O
BY: CL_S DATE: 2-19-96- CHKD BY: DATE: -PPROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 3 OF 38
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Channel 12 Drainage Area
The Channel 12 drainage area was determined to be 23.20 acres.
The CN for the Channel 12 drainage area is a weighted CN and was determined as follows:
25% disturbed area CN = 89
75% non-disturbed area CN = 66
The weighted CN for the Channel 12 drainage area was determined to be 72
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.295.
The peak discharge from the Channel 12 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 41.44 cfs.
CELL 1D CONSTRUCTION
No additional structural erosion control measures (channels, culverts, etc.) are to be installed
during Cell 1D construction.
CELL 1C CONSTRUCTION
Prior to Cell 1C construction, Temporary Diversion 1 and Temporary Apron No. 1 will be
installed to prevent stormwater runoff from the surrounding areas from entering the Cell 1C
area during construction and additionally, to prevent it from entering the Cell lE area during
construction of that cell.
Temporary Diversion 1 Drainage Area
The Temporary Diversion 1 drainage area was determined to be 8.24 acres.
The CN for the Temporary Diversion 1 drainage area was determined to be 66, since it will be
accepting runoff from undisturbed areas.
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.197.
The peak discharge from the Temporary Diversion 1 Drainage Area (shown on the attached
SEDCAD output) was calculated to be 13.26 cfs.
CELL 1 E CONSTRUCTION
No additional structural erosion control measures (channels, culverts, etc.) are to be installed
during Cell lE construction.
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLS_ DATE: 2-19-96 CHKD BY: = DATE: 2 -2 -19
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 4 OF 38
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
CHANNEL DESIGN:
The peak discharge from the drainage area contributing to each channel or diversion was then used
to size the channel or diversion and determine the channel lining. Information regarding the design
discharge, shape of the channel, channel slope, and sideslopes was input into SEDCAD.
SEDCAD uses Manning's equation for open channel flow to design a channel that will adequately
carry the flow capacity. The design discharge for each channel is as follows:
CHANNEL 11 224.80 cfs
CHANNEL 12 41.44 cfs
TEMPORARY DIVERSION 1 13.26 cfs
Channel l 1
Channel 11 was sized as 2 separate reaches. Reach 1 hs an average slope of 0.5%. Reach 2
has an average slope of 2.2%. The SEDCAD output for the channel design for both reaches of
Channel 11 are attached. The final channel design was determined using the critical slope for
riprap sizing (2.2%) and the critical slope for depth sizing (0.5%). The following is the
channel design:
Required Flow 224.80 cfs
Channel Shape Trapezoidal
Bottom Width 6.0 ft
Top Width 22.0 ft
Depth 4.0 ft
Min. Freeboard 0.50 ft
Channel lining Riprap with D50 =12 inches
Max. Velocity 8.51 ft/sec
Sideslope 2H:1V
Design Flow Q = AV = (2(21 )(6.0)(4.0)
Q =408.48 cfs
+ (6.0)(4.0)}(8.51)
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CL` DATE: -7-12 - 9 CHKD BY:?xQ DATE:
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 5 OF 38
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Channel l2
Channel 12 was sized assuming one reach with an average slope of 1.0%. The SEDCAD
output for the channel design for Channel 12 is attached. The following is the channel design:
Required Flow
Channel Shape
Bottom Width
Top Width
Depth
Freeboard
Channel lining
Velocity
Sideslopes
Design Flow
Temporary Diversion 1
41.44 cfs
Trapezoidal
4.0 ft
13.0 ft
2.25 ft
0.21
Riprap with D50 = 6 inches
2.51 ft/sec
2HAV
Q = AV = {2(2)(4.5)(2.25)
Q = 45.18 cfs
+ (4.0)(2.25)}(2.51)
Temporary Diversion 1 was sized assuming one reach with an average slope of 2.0%. The
SEDCAD output for the channel design for Temporary Diversion 1 is attached The following
is the channel design:
Required Flow 13.26 cfs
Channel Shape Triangular
Top Width 8.0 ft
Depth 2.0 ft
Freeboard 0.48 ft
Channel lining Vegetation
Velocity 2.85 ft/sec
Sideslopes 2HAV
Design Flow Q = AV = {2(2)(4.0)(2.0)}(2.85)
Q = 22.8 cfs
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: d U; DATE: 2- 12-98 - CHKD BY: £ DATE: -2-/q 178
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 6 OF 38
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
SEDIMENT BASIN DESIGN:
A sediment basin (Sediment Basin No. 1) is to be installed to remove sediment from stormwater
runoff from all of the Phase 1 cells to be constructed Additionally, the sediment basin will remove
sediment from stormwater runoff while the landfill is operating and during final closure. Sediment
Basin No. 1 has been designed for the worst-case scenario, which is the contributing acreage
during final closure. Sediment Basin No. 1 has been designed as described below:
Per the requirements of Reference 3, the sedimentation basin has been designed to have a
storage capacity equal to 1,800 cf/acre. Therefore, since there are 93.6 acres of drainage area
into the sediment basin, the basin has been designed with a sediment storage capacity of
168,480 cf, or 3.87 ac-ft. This capacity corresponds to elevation 267.5. The invert elevation
of the principal spillway has been set at elevation 268.50, which is 1 foot above the sediment
storage capacity.
The principal spillway has been designed to discharge a minimum of 0.2 cfs/acre of drainage
area, or 18.7 cfs, with the water surface at the emergency spillway crest elevation (elev.
274.0). Per the attached SEDCAD output, a pipe size of 24 inches for the principal spillway
riser is more than adequate to accomplish this with a discharge of 23.3 cfs.
The sediment cleanout elevation is 266.75, which is equivalent to half of the required sediment
storage capacity. This is also the elevation at which the dewatering holes will begin.
The dewatering time for the basin was calculated by SEDCAD. Reference 3 recommends a
dewatering time of at least 10 hours for the basin. The dewatering time calculated by SEDCAD
is 9.4 days.
The peak stage of the 10-year storm event is at elevation 272.2, which is approximately 2 feet
below the elevation of the emergency spillway.
An anti-seep collar was designed for the principal spillway. The design calculations are
attached. The collar width is 4.25 ft and the collar length is 4.25 ft. The collar projection is
1.1 ft.
A concrete pad was also designed for the bottom of the principal spillway riser pipe. The
concrete pad will be 3 ft x 3 ft x 1 ft. The pad design was checked as follows:
Volume of the riser = Area * Riser Height = {II*((2)2/4)}(2.5) = 7.85 cf
Weight of water displaced by riser = 62.4 lb/cf(7.85 cf) = 490.1 lb
Volume of concrete pad = (3 ft)(3 ft)(1 ft) = 9 cf
Weight of concrete pad (150 lb/cf)(9 cf) =1350 lb
Factor of Safety =1350 lb/490.1 lb = 2.75 OK
The sedimentation basin design is shown on the design drawings.
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
RIPRAP APRON:
BY: 01 • DATE: Z-1 - 8 CHKD BY: C'WB _ DATE: 2-If"ff
PROJECT NAME: Anson County E&S Control Plan _
PROJECT NO. R97-875-686 SHEET 7 OF 3_
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Apron 2 has been designed for installation at the discharge point of the principal and emergency
spillways of Sedimentation Basin No. 1 to dissipate energy and prevent scour problems. Apron 2
was designed using Figure 8.06a from Reference 3 (attached).
Apron 2 was designed using the following information:
Diameter of pipe 24 in
Discharge 21 cfs
Apron 2 has been de:
Length of apron
Width of apron
D50 (riprap)
Dmax (riprap)
Riprap thickness
signed to have the following dimensions:
13 ft
15 ft
6 inches
9 inches
13 inches
Temporary Apron 1 has been designed at the discharge point of Temporary Diversion 1 to dissipate
energy and prevent scour problems. Temporary Apron 1 was designed using Figure 8.06a from
Reference 3 (attached).
Temporary Apron 1 was designed using the following information:
Discharge = 23 cfs
Cross sectional area of Temporary Diversion 1= 4.63 ft2
Equivalent Diameter = ( Ate) )"2 = 2.43 ft = 29.13 in Use d = 30 in
Temporary Apron 1 has been designed to have the following dimensions:
Length of apron 12 ft
Width of apron 14.5 ft
D50 (riprap) 6 inches
Dmax (riprap) 9 inches
Riprap thickness 14 inches
All channels and temporary diversion, Rprap aprons, and the sediment basin have been designed as
required by the North Carolina Erosion and Sediment Control Planning and Design Manual.
Additionally, all channels have been designed to have a lining that will be adequate for the velocity in
the channel as shown above. See the Erosion and Sedimentation Control Plan drawings for a plan
view showing the location of all of the structures and for drawings showing details for all of the
structures.
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: C LS _ DATE: 2 I L CHKD BY: 6!18 DATE:
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 8 OF 3 _
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
SEDCAD INPUT/OUTPUT
PEAK DISCHARGE DETERMINATION
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE FROM FINAL GRADES TO CHANNEL 11
by
Name: CLS
,ae,he) Sr : 6W/3 .?- /9-"e
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\FINALCHA
Date: 02-19-1998
SEDCAD+ ROUTING PARAMETERS UTILITY
Land Flow Vertical Horizontal
Condition Dist. (ft) Dist. (ft) Slope (o) Velocity (fps) Time (hr)
eeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeee
3 7.30 150.00 4.87 1.54 0.027
7 29.71 610.00 4.87 4.44 0.038
6 2.99 130.00 2.30 2.27 0.016
8 150.22 740.00 20.30 13.52 0.015
8 26.75 1,070.00 2.50 4.74 0.063
TOTAL Time of Concentration: 0.159
b
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\FINALCHA User: CLS
Date: 02-19-1998 Time: 09:31:14
PEAK DISCHARGE FROM FINAL GRADES TO CHANNEL 11
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
-----------------------------------
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
JBS SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cfs) (ac-ft) (cf s)
-----------------------------------------------
111 1 66.40 89 M 0.159 0.000 0.000 0.0 23.00 224.80
Type: Null Label: CHANNEL 11
ill Structure 66.40 23.00
111 Total IN/OUT 66.40 23.00 224.80
1
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 12
by
Name: CLS
e-4 By ; 15W a - i9 - f,9
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CHAN12
Date: 02-19-1998
SEDCAD+ ROUTING PARAMETERS UTILITY
Land Flow Vertical Horizontal
Condition Dist. (ft) Dist. (ft) Slope (%) Velocity (fps) Time (hr)
eeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeee
3 0.98 140.00 0.70 0.59 0.066
7 2.09 95.00 2.20 2.99 0.009
7 18.00 180.00 10.00 6.37 0.008
7 1.04 130.00 0.80 1.80 0.020
8 3.42 180.00 1.90 4.14 0.012
8 9.92 1,550.00 0.64 2.40 0.179
TOTAL Time of Concentration: 0.295
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\CHAN12 User: CLS
Date: 02-19-1998 Time: 09:32:31
PEAK DISCHARGE TO CHANNEL 12
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
JBS SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cf s) (ac-ft) (cf s)
111 1 23.20 72 M 0.295 0.000 0.000 0.0 4.85 41.44
Type: Null Label: CHANNEL 12
111 Structure 23.20
-------
--- 4.85
---
111 ---------------
Total IN/OUT -----------------
23.20 - 4.85 41.44
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO TEMPORARY DIVERSION 1
by
Name: CLS
«.,,A,) By : Z?we .2-/y-qP
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\TEMPDIVI
Date: 01-30-1998
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights. reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\TEMPDIVI User: CLS
Date: 01-30-1998 Time: 13:52:08
PEAK DISCHARGE TO TEMPORARY DIVERSION 1
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
-------------------------------------- -
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
J B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (o) (fps) (hr) (hr) (hr)
1 1 1 1 -a 3 100.00 5.00 1.57 0.02
-b 7 495.00 5.00 4.50 0.03
-c 6 660.00 1.40 1.77 0.10
-d 6 420.00 2.86 2.54 0.05 0.197
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\TEMPDIVI User: CLS
Date: 01-30-1998 Time: 13:52:08
PEAK DISCHARGE TO TEMPORARY DIVERSION 1
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
----------------------------------
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
JBS SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cf s) (ac-ft) (cfs)
---------------------------------
111 1 8.24 66 M 0.197 0.000 0.000 0.0 1.38 13.26
Type: Null Label: TEMP. DIVERSION 1
111 Structure 8.24 1.38
111 Total IN/OUT 8.24 1.38 13.26
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLS - DATE: 2-12-99 CHKDBY:_ DATE: P2-/9-ff
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 18 OF 38
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
SEDCAD INPUT/OUTPUT
CHANNEL SIZING CALCULATIONS
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 11 - REACH A
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Bottom Width
Manning's n
Material
Freeboard
TRAPEZOIDAL
224.80 cfs
0.50 06
2.00:1 (L)
6.00 ft
0.035
RIPRAP - D50 = 12
0.25 ft
RESULTS:
Depth
with Freeboard
Top Width
with Freeboard
Velocity
Cross Sectional Area
Hydraulic Radius
Froude Number
2.00:1 (R)
INCHES
3.50 ft
3.75 ft
20.00 ft
21.00 ft
4.94 fps
45.51 sq ft
2.10 ft
0.58
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 11 - REACH B
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Bottom Width
Manning's n
Material
Freeboard
2.00:1 (R)
INCHES
TRAPEZOIDAL
224.80 cfs
2.20 0
2.00:1 (L)
6.00 ft
0.035
RIPRAP - D50 = 12
0.25 ft
RESULTS:
Depth 2.43 ft
with Freeboard 2.68 ft
Top Width 15.72 ft
with Freeboard 16.72 ft
Velocity 8.51 fps
Cross Sectional Area 26.41 sq ft
Hydraulic Radius 1.57 ft
Froude Number 1.16
C
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 12
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Bottom Width
Manning's n
Material
Freeboard
TRAPEZOIDAL
41.44 cfs
1.00 0-0
2.00:1 (L)
4.00 ft
0.069
RIPRAP - D50 = 6
.25 ft
RESULTS:
2.00:1 (R)
INCHES
Depth 2.04 ft
with Freeboard 2.29 ft
Top Width 12.16 ft
with Freeboard 13.16 ft
Velocity 2.51 fps
Cross Sectional Area 16.48 sq ft
Hydraulic Radius 1.26 ft
Froude Number 0.38

SEDCAD+ VEGETATED CHANNEL DESIGN
--------------------------------
TEMPORARY DIVERSION 1
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Max. Velocity
Material
Freeboard
TRIANGULAR
13.26 cfs
2.00
2.00:1 (L)
5.OOOfps
GRASS MIXTURE
0.25 ft
RESULTS:
STABILITY CLASS C CAPACITY CLASS C
Actual Discharge 13.19 13.04 cfs
Depth 1.52 1.52
Top Width 6.08 6.09
Velocity 2.85 2.81 fps
Cross Sectional Area 4.63 4.63 sq ft
Hydraulic Radius 0.68 0.68 ft
Manning's n 0.057 0.058
Froude Number 0.58 0.57
2.00:1 (R)
W/ FREEBOARD
1.77 ft
7.09 ft
0
BY: CL DATE: 2-19-98 CHKD BY: = DATE: -1-/9-g-9
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 23 OF 3
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
SEDCAD INPUT/OUTPUT
SEDIMENTATION BASIN DESIGN
i
D

CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO SEDIMENT BASIN NO. 1
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\BASINI
Date: 02-19-1998
Civil Software Design -- SEDCAD+ Version 3.1
` Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\BASINI User: CLA
Date: 02-19-1998 Time: 09:36:52
PEAK DISCHARGE TO SEDIMENT BASIN NO. 1
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
- -----------------------------
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
J B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)
---------------------------
2 1 1 1 -a 3 100.00 6.00 1.71 0.02
-b 7 880.00 2.80 3.37 0.07 0.088
r
r
r
r
r
r
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\BASINI User: CIA
Date: 02-19-1998 Time: 09:36:52
PEAK DISCHARGE TO SEDIMENT BASIN NO. 1
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
---------------------------------------------
---------------------------------------------
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
---------------------------------------------
---------------------------------------------
-Hydrology-
Base- Runoff Peak
JBS SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cfs) (ac-ft) (cf s)
111 1 66.40 89 M 0.159 0.000 0.000 0.0 23.00 224.80
Type: Null Label: CHANNEL 11
111 Structure 66.40 23.00
----
111
-
-- --------------
Total IN/OUT
-
- --------
66.40
-------- ---------

--------- --------

-------- ------------

------------ -------

-----
- --------
23.00 ---------
224.80
-
----
121 -----------
-
--------------
1
--------
23.20
---------
72 M
--------
0.295
------------
0.000 0.000 -
-------
0.0 --------
--------
4.85 ---------
---------
41.44
Type: Null Label: CHANNEL 12
121 Structure 23.20 4.85
----
121
---- --------------
Total IN/OUT
-------------- --------
23.20
-------- ---------

--------- --------

-------- ------------

------------ -------

------- --------
4.85
- ---------
41.44

----
211
--------------
1
--------
4.00
---------
66 M
--------
0.088
------------
0.000 0.000
-------
0.0 -
------
--------
0.67 ---------
---------
8.73
Type: Pond Label: SE D. BASIN NO. 1
211 Structure 4.00 28.52
----
211 --------------
Total IN --------
93.60 --------- -------- ------------ ------- --------
28.52 ---------
270.53
211 Total OUT 24.29 21.09
111 to 211 Routing 0.000 0.000
------------------------------------------------------
------------------------------------------------------

J2, B1, S1
SED. BASIN NO. 1
Drainage Area from J2, B1, S1, SWS(s)1: 4.0 acres
Total Contributing Drainage Area: 93.6 acres
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\BASINI User: CLA
Date: 02-19-1998 Time: 09:36:52
PEAK DISCHARGE TO SEDIMENT BASIN NO. 1
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
---------------------------
---------------------------
POND INPUT/OUTPUT TABLE
DISCHARGE OPTIONS:
Perf. Emergency
Riser Spillway
Riser Diameter (in) 24.0 ----
Riser Height (ft) 2.50 ----
Barrel Diameter (in) 24.0 ----
Barrel Length (ft) 225.00 ----
Barrel Slope M) 1.00 ----
Manning's n of Pipe 0.024 ----
Spillway Elevat ion 268.5 ----
Lowest Elevation of Holes 266.8 ----
# of Holes/Elevation 8 ----
Entrance Loss Coefficient ---- ----
Tailwater Depth (ft) ---- ----
Notch Angle (degrees) ---- ----
Weir Width (ft) ---- ----
Siphon Crest Elevation ---- ----
Siphon Tube Diameter (in) ---- ----
Siphon Tube Length (ft) ---- ----
Manning's n of Siphon ---- ----
Siphon Inlet Elevation ---- ----
Siphon Outlet Elevation ---- ----
Emergency Spillway Elevation ---- 274.0
Crest Length (ft) ---- 10.0
Z:1 (Left and Right) -- -- 2.0 2.0
Bottom Width (ft) ---- 8.0
POND RESULTS:
Permanent
Pool
(ac-ft)
2.0
Runoff Peak

Volume Discharge
(ac-ft) (cfs)
p
10
IN 28.52 270.53
OUT 24.29 21.09
Peak Hydrograph
Elevation Detention Time
(hrs)
272.2 5.22
Dewatering Time (Max. Perf. Riser Elev to Lowest Orifice) : 9.4 days

100
r
D
0
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\BASINI User: CLA
Date: 02-19-1998 Time: 09:36:52
PEAK DISCHARGE TO SEDIMENT BASIN NO. 1
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
ELEVATION-DISCHARGE TABLE
J2, B1, S1
SED. BASIN NO. 1
Drainage Area from J2, B1, S1, SWS(s)1: 4.0 acres
Total Contributing Drainage Area: 93.6 acres
Perf. Emergency Total
Riser Spillway Discharge
Elevation (cfs) (cfs) (cfs)
-----------
266.00 -----------
0.0 ---------------------------
0.0 ---
0.0
266.25 0.0 0.0 0.0
266.50 0.0 0.0 0.0
266.75 0.0>1.00 0.0 0.0
267.00 0.1 0.0 0.1
267.25 0.1>1.00 0.0 0.1
267.50 0.3 0.0 0.3
267.75 0.4>1.00 0.0 0.4
268.00 0.5 0.0 0.5
268.25 0.6>1.00 0.0 0.6
268.50 0.8 0.0 0.8
268.75 2.4 0.0 2.4
269.00 6.9 0.0 6.9
269.25 12.7 0.0 12.7
269.50 15.1 0.0 15.1
269.75 16.9 0.0 16.9
270.00 18.2 0.0 18.2
270.25 18.5 0.0 18.5
270.50 18.9 0.0 18.9
270.75 19.2 0.0 19.2
271.00 19.6 0.0 19.6
271.25 19.9 0.0 19.9
271.50 20.2 0.0 20.2
271.75 20.6 0.0 20.6
272.00 20.9 0.0 20.9
272.25 21.2 0.0 21.2
272.50 21.5 0.0 21.5
272.75 21.8 0.0 21.8
273.00 22.1 0.0 22.1
273.25 22.4 0.0 22.4
273.50 22.7 0.0 22.7
273.75 23.0 0.0 23.0
274.00 23.3 0.0 23.3
274.25 23.6 3.8 27.4
274.50 23.8 7.6 31.5
274.60 23.9 9.2 33.1
274.70 24.1 12.3 36.4
274.75 24.1 12.3 36.4
274.80 24.2 15.8 40.0
274.90 24.3 19.7 44.0
275.00 24.4 23.5 47.8
275.25 24.7 33.3 57.9
275.50 24.9 50.8 75.7
275.75 25.2 63.8 89.0
276.00 25.4 86.0 111.4

r
r
r
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company Name: ALMES & ASSOCIATES
Filename: C:\SEDCAD3\ANSON\BASINI User: CLA
Date: 02-19-1998 Time: 09:36:52
PEAK DISCHARGE TO SEDIMENT BASIN NO. 1
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
-------------------------------------------
-------------------------------------------
ELEVATION-AREA-CAPACITY-DISCHARGE TABLE
-------------------------------------------
-------------------------------------------
J2, B1, S1
SED. BASIN NO. 1
Drainage Area from J2, B1, S1, SWS(s)1: 4.0 acres
Total Contributing Drainage Area: 93.6 acres
SW#1: Perforated Riser
SW#2: Emergency Spillway
Elev Stage Area Capacity Discharge

-------- (ft)
------ (ac)
------- (ac-ft)
----------- (cfs)
-----------
------------------------------------
--------
266.00 ------
0.00 -------
2.60 ----------
0.00 ------------
0.00 ------------------------------------
266.25 0.25 2.65 0.66 0.00
266.50 0.50 2.70 1.33 0.00
266.75 0.75 2.75 2.01 0.00 Low Orifice of SW#1
267.00 1.00 2.81 2.70 0.11
267.25 1.25 2.86 3.41 0.15
267.50 1.50 2.91 4.13 0.29
267.75 1.75 2.97 4.87 0.36
268.00 2.00 3.02 5.61 0.52
268.25 2.25 3.07 6.38 0.62
268.50 2.50 3.12 7.15 0.80 Stage of SW#1
268.75 2.75 3.17 7.94 2.43
269.00 3.00 3.23 8.74 6.89
269.25 3.25 3.28 9.55 12.65
269.50 3.50 3.33 10.38 15.13
269.75 3.75 3.39 11.22 16.91
270.00 4.00 3.44 12.07 18.18
270.25 4.25 3.48 12.94 18.54
270.50 4.50 3.53 13.81 18.89
270.75 4.75 3.57 14.70 19.24
271.00 5.00 3.62 15.60 19.58
271.25 5.25 3.66 16.51 19.91
271.50 5.50 3.71 17.43 20.24
271.75 5.75 3.75 18.36 20.56
272.00 6.00 3.80 19.31 20.88
272.17 6.17 3.85 19.95 21.09 Peak Stage
272.25 6.25 3.86 20.27 21.20
272.50 6.50 3.93 21.24 21.51
272.75 6.75 3.99 22.23 21.81
273.00 7.00 4.06 23.24 22.11
273.25 7.25 4.13 24.26 22.41
273.50 7.50 4.19 25.30 22.70
273.75 7.75 4.26 26.36 22.99
274.00 8.00 4.33 27.43 23.28 Stage of SW#2
274.25 8.25 4.38 28.52 27.38
274.50 8.50 4.44 29.62 31.48
274.60 8.60 4.46 30.07 33.12
274.70 8.70 4.48 30.52 36.37
274.75 8.75 4.49 30.74 36.43
274.80 8.80 4.50 30.96 39.99
274.90 8.90 4.53 31.42 43.95
275.00 9.00 4.55 31.87 47.84
275.25 9.25 4.60 33.01 57.91
275.50 9.50 4.66 34.17 75.69
275.75 9.75 4.71 35.34 88.97
276.00 10.00 4.77 36.53 111.41

CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: US - DATE: 2-19-9 CHKD BY: £ DATE: -?-ALVV
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 33 OF 3$_
DESCRIPTION Erosion and Sedimentation Control Plan
Desim Calculations
ANTI-SEEP COLLAR DESIGN
USDA-SCS-Md

ANTI-SEEP COLLAR DESIGN
This procedure provides the anti-seep collar dimensions for only temporary
sediment basins to increase the seepage length by 15% for various pipe slopes,
embankment slopes and riser heights.
The first step in designing anti-seep collars is to determine the length of
pipe within the saturated zone of the embankment. This can be done graphi-
cally or by the following equation, assuming that the upstream slope. of the
embankment intersects the invert of the pipe at its upstream end.. (See em-
bankment-invert intersection on the drawing below: \
Ls = y (z + 4) 1 + pipe slope =2,5/Zc41 4 0,0/
0.25-pipe slope l O. Z5 -O.0?
Lc, 15. Lo
where: L. = length of pipe in the saturated zone (ft.)
y = distance in feet 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.
Z = slope of upstream embankment as a ratio of z ft. horizontal
to one ft, vertical.
pipe slope = slope of pipe in feet per foot.
This procedure is based on the approximation of the phreatic line as shown in
the drawing below:
Riser
_
Crest
Embankment
- ?c-- Assumed
collar Phreatic
?`?,• Project \
10? Line
V 1 ?9
Embankment
Invert
Intersection Ls
pipe diameter
18.18
AN 1 I - SttF' t-ULLAN UttilUN
w
w
J?
v?
C
J
d
D
7
O
N
LS =157&

ell
I 1 Y IX

10,
Two C Ilo s

e

.

...

...

..

..

...

...

... 70

.. X7

. 0-

...

.
7

. . . ..r.

COLLAR PROJECTION, V, FEET
10 t
9
8
7 iv

L
O
6 _
c
U

5 n

' 4 a y.2'S

3
2

18.19
tfow path.
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: t^-L5_ DATE: 2-1 -9 CHKD BY:_ DATE: 2-2-91
PROJECT NAME: Anson County E&S Control Plan
PROJECT NO. R97-875-686 SHEET 36 OF 3_
DESCRIPTION Erosion and Sedimentation Control Plan
Desip,n Calculations
FIGURE 8.06a
RIPRAP APRON DESIGN
Appendices
4:;i?12#'
30
Outlet IW = Do + La
pipe 1
diameter (Do)
ilwater < 0.5Do
1
Discharge (ft3/sec)'
Qti13 C.S
Curves may not be extrapolated.
Figure 6.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition ffw < 0.5 diameter).
trot w0"0,
Ar?
en\ I +
? 51 :? ?t?} It I}. "
2 N
C.
co
i
a.
cr
O
1 -a
tk l I t,
i IT-11 I r ?T - M 0
3 5 10 20 50 100 200 500 1000
Rev. 1103
1 en ??orary Apron J
8.06.3
Appendices
20
Q=13 o
`gal
toy`
e?g?rok PQ 60
00f 5 19
r -1- =I,

ear 50 100
I Discharge (ft3/sec)
2iC-cS
3 0
Outlet IW = 00 + La
pipe
diameter (Do)
i
La --W
T ilwater < 0.5D0
`HQ);
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
APRON 2
Rev. 12/93
8.06.3
a
m
z
v
x
0
0
APPENDIX C
EROSION AND SEDIMENTATION CONTROL PLAN CHECKLIST
- A,
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH
AND NATURAL RESOURCES
LAND QUALITY SECTION
EROSION AND SEDIMENTATION CONTROL PLAN CHECKLIST
0
The following items shall be incorporated with respect to
specific site conditions, in an erosion and sedimentation control
plan:
1 through 6 Adjoining lakes, streams or other major drainage ways
LOCATION INFORMATION
Figure 1 &
Narrative Project location
Figure 1 &
Narrative Roads, streets
Figures
1 through 6 North arrow
Figures
1 through 6 Scale
Figures
2 through 6 Planned and existing building locations and elevations
Figures
2 through 6 Planned and existing road locations and elevations
GENERAL SITE FEATURES
Figures
1 through 6 North arrow
Figures
1 through 6 Scale
Figures
2 through 6 Property lines
Figures
1 through 6 Legend
Figures
1 through 6 Existing contours
Figures
1 through 6 Proposed contours
Figures
2 through 6 Limit and acreage of disturbed area
Figures
NA Lot and/or building numbers
Figures
2 through 6 Land use of surrounding areas
NA Rock outcrops
NA Seeps or springs
NA Wetland limits
NA Easements
Figures
hro gh 6 Streams, lakes, ponds, drainage ways, dams
[-1
Figure 1 Boundaries of the total tract
BORROW AND WASTE AREAS
Figures
2through 6 If the same person conducts the land-disturbing
activity and any related borrow or waste activity, the
related borrow or waste activity shall constitute part
of the land-disturbing activity unless the borrow or
waste activity is regulated under the Mining Act
of 1971, or is a landfill regulated by the Division
of Solid Waste Management. If the land-disturbing
activity and any related borrow or waste activity are
not conducted by the same person, they shall be
considered separate land-disturbing activities.
Figures
2 through 6 Stockpiled topsoil or subsoil location
NA Street profiles
SITE DRAINAGE FEATURES
Figures
2 through 6 Existing and planned drainage patterns (include off-
site areas that drain through project)
Figures
2 through 6 Size of Areas to be disturbed (Acreage)
NA Size and location of culverts and sewers
Narrative Soils information (type, special characteristics)
Narrative Design calculations for peak discharges of runoff
(including the construction phase and final runoff
coefficients of the site)
NA Design calculations and construction details for
culverts and storm sewers
Figure 7 &
Narrative Design calculations, cross sections and methods of
stabilization of existing and planned channels (include
Figure 7 & temporary linings)
Narrative Design calculations and construction details of energy
dissipators below culverts and storm sewer outlets (for
rip-rap aprons, include stone sizes (diameters) and
apron dimensions)
NA Soil information below culvert and storm sewer outlets
NA Design calculations and construction details to control
groundwater, i.e. seeps, high water table, etc.
NA Name of receiving watercourse or name of municipal
operator (only where stormwater discharges are to
occur)
EROSION CONTROL MEASURES
Figures
2 through 6 Legend
Figures
2through 6 Location of temporary and permanent measures
Figures
Ithrough 8 Construction drawings and details for temporary and
Figure 8 & permanent measures
Narrative Design calculations and construction details for
sediment basins and other measures
Figure 8 &
Narrative Maintenance requirements during construction
Narrative Person responsible for maintenance during construction
Narrative Maintenance requirements and responsible person (s) for
permanent measures
VEGETATIVE STABILIZATION
Narrative Areas and acreage to be vegetatively stabilized
Narrative Planned vegetation with details of plants, seed, mulch,
fertilizer
Narrative Specifications of permanent and temporary vegetation
Narrative Method of soil preparation
OTHER REQUIREMENTS
Figure 8 &
Narrative Narrative describing construction sequence (as needed)
Narrative Narrative describing the nature and purpose of the
construction activity
Appendix A Completed Financial Responsibility/Ownership Form (to
be signed by person financially responsible for
project)
Narrative Bid specifications regarding erosion control
Figure 8 &
Narrative Construction sequence related to sedimentation and
erosion control (include installation of critical
measures prior to initiation of the land-disturbing
activity and removal of measures after areas they serve
have been permanently stabilized.
C
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FIGURES

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LOCATION
SITE
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IREFRENDF S C A L E
U S G S 7.5 MINUTE TOPOGRAPHIC QUADRANGLE
W OF POLKTON, N.C., DATED 1970, AND 2000 0 2NEW
000 FEET
RUSSELWI-LE, N.C. DATED 1971.
PITTSBURGH. PA. DRAWN BY PJM 1/20/9
BECKLFYI Wy.
SITE LOCATION MAP
RALMOH, NC. CHECKED BY t,,64 !tZC 4
I EROSION AND SEDIMENTATION CONTROL PLAN
APPROVED BY GIYtJ? ! 20 q
PREPARED FOR SC AI I DRAWING NO.
AN90N COUMY SWAW LAMNU AS NOTED 97-V5-A3
ALMS ! ASlOgATES. MG..
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