19970972 Ver 1_Attachment 7_20010120

.10
0
FILE
REPORT
EROSION & SEDIMENTATION CONTROL PLAN
ANSON COUNTY SANITARY LANDFILL
ANSON COUNTY, NORTH CAROLINA
PREPARED FOR:
CHAMBERS WASTE SYSTEMS OF NORTH CAROLINA
WADESBORO, NORTH CAROLINA
subsidiary of ALLIED WASTE INDUSTRIES, INC.
ALIVIES & ASSOCIATES INC.
CONSULTING ENGINEERS
PITTSBURGH, PA BECKLEY, WV RALEIGH, NC
ATTACHMENT 7 PROJECT NO.: R97-875-686(5)
NOVEMBER 18, 1997
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
Carolina Region
105-D Kilmayne Drive
Cary, NC 27511
(919 ) 319-1187 Fax: [phone]
To: NC DEHNR
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 ? Record
Review & Comment ? As Requested
? Use
The Following:
? Drawings ? Laboratory Data
? Specifications ? Field Data
Document(s) ? Other
Transmittal Form
Project No.: R97-875-686
Task 5
Date: November 20, 1997
If enclosures are not as noted,
please inform us immediately.
?.vN?CS vaie wv. uescnptivn
2 11/18/97 Erosion & Sedimentation Control Plan
• Report, Calculations, Fin. Res ./Ownershi Form,
E& S Plan Checklist, Figures 1 through 6

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 919-319-118
William S. Almes, P.E., anager
Copies To-
R97-875-686 Task 5 File, S. Roberts, B. Card, C. Archbold, C. Gillian
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(5)
NOVEMBER 18, 1997
REPORT
EROSION & SEDIMENTATION CONTROL PLAN
ANSON COUNTY SANITARY LANDFILL
ANSON COUNTY, NORTH CAROLINA

EROSION AND SEDIMENTATION CONTROL PLAN
ANSON COUNTY SANITARY LANDFILL
ANSON COUNTY, NORTH CAROLINA
TABLE OF CONTENTS
PAGE NO.
LIST OF APPENDICES AND FIGURES iii
1.0 OVERVIEW 1
1. l 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 7
5.1.2 Temporary Seeding Recommendations for Summer 8
5.1.3 Temporary Seeding Recommendations for Fall 8
5.2 PERMANENT SEEDING 9
5.2.1 Soil Amendments 10
5.2.2 Mulch 10
5.2.3 Maintenance 10
5.3 SEEDBED PREPARATION 10
5.3.1 Fill Slopes 3H:1 V or Steeper (Permanent Seedings) to be Seeded
with a Hydraulic Seeder 10
5.3.2 Fill Slopes 3H:1 V or Steeper (Temporary Seedings) 10
5.3.3 High Maintenance Turf 11
5.3.4 Gently or Flat Slopes where Topsoil is Used 11
5.4 SEEDING METHODS 12
5.4.1 Fill Slopes Steeper than 3H:1 V (Permanent Seeding) 12
5.4.2 Gentle to Flat Slopes on Temporary Seedings 12
5.5 MULCH 12
5.5.1 Steep Slopes (3H:1 V or Greater) 12
5.5.2 High-Maintenance Vegetation and Temporary Seedings 12
5.5.3 Grass Lined Channels 12
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TABLE OF CONTENTS
(Continued)
PAGE NO.
5.6 MAINTENANCE 13
5.6.1 Steep Slopes (3HV:1 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 ENTRANCE ROAD AREA 14
6.2.1 Cut Slope Roughening 14
6.2.2 Temporary Gravel Construction Entrance/Exit 16
6.2.3 Riprap Lined Diversion Channels 16
6.2.4 Grass Lined Diversion Channels 17
6.2.5 Sediment Fence 18
6.2.6 Temporary Sediment Trap 20
6.2.7 Sediment Basin 22
6.2.8 Outlet Stabilization Structure 24
7.0 CLOSING 25
APPENDICES
FIGURES
-ii-
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. TITLE
1 SITE LOCATION MAP
2 SITE PLAN (SHEET 1 OF 2)
3 SITE PLAN (SHEET 2 OF 2)
4 SOIL EROSION AND SEDIMENTATION CONTROL DETAILS
5 SOIL EROSION AND SEDIMENTATION CONTROL DETAILS
6 DETAILS, CONSTRUCTION SCHEDULE, AND MAINTENANCE
PLAN
-iii-
?Aj
EROSION AND SEDIMENTATION CONTROL PLAN
ANSON COUNTY SANITARY LANDFILL
ANSON COUNTY, NORTH CAROLINA
1.0 OVERVIEW
1.1 PROJECT DESCRIPTION
Anson County Sanitary Landfill is in the beginning stages of landfill construction and is in need of
construction of an entrance road to the facility, the administration building, and the recycling
building. In order to access the facility and allow development of the landfill, an entrance road is
to be constructed as presented on Figures 1, 2, and 3. As such, a need to obtain a permit for
construction of the entrance road is crucial at this time. The scope of work for this project is
shown on Figures 1, 2, and 3 and is described within the report. The purpose of the report is to
provide a temporary erosion and sedimentation (E&S) control plan for the construction of the
entrance road, administration building, and recycling building for the Anson County Sanitary
Landfill (Anson County).
1.2 SITE DESCRIPTION
The Anson County Landfill 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 Container
Corporation of Carolina (CCC). The facility will accept all types of non-hazardous municipal solid
waste and will have the infrastructure and operational capability to dispose up to 1,500 tons of
solid waste per day. As designed, the landfill will provide a gross disposal volume of 19,000,000
cubic yards. The site is currently undeveloped and wooded. Proposed construction activities will
involve clearing and grubbing, grading, sediment trap construction, sedimentation basin
construction, channel construction, culvert installation, riprap apron construction, entrance road
construction, administration building construction, and recycling building construction. The total
combined disturbed acreage for the construction will be approximately 14.3 acres.
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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 southern end of the
proposed entrance road. The temporary entrance/exit will be constructed of 2- to 3-inch
diameter aggregate placed a minimum of 6 inches thick and will be 25 feet in width and 50 feet
in length, as shown on Figures 2, 3 and 4.
2. Sediment Fence - Practice 6.62
Sediment fence will be used along the road in various locations to prevent sediment from the
construction of the road from migrating off-site. The location of the sediment fence is presented
on Figures 2 and 3.
3. Riprap Lined Channels - Practice 6.31
Permanent riprap lined channels will be constructed along the entrance road to convey runoff to
existing culverts and/or sediment traps. The riprap channels will be constructed along either
side of the road on the northeastern portion of the road. The channels are shown in plan on
Figures 2 and 3 and a detail for the channels and a channel schedule are presented on Figure 4.
4. Grass Lined Channels - Practice 6.30
Permanent grass lined channels will be constructed along the proposed entrance road to convey
runoff to existing culverts and/or sediment traps. The grass lined channels will be constructed
along either side of the road on the southwestern portion of the road. The channels are shown
in plan on Figures 2 and 3 and a detail for the channels and a channel schedule are presented
on Figure 4.
-2-

5. Temporary Sediment Trap - Practice 6.60
Three temporary sediment traps will be constructed at the site to control sediment from runoff.
Sediment Trap 1 will be constructed on the east side of the entrance road at the intersection of the
entrance road and U.S. Route 74. Sediment Trap 2 will be constructed on the east side of the
road at the intersection of the entrance road and U.S. Route 74. Sediment Trap 3 will be
constructed on the east side of the road near the bridge to be constructed. The locations of the
sediment traps are shown on Figure 2. Figure 5 shows details for the sediment traps.
6. Sediment Basin - Practice 6.61
A sediment basin will be constructed to desilt sediment laden water from a portion of the
construction area as shown on Figure 3. The basin is to be constructed on the western side of
the entrance road near the top of the road. The basin is to accept runoff from portions of the
entrance road and a future borrow area. While the borrow area will not be developed at this
time, the sedimentation basin has been sized to accept runoff from the entire borrow area
acreage. Specific controls for the borrow area will be sized at a separate time and covered under
another submission.
7. Outlet Stabilization Structure - Practice 6.41
One outlet stabilization structure (riprap apron) will be constructed to ensure that erosion will not
take place at certain outlet points. The apron will be constructed at the discharge point of the
principal and emergency spillways from the sediment basin. The location of the apron is shown
on Figure 3.
8. Surface Rou hening - Practice 6.03a
Any disturbed areas that are not road surface will be lightly roughened by disking just prior to
vegetating.
9. Surface Stabilization will be accomplished by several means. Portions of the road surface will
be stabilized by paving and other portions will be stabilized by placement of gravel.
-3-

3.0 CONSTRUCTION SCHEDULE
In accordance with North Carolina Department of Environment, Health, and Natural Resources (NC
DEHNR) requirements, the construction schedule is provided on the following table and on Figure
5.
Construction Schedule
N o. Construction Acti
INSTALL SOIL E&S CONTROL FOR THE ACCESS ROAD CONSTRUCTION
Install E&S controls prior to grading or conducting earthmoving activities associated with the
entrance road construction.
1 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 entrance road and associated structures.
3 Hold a preconstruction conference at least one week prior to beginning construction.
4 Install the temporary gravel construction entrance/exit.
5` Clear and grub to install the necessary erosion and sedimentation controls and
entrance road construction.
6 Install Sediment Traps 1, 2, and 3 as shown on Figure 2.
7 Construct the Sediment Basin.
8 Install Channels 1 through 10 and Culverts 1 through 7 as shown on Figures 2 and 3.
9 Install the outlet stabilization structure.
GRADING AND CONSTRUCTION OF THE ENTRANCE ROAD AND BUILDINGS
10 Grade area for the entrance road (excavate and fill and compact as necessary).
11 Place asphalt and gravel on the appropriate portions of the entrance road.
12 Clear and grub the area for construction of the administration building.
13 Grade the area for construction of the administration building.
14 Construct the administration building.
-4-

e
Construction Schedule
(Continued)
N o. Construction Activitv Description
15 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 asphalt
or gravel, or be covered by a building.
16 Clear and grub area for a recycling building.
17 Grade the area for the construction of the recycling building and construct the
building.
18 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 asphalt
or gravel, or be covered by a building.
FINAL STABILIZATION
19 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for
remaining disturbed areas after construction is complete.
20 Remove silt fence after the contributing drainage area is stabilized.
21 Conduct a final inspection of the site which primarily includes:
• All soil disturbing activities are complete;
• Temporary E&S control measures have been removed or will be removed at
the appropriate time; and
• All areas of the construction site not otherwise covered by asphalt or gravel
have been stabilized to a point of at least a uniform, 70 percent vegetative
cover established over the entire project area.
-5-

4.0 MAINTENANCE PLAN
All soil E&S control features (i.e., silt fence, channels, 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 5.
Maintenance Plan
ce
Construction Daily and after all runoff events. Remove any sediment at the surface of
Entrance the stone construction entrance to
prevent soil from tracking onto
U.S. Route 74.
Proposed Weekly and after all runoff events Remove sediment/debris as necessary
Channels and/or (minimum weekly), until the drainage to maintain the total design depth.
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 Remove sediment/debris and perform
(minimum weekly). repair as necessary (within 24 hours)
to conform with installation
specifications.
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 repair 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).
-6-

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.
5.1.1 Temporary Seeding Recommendations for Late Winter and Earl Spring
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 (lb/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 2,000 lb/acre ground agricultural limestone and
750 lb/acre 10-10-10 fertilizer.
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5.1.1.2 Mulch
C7
Apply 4,000 lb/acre straw if needed. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk 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.
5.1.2.2 Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring
tool. A disk 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 Temporary Seeding Recommendations for Fall
The following seed mixture is recommended for use between August 15 and December 30:
Seeding Mixture Species
Rye (Grain)
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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.
10
10
D
D
5.1.3.1 Soil Amendments
Follow recommendations of the soil tests or apply 2,000 lb/acre ground agricultural limestone and
1,000 lb/acre 10-10-10 fertilizer.
5.1.3.2 Mulch
Apply 4,000 lb/acre straw if needed. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk 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.
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/acre)
100
30
10
If the seed mixture is being applied after August 15, unscarified sericea seed should be used.
extend spring seeding dates into June, add 15 lbs/acre hulled Bermudagrass. However, it is
-9-
To
D
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 401b/acre rye (grain).
5.2.1 Soil Amendments
Apply lime and fertilizer according to soil tests, or apply 4,0001b/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.
5.3 SEEDBED PREPARATION
5.3.1 Fill Slopes 3H:1 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 the dozer is sufficient).
(3) Spread lime evenly over slopes, if required.
5.3.2 Fill Slopes 3H:1 V or Steeper (Temporary Seeding_s)
(1) Leave a loose, uncompacted surface. Remove large clods, rocks, and debris. All,
-10-
(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 disk
or chisel plow.
(3) Loosen the subgrade immediately prior to spreading topsoil by disking or scarifying
to a depth of at least 2 inches.
(4) Spread topsoil to a depth of 2 to 4 inches and cultipack.
(5) Disk or harrow and rake to produce a uniform and well-pulverized surface.
(6) Loosen surface just prior to applying seed.
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
disk, 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.
-11-

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 Temporary Seedings
(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 Temporary Seeding_s
Apply 90 lb/1,000 ft2 (4,000 lb/acre) grain straw and tack with 0.1 gal/yd2 asphalt.
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.
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_Aj
5.6 MAINTENANCE
5.6.1 Steep Slopes (3H:1V or Greater)
Refertilize in late winter or early spring the following year. Mow as desired.
5.6.2 High-Maintenance Vegetation and Temporary Seedings
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
1501b/acre 10-10-10 nitrogen in March. If cover is needed through the following summer,
overseed with 50 lb/acre.
6.0 CONSTRUCTION OF EROSION AND
SEDIMENTATION CONTROLS
6.1 GENERAL
Work covered in this section shall consist of providing and constructing erosion and sedimentation
controls for disturbed areas within and directly adjacent to the proposed access road 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.
(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.
-13-

(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 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 traps and 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 vegetative plan to maintain a vigorous, dense vegetative cover.
6.2 ENTRANCE ROAD AREA
6.2.1 Cut Slope Roughening
6.2.1.1 Construction Specifications
• Stair-step grade or groove cut slopes with a gradient steeper than 3H:1 V.
-14-
• 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 disks, 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.
6.2.1.2 Maintenance
• Periodically check the seeded slops for rills and washed out areas. Fill these areas
slightly above the original grade, then reseed and mulch as soon as possible.
-15-
Ak,
0
6.2.2 Temporary Gravel Construction Entrance/Exit
6.2.2.1 Construction Specifications
• Clear the entrance and exit area of all vegetation, roots, and other objectionable
material and properly grade it.
• Place the gravel to the specific grade and dimensions shown on the drawings and
smooth it.
• Provide drainage to carry stormwater to a sediment trap or other suitable outlet as
shown on the drawings.
• Use geotextile fabrics in locations subject to seepage or high water table to improve
stability of the roadway foundation.
6.2.2.2 Maintenance
• Maintain the gravel pad in a condition to prevent mud or sediment from leaving the
construction site. This may require periodic topdressing with 2-inch stone. After
each rainfall, inspect any structure used to trap sediment and clean it out as necessary.
Immediately remove all objectionable materials spilled, washed, or tracked onto
public roadways.
6.2.3 Riprap Lined Diversion Channels
6.2.3.1 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 and 3).
• Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose of properly. All soft or spongy material shall be
-16-
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. 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, 3, and 4).
• 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.
6.2.3.2 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.
6.2.4 Grass Lined Diversion Channels
6.2.4.1 Construction Specifications
• Work covered in this section shall consist of furnishing the labor, materials, tools,
equipment, incidentals, and services necessary to complete the construction a
-17-
triangular shaped, grass lined diversion channels in the locations shown on the design
drawings.
• 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 anticipated velocities during the establishment period.
6.2.5 Sediment Fence
6.2.5.1 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:
Physical Property
Filtering Efficiency
Tensile Strength at
20% (max.) Elongation
Slurry Flow Rate
Requirements
85%
Standard Strength
301b/lin. in (min.)
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 to 120°F.
A&kX
-18-
• Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch diameter
oak, or 1.33 lb/linear feet 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.
• Backfill the trench with compacted soil or gravel placed over the filter fabric.
• Do not attach filter fabric to existing trees.
6.2.5.2 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
-19- - Alkik
6.2.6 Temporary Sediment Trap
6.2.6.1 Construction Specifications
• Clear, grub, and strip the area under the embankment of all vegetation and root mat.
Remove all surface soil containing high amounts of organic matter and stockpile or
dispose it properly. Haul all objectionable material to the designated disposal area.
r
• Ensure that fill material for the embankment is free of roots, woody vegetation,
organic matter, and other objectionable material. Place the fill in lifts not to exceed
9 inches and machine compact it. Over fill the embankment 6 inches to allow for
settlement.
• Construct the outlet section in the embankment. Protect the connection between the
riprap and the soil from piping by using filter fabric or a keyway cutoff trench
between the riprap structure and the soil.
- Place the filter fabric between the riprap and soil. Extend the fabric across the
spillway foundation and sides to the top of the dam; or
- Excavate a keyway trench along the centerline of the spillway foundation
extending up the sides to the height of the dam. The trench should be at least
2 feet deep and 2 feet wide with 1H:1V sideslopes.
• Clear the pond area below the elevation of the crest of the spillway to facilitate
sediment cleanout.
• All cut and fill slopes should be 2H:1 V or flatter.
• Ensure that the stone section of the embankment has a minimum bottom width of
3 feet and maximum side slopes of 1H:1V that extend to the bottom of the spillway
section.
Alk
-20-
• Construct the minimum finished stone spillway bottom width, as shown on the
drawings, with 211:1 V sideslopes extending to the top of the over filled embankment.
Keep the thickness of the sides of the spillway outlet structure at a minimum of
21 inches. The weir must be level and constructed to grade to assure design
capacity.
• Material used in the stone section should be a well-graded mixture of stone with a
D50 size of 9 inches and a maximum stone size of 14 inches. The stone may be
machine placed and the smaller stones worked into the voids of the larger stones.
The stone should be hard, angular, and highly weather-resistant.
• Ensure that the stone spillway outlet section extends downstream past the toe of the
embankment until stable conditions are reached and outlet velocity is acceptable for
the receiving stream. Keep the edges of the stone outlet section flush with the
surrounding ground and shape the center to confine the outflow stream.
• Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow
will not damage the embankment.
• Stabilize the embankment and all disturbed areas above the sediment pool and
downstream from the trap immediately after construction.
• Show the distance from the top of the spillway to the sediment cleanout level on the
plans and mark it in the field.
6.2.6.2 Maintenance
• Inspect temporary sediment traps after each period of significant rainfall. Remove
sediment and restore the trap to its original dimensions when the sediment has
accumulated to one-half the design depth of the trap. Place the sediment that is
removed in the designated disposal area and replace the contaminated part of the
gravel facing.
• Check the structure for damage from erosion or piping. Periodically check the depth
of the spillway to ensure it is a minimum of 1.5 feet below the low point of the
-21-
embankment. Immediately fill any settlement of the embankment to slightly above
design grade. Any riprap displaced from the spillway must be replaced immediately.
• After all sediment-producing areas have been stabilized, remove the structure and all
unstable sediment. Smooth the area to blend with the adjoining areas and stabilize
properly.
6.2.7 Sediment Basin
6.2.7.1 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
compaction equipment but in no case less than 2 feet. Make 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.
• Take fill material from the approved areas shown on the plans. It 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 obtained by routing the construction hauling equipment over the
fill so that the entire surface of each layer is traversed by at least one wheel or read
-22-

track of the heavy equipment, or a compactor may be used. Construct the
embankment to an elevation 10% 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
4-inch 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.
6.2.7.2 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.
-23-

6.2.8 Outlet Stabilization Structure
6.2.8.1 Construction Specifications
• Ensure that the subgrade for the filter and riprap follows the required lines and grades
shown in the attached design drawings (Figures 2 and 3). 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 than the maximum stone
diameter.
• Riprap may be field stone or rough quarry stone. It should be hard, angular, highly
weather-resistant and well graded.
• 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.
-24-
6.2.8.2 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 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 us.
Respectfully submitted,
ALMES & ASSOCIATES, INC.
CONSULTING ENGI ERS ?Q?OFESSi•-s'
0
SE g
William S. Al es P. o?
Project Manager o,,??
•,gAt
S.P•?
WSA:jg
Attachments
V-261 9
-25-

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x
a
APPENDIX A
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM

FINANCIAL RESPONSIBILITY/ OWNERSHIP FORK
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. wav
3. Approximate date land-disturbing activity will be commenced: February 1998
4. Purpose of development (residential, commercial, industrial, etc.): industrial
S. Total acreage disturbed or uncovered (including off-site borrow and waste area's):
14_
6. Amount of fee enclosed $290.00
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. Landowner(s) of Record (Use blank page to list additional owners):
Chambers Waste- Systems of NC
Name(s)
110 South., Rutherf ord Street
Current Mailing Address Current Street Address
Wadesboro, NC 28170
City State Zip City State Zip
10. Recorded in Deed Book No. Page No.
Part B.
1. Person(s) or firm(s) who are financially responsible for this land-disturbing
activity (Use a blank page to list additional persons or firms):
Chambers Waste Systems of NC
Name of Person(s) or Firm(s)
110 South Rutherford Street
Mailing Address
Wadesboro, NC 28170
City State Zip
[phone]
Telephone
Street Address
City State zip
Te ephone
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
City State Zip
Telephone
Street Address
Caty State Zip
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 certificate 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
City State Zip
Telephone
Street Address
City State Zip
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.
-Eep'^ CArza
Type or print name
Signature
59?' 44?
Pt? iovr_1 4& '%eer
Title '-6r Authority
Date
//49/9?
I,. ?h??i>?e? . !•(?1/tG?I?S/??Y , a Notary Public of the County of
State of North Carolina, hereby certify that'Fna_O ?O/
appeared personally before me this day and being duly sworn acknowledged that the
above form was executed, by him.
Witness my hand and notarial seal, t day of Q /ylG 19
Seal tary
My commission expires
•j,?;1,?
APPENDIX B
SUPPORTING CALCULATIONS

C)
BY: LA DATE: 11-13-97 CHKD BY: £?'a • DATE: 11'13'17
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 1 OF 100
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
CALCULATION BRIEF
EROSION AND SEDIMENTATION CONTROL
DETERMINATION OF PEAK DISCHARGE
AND DESIGN OF CONTROLS
ANSON COUNTY SANITARY LANDFILL
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 entrance road to the facility. Also, size all erosion and sedimentation controls
(channels, culverts, riprap aprons, temporary sediment traps, sediment basin, etc.) for the 10-year/24-
hour storm event.
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.
1. 24-Hour, Type H distribution storm event was used.
Frequency Inches of Precipitation
10 5.4
2. A weighted curve number (CN) was detemuned for each drainage area based on the conditions of
the contributing drainage area.
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: LA DATE:1.1-13-97 CHKD BY: ei ,f DATE: 11-13`97
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 2 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
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 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:
Culvert 1 Drainage Area:
The drainage area for Culvert 1 was determined to be 2.3 acres.
Since the drainage area to Culvert 1 is area that will not be disturbed during construction, the
CN is 66.
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.031.
The peak discharge from the Culvert 1 Drainage Area (shown on the attached SEDCAD output)
was calculated to be 5.02 cfs.
Channel 1 Drainage Area:
The drainage area for Channel 1 was determined to be 2.60 acres.
The weighted CN for the Channel 1 Drainage Area was determined as follows:
6.6% of the drainage area will be paved road CN = 98
4.4% of the drainage area will be unpaved road shoulder CN = 82
89% of the drainage area will be undisturbed area CN = 66
The weighted curve number is CN = 69
0
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLA DATE: 11-13-97 CHKD BY: cr?B DATE: /-' 3 - y 7
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 3 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.077.
The peak discharge from the Channel l Drainage Area (shown on the attached SEDCAD
output) was calculated to be 6.28 cfs.
Channel 2 Drainage Area:
The drainage area for Channel 2 was determined to be 0.85 acres.
The weighted CN for the Channel 2 Drainage Area was determined as follows:
12% of the drainage area will be paved road CN = 98
8% of the drainage area will be unpaved road shoulder CN = 82
80% of the drainage area will be undisturbed area CN = 66
The weighted curve number is CN = 72
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.047.
The peak discharge from the Channel 2 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 2.25 cfs.
Channel 3 Drainage Via:
The drainage area for Channel 3 was determined to be 2.40 acres.
The weighted CN for the Channel 3 Drainage Area was determined as follows:
5.5% of the drainage area will be paved road CN = 98
1 % of the drainage area will be unpaved road shoulder CN = 82
93.5% of the drainage area will be undisturbed area CN = 66
The weighted curve number is CN = 68
The time of concentration calculated by SEDCAD (as shown on the attached output) was 0.10.
The peak discharge from the Channel 3 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 5.61 cfs.
CD
ALIMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: LA DATE: 11-13-97 CHKD BY: F= DATE: //_
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 4 OF 10_
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Channel 4 Drainage Area:
The drainage area for Channel 4 was determined to be 4.0 acres.
The weighted CN for the Channel 4 Drainage Area was determined as follows:
4% of the drainage area will be paved road CN = 98
32% of the drainage area will be unpaved road shoulder
and newly graded area CN = 89
64% of the drainage area will be undisturbed area CN = 66
The weighted curve number is CN = 75
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.093.
The peak discharge from the Channel 4 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 11.51 cfs.
Channel 5 Drainage Area:
The drainage area for Channel 5 was determined to be 3.43 acres.
The weighted CN for the Channel 5 Drainage Area was determined as follows:
11% of the drainage area will be paved road CN = 98
7% of the drainage area will be unpaved road shoulder. CN = 82
6% of the drainage area will be disturbed during grading CN = 89
76% of the drainage area will be undisturbed area CN = 66
The weighted curve number is CN = 72
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.088.
The peak discharge from the Channel 5 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 9.08 cfs.
CD
BY: CLA DATE:11-13-97 CHKD BY: MS DATE: 11-15j?-
PROJECT NAME: Anson County E&S Contol Plan
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
PROJECT NO. R97-875-686 SHEET 5 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Channel 6 Drainage Area:
The drainage area for Channel 6 was determined to be 9.3 acres.
The weighted CN for the Channel 6 Drainage Area was determined as follows:
3% of the drainage area will be paved road CN = 98
2% of the drainage area will be unpaved road shoulder CN = 82
7% of the drainage area will be disturbed during grading CN = 89
88% of the drainage area will be undisturbed area CN = 66
The weighted curve number is CN = 69
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.145.
The peak discharge from the Channel 6 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 18.02 cfs.
Culvert 5/Channel 7 Drainage Area:
The drainage area for Culvert 5/Channel 7 was determined to be 11.0 acres. It should be noted
that this 11.0 acres includes the 9.3 acre drainage area for Channel 6, since Channel 6 drains
into Culvert 5. Additionally, Channel 7 is located along a drainage divide. Channel 7
contributes no additional drainage area; therefore, the peak flow to Culvert 5 and Channel 7 is
the same.
The weighted CN for the Culvert 5 Drainage Area was determined as follows:
3% of the drainage area will be paved road CN = 98
2% of the drainage area will be unpaved road shoulder CN = 82
6% of the drainage area will be disturbed during grading CN = 89
89% of the drainage area will be undisturbed area CN = 66
The weighted curve number is CN = 69
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.145.
The peak discharge from the Culvert 5 Drainage Area (shown on the attached SEDCAD output)
was calculated to be 21.32 cfs.
Channel 8 Drainage Area:
0
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: LA DATE: 11-13-97 CHKD BY: fM4 _ DATE: //" 1 -7 " 7
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 6 _ OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Since all of the drainage area to Channel 8, including the Channel 9 drainage area, will be
disturbed during entrance road development, or during borrow area development, the curve
number is CN = 89.
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.153.
The peak discharge from the Channel 8 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 21.67 cfs.
Channel 9 Drainage Area:
The drainage area for Channel 9 was determined to be 2.0 acres.
Since all of the drainage area to Channel 9 will be disturbed during entrance road development,
or the construction of the recycling building, the curve number is CN = 89.
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.119.
The peak discharge from the Channel 9 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 7.61 cfs.
Channel 10 Drainage Area:
The drainage area for Channel 10 was determined to be 1.3 acres.
The weighted CN for the Channel 10 drainage area was determined as follows:
7.4% of the drainage area will be paved road CN = 98
4.9% of the drainage area will be unpaved road shoulder CN = 82
9.3% of the drainage area will be disturbed during grading CN = 89
78.4% of the drainage area will be undisturbed area CN = 66
The weighted curve number is CN = 72
The time of concentration calculated by SEDCAD (as shown on the attached output) was
0.075.
The peak discharge from the Channel 10 Drainage Area (shown on the attached SEDCAD
output) was calculated to be 3.44 cfs.

ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
A DATE: 11-13-97 CHKD BY:=3 DATE:
BY:
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 7 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
CHANNEL DESIGN:
The peak discharge from the drainage area contributing to each channel was then used to size the
channel 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 l 6.28 cfs
Channel 2 2.25 cfs
Channel 3 5.61 cfs
Channel 4 11.51 cfs
Channel 5 18.63 cfs (this includes 9.08 cfs from the
Channel 5 drainage area and
9.55 cfs from the Channel 4
drainage area, since Channel 4
discharges into Channel 5)
Channel 6 18.02 cfs
Channel 7 21.32 cfs
Channel 8 21.67 cfs
Channe19 7.61 cfs
Channel 10 3.44 cfs
Channel 1:
Channel l was sized assuming one reach with an average slope of 5.3%. The SEDCAD output
for the channel design for Channel l is attached. The following is the channel design:
Required Flow 6.28 cfs
Channel Shape Triangular
Top Width 6.0 ft
Depth 1.5 ft
Freeboard 0.47 ft
Channel lining Vegetated
Velocity 2.90 ft/sec
Sideslope 2H:1V
Design Flow Q = AV = {2(2)(3.0)(1.5))(2.90)

Q = 13.05 cfs
CD
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY; LA DATE: 11-13-97 CHKD BY: Z DATE: 11-/3 -117
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 8 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Channel 2:
Channel 2 was sized assuming one reach with an average slope of 5.8%. The SEDCAD output
for the channel design for Channel 2 is attached The following is the channel design:
Required Flow 2.25 cfs
Channel Shape Triangular
Top Width 6.0 ft
Depth 1.5 ft
Freeboard 0.66 ft
Channel lining Vegetated
Velocity 1.57 ft/sec
Sideslope 2H:1V
Design Flow Q = AV = (2(2)(3.0)(1.5)}(1.57)

Q = 7.06 cfs
Channel :
Channel 3 was sized assuming one reach with an average slope of 1.3%. The SEDCAD output
for the channel design for Channel 3 is attached. The following is the channel design:
Required Flow 5.61 cfs
Channel Shape Triangular
Top Width 8.0 ft
Depth 2.0 ft
Freeboard 0.58 ft
Channel lining Vegetated
Velocity 1.39 ft/sec
Sideslope 2H:1V
Design Flow Q = AV = (2(2)(4.0)(2.0))(1.39)

Q = 11.12 cfs
Channel 4.
Channel 4 was sized assuming one reach with an average slope of 4.8%. The SEDCAD output
for the channel design for Channel 4 is attached The following is the channel design:
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLA _ DATE: 11-1 CHKD BY: 25416 DATE: .1.1-.13 -97
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 9 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Required Flow
Channel Shape
Bottom Width
Top Width
Depth
Freeboard
Channel lining
Velocity
Sideslope
Design Flow
hannel :
11.51 cfs
Trapezoidal
2.0 ft
7.0 ft
1.25 ft
0.55 ft
Riprap with D50 = 3 inches
4.79 ft/sec
2H:1 V
Q = AV = [{2(2)(2.5)(1.25))+{(2.0)(1.25)}](4.79)
Q = 26.9 cfs
Channel 5 was sized assuming four separate reaches with varying slopes. The final channel
design is based on two of the four reaches - the depth was based on the shallowest slope region
-and the riprap size was based on the steepest slope region. The SEDCAD output for all four
reaches of the channel design for Channel 5 is attached. The following is the channel design:
Required Flow
Channel Shape
Bottom Width
Top Width
Depth
Minimum Freeboard
Channel lining
Maximum Velocity
Sideslope
Design Flow
Channel 6:
18.63 cfs
Trapezoidal
2.0 ft
10.0 ft
2.0 ft
0.65 ft
Riprap with D50 = 6 inches
5.9 ft/sec
2H:1 V
Q = AV = [12(2 l)(4.0)(2.0)1+ {(2.0)(2.0)}1(2.9)
Q = 34.8 cfs
Channel 6 was sized assuming one reach with an average slope of 2.4%. The SEDCAD output
for the channel design for Channel 6 is attached The following is the channel design:
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLA DATE: 11-13-97 CHKD BY: £!?a DATE: /r-/3-417
PROJECT NAME: Anson County E&S Contol Plan
PROJECT N0. R97-875-686 SHEET 10 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Required Flow
Channel Shape
Bottom Width
Top Width
Depth
Freeboard
Channel lining
Velocity
Sideslope
Design Flow
Channel 7:
18.02 cfs
Trapezoidal
4.0 ft
10.4 ft
1.6 ft
0.53 ft
Riprap with D50 = 6 inches
2.75 ft/sec
2H:1 V
Q = AV = [12(21 )(3.2)(1.6)) + {(4.0)(1.6)11(2.75)
Q = 31.7 cfs
Channel 7 was sized assuming one reach with an average slope of 10.3%. The SEDCAD
output for the channel design for Channel 7 is attached. The following is the channel design:
Required Flow
Channel Shape
Bottom Width
Top Width
Depth
Freeboard
Channel lining
Velocity
Sideslope
Design Flow
hnnl
21.32
Trapezoidal
4.0 ft
10.0 ft
1.5 ft
0.71 ft
Riprap with D50 = 6 inches
4.84 ft/sec
2HAV
Q = AV = [{2(2 )(3.0)(1.5)) + {(4.0)(1.5))1(4.84)
Q = 50.82 cfs
Channel 8 was sized assuming one reach with an average slope of 9.0%. The SEDCAD output
for the channel design for Channel 8 is attached The following is the channel design:
Required Flow
Channel Shape
Bottom Width
Top Width
Depth
Freeboard
21.67 cfs
Trapezoidal
4.0 ft
10.0 ft
1.5 ft
0.67 ft
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLA - DATE: 11-13-97 CHKD BY: el"d DATE: 11-13-97
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 11 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Channel lining Riprap with D50 = 6 inches
Velocity 4.6 ft/sec
Sideslope 2H:1 V
Design Flow Q = AV = [[2(21 )(3.0)(1.5)) + {(4.0)(1.5)}](4.6)
Q = 48.3 cfs
Channel 9:
Channel 9 was sized assuming one reach with an average slope of 1.5%. The SEDCAD output
for the channel design for Channel 9 is attached. The following is the channel design:
Required Flow 7.61 cfs
Channel Shape Triangular
Top Width 8.0 ft
Depth 2.0 ft
Freeboard 0.85 ft
Channel lining Riprap with D50 = 3 inches
Velocity 2.86 ft/sec
Sideslope 2H:1 V
Design Flow Q = AV = {2(2)(4.0)(2.0)}(2.86)

Q = 22.9 cfs
Channel 10:
Channel 10 was sized assuming one reach with an average slope of 1.2%. The SEDCAD
output for the channel design for Channel 10 is attached. The following is the channel design:
Required Flow 3.44 cfs
Channel Shape Triangular
Top Width 8.0 ft
Depth 2.0 ft
Freeboard 0.66 ft
Channel lining Vegetated
Velocity 0.95 ft/sec
Sideslope 2H:1 V
Design Flow Q = AV = (2(2)(4.0)(2.0)}(0.95)

Q = 7.6 cfs
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLA DATE: 11 13-97 CHKD BY: el"3 DATE: //-/.?-,17
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 12 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
C't TLVERT DESIGN:
Culverts were designed using the peak discharge from the contributing channels and drainage
areas. The design discharge, culvert length, culvert slope, entrance loss coefficient, and
Manning's "n" were input into SEDCAD. SEDCAD then calculates the smallest required diameter
for the culvert using the input information. The peak discharge used as a required discharge for
each culvert is listed in the culvert designs below, along with the other information used as input
and the required diameter and design discharge calculated by SEDCAD. The SEDCAD output for
each culvert is attached
Culvert No. 1:
The design for Culvert No. 1 is as follows:
Required Discharge 5.02 cfs
Pipe Length 60 ft
Pipe Slope 8.3%
Entrance Loss Coef. 0.9
Manning's "n" 0.024
Required Diameter 18 in
Design Discharge 5.78 cfs
Culvert No. 2:
The design for Culvert No. 2 is as follows:
Required Discharge 2.25 cfs
Pipe Length 60 ft
Pipe Slope 1.7%
Entrance Loss Coef. 0.9
Manning's "n" 0.024
Required Diameter 12 in
Design Discharge 2.68 cfs
Culvert No. 3:
The design for Culvert No. 3 is as follows:
Required Discharge 5.61 cfs
Pipe Length 60 ft
Pipe Slope 12.5%
Entrance Loss Coe£ 0.9
Manning's "n" 0.024
Required Diameter 12 in
Design Discharge 7.03 cfs
0
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: LA DATE: 11-13-97 CHKD BY: Z2Wff DATE: 11-IJ- 97
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 13 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Culvert No. 4•
The design for Culvert No. 4 is as follows:
Required Discharge 11.51 cfs
Pipe Length 80 ft
Pipe Slope 8.75%
Entrance Loss Coef. 0.9
Manning's "n" 0.024
Required Diameter 18 in °
Design Discharge 16.25 cfs
Culvert No. 5:
The design for Culvert No. 5 is as follows:
Required Discharge 21.32 cfs
Pipe Length 150 ft
Pipe Slope 8%
Entrance Loss Coef. 0.9
Manning's "n" 0.024
Required Diameter 30 in
Design Discharge 26.80 cfs
Culvert No. 6:
The design for Culvert No. 6 is as follows:
Required Discharge 7.61 cfs
Pipe Length 120 ft
Pipe Slope 2.5%
Entrance Loss Coe£ 0.9
Manning's "n" 0.024
Required Diameter 18 in
Design Discharge 11.56 cfs
SEDIMENT TRAP DESIGN:
Sediment traps are being utilized in areas where the installation of conveyance features leading to
the sedimentation basin is not practical and where the construction of a sedimentation basin is not
0
BY: CLA DATE:11-13-97 CHKD BY: 811/4 DATE:
PROJECT NAME: Anson County E&S Contol Plan
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
PROJECT NO. R97-875-686 SHEET 14 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
practical. Per the requirements of Reference 3, the contributing drainage area for a each of the
sediment traps has been limited to less than 5 acres. The location of each sediment trap is shown
on the design drawings. The required capacity of each sediment trap is 1,800 cubic ft/contributing
acre (Ref. 3). The sediment cleanout level for each of the sediment traps is one-half of the design
depth. Additionally, the invert of the spillway has been set an elevation 1.5 ft below the crest
elevation of the sediment trap (Ref. 3). The sediment traps have been designed as shown below.
Sediment Trap 1:
Drainage Area = 3.45 acres (accepts runoff from Channels 1 and 2)
Required Capacity = (1,800 cf/ac)(3.45 ac) = 6,210 cf = 0.14 ac-ft
The sediment trap will be excavated as shown on the design drawings to allow a 3.5 ft deep
pool for storage. Using the equation in Ref. 3, the volume of the sediment trap was calculated
as follows:
Volume = (0.4)(surface area)(depth)
Volume = (0.4)(0.14 ac)(3.5 ft)
Volume = 0.196 ac-ft
Since the volume of the trap is greater than the required capacity, the trap is adequate.
The spillway for the sediment trap will be 10 ft as required by Ref. 3. The sediment trap and
stone weir discharge structure are shown on the design drawings.
Sediment Trap 2:
Drainage Area = 2.4 acres (accepts runoff from Channel 3)
Required Capacity = (1,800 cf/ac)(2.4 ac) = 4,320 cf = 0.10 ac-ft
The sediment trap will be excavated as shown on the design drawings to allow a 4.0 ft deep
pool for storage. Using the equation in Ref. 3, the volume of the sediment trap was calculated
as follows:
Volume = (0.4)(0.07 ac)(4.0 ft)
Volume = 0.11 ac-ft
Since the volume of the trap is greater than the required capacity, the trap is adequate.
The spillway for the sediment trap will be 8 ft as required by Ref. 3. The sediment trap and
stone weir discharge structure are shown on the design drawings.
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLA _ DATE:-11-13-97 CHKD BY: ms's DATE: 13 -97
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 15 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
Sediment Trap I
Drainage Area =1.3 acres (accepts runoff from Channel 10)
Required Capacity = (1,800 cf/ac)(1.3 ac) = 2,340 cf = 0.054 ac-ft

The sediment trap will be excavated as shown on the design drawings to allow a 3.5 ft deep
pool for storage. Using the equation in Ref. 3, the volume of the sediment trap was calculated
as follows:
Volume = (0.4)(0.044 ac)(3.5 ft)
Volume = 0.06 ac-ft
Since the volume of the trap is greater than the required capacity, the trap is adequate.
The spillway for the sediment trap will be 8 ft as required by Ref. 3. The sediment trap and
stone weir discharge structure are shown on the design drawings.
SEDIMENT BASIN DESIGN:
A sediment basin is to be installed to remove sediment from stormwater runoff from a portion of
the entrance road and from the Borrow Area to be developed in the future. The sediment basin has
been designed as described below:
Per the requirements of Reference 3, the sedimentation basin has been designed to have a
sediment storage capacity equal to 1,800 cf/acre. Therefore, since there are 27.10 acres of
drainage area into the sediment basin, the basin has been designed with a sediment storage
capacity of 48,780 cf, or 1.12 ac-ft. This capacity corresponds to the invert elevation of the
principal spillway, or elevation 292.0.
The principal spillway has been designed to discharge a minimum of 0.2 cfs/acre of drainage
area, or 5.4 cfs, with the water surface at the emergency spillway crest elevation (elev. 294.5).
Per the attached SEDCAD output, a pipe size of 24 inches for the principal spillway riser is
more than adequate to accomplish this.
The sediment cleanout elevation is 29 1.0, which is equivalent to half of the 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. Good engineering practice recommends a
dewatering time of no more than 7 days for the basin. The dewatering time calculated by
SEDCAD is 5.4 days.
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLA DATE: 11-13-97 CHKD BY: .0"d DATE: `77
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 16 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
The emergency spillway was designed to pass the 10-year storm event in conjunction with the
principal spillway.
Two anti-seep collars were designed for the principal spillway. The design calculations are
attached. The collar width is 3 ft and the collar length is 3 ft. The collar projection is 0.5 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 = ( rj*((2)2/4)) (2) = 6.3 cf
Weight of water displaced by riser = 62.4 lb/cf(6.3 cf) = 392.1 lb
Volume of concrete pad = (3 ft)(3 ft)(1 ft) = 9 cf
Weight of concrete pad = (150 lb/cf)(9 cf) =1,350 lb
Factor of Safety = 1,3501b/392.1 lb = 3.4 OK
The sedimentation basin design is shown on the design drawings.
RIPRAP APRON:
A riprap apron has been designed at the discharge point of the principal and emergency spillways
of the sedimentation basin to dissipate energy and prevent scour problems. The apron was
designed using Figure 8.06a from Reference 3 (attached).
The riprap apron was designed using the following information:
Diameter of pipe 24 in
Discharge 27.3 cfs
The apron has been designed to have the following dimensions:
Length of apron 18 ft
Width of apron 20 ft
D50 (riprap) 9 inches
Dmax (riprap) 13.5 inches
Riprap thickness 20.25 inches
All channels, culverts, riprap aprons, sediment traps, 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: CLA _ DATE:11-1 - 7 CHKD BY: Zf Nd DATE: //-/3--77
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 17 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
SEDCAD INPUT/OUTPUT
PEAK DISCHARGE DETERMINATION
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CULVERT 1
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CULVERTI
Date: 11-12-1997
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
JSON\CULVERTI User: CLA
11-12-1997 Time: 15:38:50
DISCHARGE TO CULVERT 1
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)
1 1 1 -a 3 100.00 5.60 1.66 0.02
-b 7 260.00 5.60 4.76 0.02 0.031
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\CULVERTI User: CLA
Date: 11-12-1997 Time: 15:38:50
PEAK DISCHARGE TO CULVERT.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
SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cf s) (ac-ft) (cf s)
02
5
1 2.30 66 M 0.031 0.000 0.000 0.0 0.38 .
Type: Null Label: CULVERT 1
Structure-----
- -----30---------- -------- ----------- ------- ----0-38 ----------
-
= Total IN/OUT 2.30
38
0?
5
JL ----------------
-------- --------
----------------
--------
-----------
-- ---- -----
-
-

--
T------
-
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 1
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CHANNELI
Date: 11-05-1997
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
. Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
VSON\CHANNELI User: CLA
11-05-1997 Time: 16:21:48
DISCHARGE TO CHANNEL 1
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
------------------------
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)
-------------
1 1 1 -a --
3
140.00
5.00 1.57
0.02
-b 7 118.00 6.70 5.21 0.01
-c 6 580.00 5.30 3.45 0.05 0.077

Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
VSON\CHANNELI User: CLA
11-05-1997 Time: 16:21:48
DISCHARGE TO CHANNEL 1
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
?S SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cfs) (ac-ft) (cf s)
_1 1 2.60 69 M 0.077 0.000 0.000 0.0 0.49 6.28
Type: Null Label: CHANNEL 1
-11 Structure 2.60 0.49
------------------------------------------------------------------------------
=11 Total IN/OUT 2.60
----
------------------------------------------------0-49------6.28
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 2
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CHANNEL2
Date: 11-13-1997
. Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
gSON\CHANNEL2 User: CLA
11-13-1997 Time: 10:32:27
DISCHARGE TO CHANNEL 2
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
-----------------------
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
T B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)
- 1 1 1 -a 3 125.00 4.80 1.53 0.02
-b 6 170.00 5.80 3.61 0.01
-c 6 155.00 5.80 3.61 0.01 0.047
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
VSON\CHANNEL2 User: CLA
11-13-1997 Time: 10:32:27
DISCHARGE TO CHANNEL 2
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
-----------------------------
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
MGS SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cfs) (ac-ft) (cf s)
--11 1 0.85 72 M 0.047 0.000 0.000 0.0 0.18 2.25
Type: Null Label: CHANNEL 2
.41 Structure 0.85
-------
------- 0.18
--------
----------
--
=1 ---------------
Total IN/OUT -----------------
0.85 -------- ---- 0.18 2.25
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 3
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CHANNEL3
Date: 11-06-1997
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
JSON\CHANNEL3 User: CLA
11-06-1997 Time: 09:54:24
DISCHARGE TO CHANNEL 3
year-24 hour, SCS Type.II
Convolution Interval: 0.1 hr
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)

IL 1 1 1 -a 3 100.00 5.80 1.69 0.02
-b 7 160.00 5.80 4.85 0.01
-c 6 460.00 1.30 1.71 0.07 0.100
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
gSON\CHANNEL3 User: CLA
11-06-1997 Time: 09:54:24
DISCHARGE TO CHANNEL 3
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
tBS SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cfs) (ac-ft) (cf s)
---
111 --------------
1 -----------------
2.40 68 M --------
0.100 -----------
0.000 0.000 -
0.0
0.43
5.61
Type: Null Label: CHANNEL 3
X11 Structure 40----------
2 -------- ----------- ------- ----0-43 ----------
-
-11 -----
Total IN/OUT -
---
2.40 0.43 5.61
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 4
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CHANNEL4
Date: 11-13-1997
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\K
Date:
PEAK
Storm: 5.40 inches, 10
. Hydrograph
Name: ALMES & ASSOCIATES
vSON\CHANNEL4 User: CLA
11-13-1997 Time: 10:34:24
DISCHARGE TO CHANNEL 4
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)
_------------
1 1 1 -a -----------
3 ----------
100.00 -------
4.10
1.42
0.02
-b 7 75.00 2.90 3.43 0.01
-c 7 190.00 9.50 6.20 0.01
-d 6 600.00 3.50 2.81 0.06 0.093
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\CHANNEL4 User: CLA
Date: 11-13-1997 Time: 10:34:24
PEAK DISCHARGE TO CHANNEL 4
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
so 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) (cfs)
111 1 4.00 75 M 0.093 0.000 0.000 0.0 0.93 11.51
Type: Null Label: CHANNEL 4
_11 Structure 4.00
-
-----------
------- 0.93
--------
----------
---
ill ---------------
Total IN/OUT -----------------
4.00 ------- 0.93 11.51

CIVIL SOFTWARE DESIGN
SEDCAD+ Version'3
PEAK DISCHARGE TO CHANNEL 5
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCA03\ANSON\CHANNELS
Date: 11-07-1997
SEDCAD+ ROUTING PARAMETERS UTILITY
Land Flow Vertical Horizontal
Condition Dist. (ft) Dist. (ft) Slope (%) Velocity (fps) Time (hr)
?eeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeee
7 0.25 25.00 1.00 2.01 0.003
6 21.84 520.00 4.20 3.07 0.047
8 15.96 95.00 16.80 12.30 0.002
8 18.10 312.00 5.80 7.22 0.012
8 10.00 400.00 2.50 4.74 0.023
TOTAL Time of Concentration: 0.088
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\Al
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
vSON\CHANNELS User: CLA
11-07-1997 Time: 09:52:18
DISCHARGE TO CHANNEL 5
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
------------------------
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
-3S SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cfs) (ac-ft) (cf s)
----
11 --------------
1 --------
3.43 72 M
0.088
0.000 0.000
0.0
0.72
9.08
Type: Null Label: CHANNEL 5
X11 Structure 3
43 ------ ------------ ------ ----0---- ---------
-
III -----
Total IN/OUT ----------
-
---
3.43 -- 0.72 9.08
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 6
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSCN\CHaNNEL6
Date: 11-12-1997
b
SEDCAD+ ROUTING PARAMETERS UTILITY
Lard Flow Vertical Horizontal
Condition Dist. (ft) Dist. (ft) Slope (t) Velocity (fps) Time (hr)
MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM MMMMMMMMMMMMMMMMMMMMMMMMMMy1
3 0.50 100.00 0.50 0.49 0.056
7 0.40 80.00 0.50 1.42 0.016
7 2.00 50.00_ 4.00 4.03 0.003
7 23.94 210.00 11.40 6.80 0.009
7 16.02 90.00 17.80 8.49 0.003
8 23.52 980.00 2.40 4.65 0.059
TOTAL Time of Concentration: 0.145
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A1
Date:
PEAK
Storm: 5.40 inches; 10
Hydrograph
Name: ALMES & ASSOCIATES
9SON\CHANNEL6 User: CLA
11-12-1997 Time: 16:39:31
DISCHARGE TO CHANNEL 6
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
ME S S W S Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cfs) (ac-ft) (cfs)
-11 1 9.30 69 M 0.145 0.000 0.000 0.0 1.75 18.02
Type: Null Label: CHANNEL 6
-11
--- Structure
------ 9.30 1.75

-11 ---------
Total IN/OUT ----------------
9.30 -------- ----------- ------- --------
'1.75 ----------
18.0'
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAT{ DISCHARGE TO CULVERT 5
I-, Y
Name: CLA
CcmPazy Name: ALMES ?, ASSOCIATE'S
File Name: C:`%SEDC?D3`,:,iiSO^7?,Ct?LVERT5
Date: 11-1?-1097
SEDCAD+ ROUTING PARAMETERS UTILITY
Land Flow Vertical Horizontal
Condition Dist. (ft) Dist. (ft) Slope (t) Velocity (fps) Time (hr)
MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM1 l-*:4,e',I.•:MMMMMMMMMMMMMMMMM
3 0.50 100.00 0.50 0.49 0.056
7 0.40 80.00 0.50 1.42 0_016
7 2.00 50.00 4.00 4.03 0.003
7 23.94 210.00 11.40 6.80 0.009
7 16.02 90.00 17.80 8.49 0.003
8 23.52 980.00 2.40 4.65 0.059
TOTAL Time of Concentration: 0.145
Civil Software Design -- SE7CAD+ Version 3.1
Copyright (C) '1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A1
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name-: ALMES & ASSOCIATES
9SON\CULVERT5 User: CLA
11-12-1997 Time: 15:42:12
DISCHARGE TO CULVERT 5
year-24 hour, SCS Ty-<G II
Convolution Interval: 0.1 hr
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
S SWIS Area CN UHS Tc K x Flow volume Discharge
(ac) (hrs) ( rs) (cfs) (ac-ft) (cfs)
-1 1 111.00 59 M 0.145 0.000 0.000 0.0 07 31.33
Type: Null Label: --UlVERT 5
-11 Structure 11.00 2.07
;1 -Total-IN/OUT-- --'11.00 ---------- -------- ----------- ------- ---- 2.0-1 ---- 21.321-
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 8
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CHANNEL8
Date: 11-13-1997
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
vSON\CHANNEL8 User: CLA
11-13-1997 Time: 10:42:31
DISCHARGE TO CHANNEL 8
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
------------------------
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
?S SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cf s) (ac-ft) (cf s)
?1 1 6.40 89 M 0.153 0.000 0.000 0.0 2.22 21.67
Type: Null Label: CHANNEL 8
-1 Structure 6.40 2.22
-71 Total IN/OUT 6.40 2.22 21.67
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
VSON\CHANNEL8 User: CLA
11-13-1997 Time: 10:42:31
DISCHARGE TO CHANNEL 8
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
-------------------------
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)
-------------
1 1 1 -a ----
3
100.00
1.50
0.86
0.03
-b 7 365.00 12.50 7.12 0.01
-c 6 490.00 1.55 1.87 0.07
-d 8 700.00 3.70 5.77 0.03 0.153
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 9
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CHANNEL9
Date: 11-12-1997
i
Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
9SON\CHANNEL9 User: CLA
11-12-1997 Time: 17:19:15
DISCHARGE TO CHANNEL 9
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
B S SWS # Condition Distance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)
_-------------
1 1 1 -a
I -----------
3 ----------
100.00 -------
1.50 ---------
0.86 --------
0.03 --------------------
F
-b 7 365.00 12.50 7.12 0.01
-c 6 490.00 1.55 1.87 0.07 0.119

Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
VSON\CHANNEL9 User: CLA
11-12-1997 Time: 17:19:15
DISCHARGE TO.CHANNEL 9
year-24 hour, SCS Type II
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)

X11
1
2.00 89 M --------
0.119 -----------
0.000 0.000 -------
0.0 --------
0.69 ----------
7.61
Type: Null Label: CHANNEL 9
X11
-
--- Structure
-------------- 2.00
-------- 0.69
.
111
Total IN/OUT ---------
2.00 -------- ------------ ------ ---------
0.69 ---------
7.61
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO CHANNEL 10
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\CHAN10
Date: 11-12-1997
Civil Software Design SEDCAD+. Version 3.1
Copyright (C) 1987-1992. Pamela J Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
JSON\CHAN10 User: CLA
11-12-1997 Time: 12:38:38
DISCHARGE TO CHANNEL 10
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
DETAILED SUBWATERSHED INPUT/OUTPUT TABLE
Seg. Land Flow Segment Time Muskingum
S SWS # Condition D istance Slope Velocity Time Conc. K X
(ft) (%) (fps) (hr) (hr) (hr)
------------
1 1 -a -------------
3 --------
100.00 -------
2.00 --
0.99
0.03
_b 7 265.00 4.90 4.46 0.02
-c 6 180.00 1.20 1.64 0.03 0.075

Civil Software Design -- SEDCAD+ Version 3.1
Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved.
Company
Filename: C:\SEDCAD3\A]
Date:
PEAK
Storm: 5.40 inches, 10
Hydrograph
Name: ALMES & ASSOCIATES
JSON\CHAN10 User: CLA
11-12-1997 Time: 12:53:49
DISCHARGE TO CHANNEL 10
year-24 hour, SCS Type II
Convolution Interval: 0.1 hr
-----------------------------
SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE
-Hydrology-
Base- Runoff Peak
==?S SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cf s) (ac-ft) (cf s)
-71 1 1.30 72 M 0.075 0.000 0.000 0.0 0.27 3.44
Type: Null Label: CHANNEL 10
IL1 Structure 1.30
-----------
------- 0.27
--------
--
"l ---------------
Total IN/OUT -----------------
1.30 -------- 0.27 3.44
O
BY: LA DATE: 1-13-97_ CHKD BY: DATE: i1"13-lr7
PROJECT NAME: Anson County E&S Contol Plan
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
PROJECT NO. R97-875-686 SHEET 51 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
SEDCAD INPUT/OUTPUT
CHANNEL SIZING CALCULATIONS
SEDCAD+ VEGETATED CHANNEL DESIGN
--------------------------------
CHANNEL 1
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Max. Velocity
Material
Freeboard
TRIANGULAR
6.28 cfs
5.30 0
2.00:1 (L)
4.OOOfps
GRASS MIXTURE
0.5 ft
RESULTS:
STABILITY CLASS C CAPACITY CLASS C
Actual Discharge 6.19 6.18 cfs
Depth 1.03 1.03
Top Width 4.13 4.14
Velocity 2.90 2.88 fps
Cross Sectional Area 2.13 2.14 sq ft
Hydraulic Radius 0.46 0.46 ft
Manning's n 0.071 0.071
Froude Number 0.71 0.71
2.00:1 (R)
w/ FREEBOARD
1.53 ft
6.14 ft
SEDCAD+ VEGETATED CHANNEL DESIGN
--------------------------------
CHANNEL 2
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Max. Velocity
Material
Freeboard
TRIANGULAR
2.25 cfs
5.80
2.00:1 (L)
4.000fps
GRASS MIXTURE
0.5 ft
RESULTS:
STABILITY CLASS C CAPACITY CLASS C
Actual Discharge 2.19 2.18 cfs
Depth 0.84 0.84
Top Width 3.35 3.35
Velocity 1.57 1.55 fps
Cross Sectional Area 1.40 1.40 sq ft
Hydraulic Radius 0.37 0.37 ft
Manning's n 0.119 0.120
Froude Number 0.43 0.42
2.00:1 (R)
W/ FREEBOARD
1.34 ft
5.35 ft
SEDCAD+ VEGETATED CHANNEL DESIGN
--------------------------------
CHANNEL 3
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Max. Velocity
Material
Freeboard
TRIANGULAR
5.61 cf s
1.30
2.00:1 (L)
5.000fps
0.5 ft
RESULTS:
STABILITY CLASS C CAPACITY CLASS C
Actual Discharge 5.58 5.55 cfs
Depth 1.42 1.42
Top Width 5.68 5.68
Velocity 1.39 1.38 fps
Cross Sectional Area 4.03 4.03 sq ft
Hydraulic Radius 0.63 0.63 ft
Manning's n 0.091 0.091
Froude Number 0.29 0.29
2.00:1 (R)
w/ FREEBOARD
1.92 ft
7.68 ft
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 4
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Bottom Width
Manning's n
Material
Freeboard
TRAPEZOIDAL
11.51 cfs
4.80 0
2.00:1 (L)
2.00 ft
0.041
RIPRAP - D50 = 3
0.5 ft
RESULTS:
2.00:1 (R)
INCHES
Depth 0.70 ft
with Freeboard 1.20 ft
Top Width 4.82 ft
with Freeboard 6.82 ft
velocity 4.79 fps
Cross Sectional Area 2.40 sq ft
Hydraulic Radius 0.47 ft
Froude Number 1.20
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 5 - REACH A
INPUT VALUES:
Shape TRAPEZOIDAL
Discharge 18.63 cfs
Slope 4.20
Sideslopes 2.00:1 (L) 2.00:1 (R)
Bottom Width 2.00 ft
Manning's'n 0.069
Material RIPRAP - D50 = 6 INCHES
Freeboard .5 ft
RESULTS:
Depth 1.20 ft
with Freeboard 1.70 ft
Top Width 6.79 ft
with Freeboard 8.79 ft
Velocity 3.54 fps
Cross Sectional Area 5.26 sq ft
Hydraulic Radius 0.72 ft
Froude Number 0.71
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 5 - REACH B
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Bottom Width
Manning's n
Material
Freeboard
TRAPEZOIDAL
18.63 cfs
16.80 01
2.00:1 (L)
2.00 ft
0.069
RIPRAP• - D50 = 6
.5 ft
RESULTS:
2.00:1 (R)
INCHES
Depth 0.85 ft
with Freeboard 1.35 ft
Top Width 5.41 ft
with Freeboard 7.41 ft
Velocity 5.90 fps
Cross Sectional Area 3.16 sq ft
Hydraulic Radius 0.54 ft
Froude Number 1.36
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 5 - REACH C
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Bottom Width
Manning's n
Material
Freeboard
TRAPEZOIDAL
18.63 cf s
5.80
2.00:1 (L) 2.00:1 (R)
2.00 ft
0.069
RIPRAP - D50 = 6 INCHES
.5 ft
RESULTS:
Depth 1.11 ft
with Freeboard 1.61 ft
Top Width 6.43 ft
with Freeboard 8.43 ft
Velocity 3.99 fps
Cross Sectional Area 4.67 sq ft
Hydraulic Radius 0.67 ft
Froude Number 0.82
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 5 - REACH D
INPUT VALUES:
Shape TRAPEZOIDAL
Discharge 18.63 cfs
Slope 2.50
Sideslopes 2.00:1 (L) 2.00:1 (R)
Bottom width 2.00 ft
Manning's n 0.069
Material RIPRAP - D50 = 6 INCHES
Freeboard .5 ft
RESULTS:
Depth 1.35 ft
with Freeboard 1.85 ft
Top Width 7.42 ft
with Freeboard 9.42 ft
velocity 2.92 fps
Cross Sectional Area 6.38 sq ft
Hydraulic Radius 0.79 ft
Froude Number 0.56
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 6
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Bottom Width
Manning's n
Material RIRAP
Freeboard
TRAPEZOIDAL
18.02 cfs
2.40
2.00:1 (L)
4.00 ft
0.069
2.00:1 (R)
- D50 = 6 INCHES
0.5 ft
RESULTS:
Depth
with Freeboard
Top Width
with Freeboard
Velocity
Cross Sectional Area
Hydraulic Radius
Froude Number
1.07 ft
1.57 ft
8.27. ft
10.27 ft
75 fps
6.55 sq ft
0.75 ft
0.55
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 7
INPUT VALUES:
Shape TRAPEZOIDAL
Discharge 21.32 cfs
Slope 10.30
Sideslopes 2.00:1 (L) 2.00:1 (R)
Bottom Width 4.00 ft
Manning's n 0.069
Material RIPRAP - D50 = 6 INCHES
Freeboard 0.5 ft
RESULTS:
Depth 0.79 ft
with Freeboard 1.29 ft
Top Width 7.16 ft
with Freeboard 9.16 ft
velocity 4.84 fps
Cross Sectional Area 4.40 sq ft
Hydraulic Radius 0.58 ft
Froude Number 1.09
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 8
INPUT'VALUES:
Shape
Discharge
Slope
Sideslopes
Bottom Width
Manning's n
Material
Freeboard
TRAPEZOIDAL
21.67 cfs
9.00 0
2.00:1 (L)
4.00 ft
0.069
RIPRAP - D50 = 6
0.5 ft
RESULTS:
2.00:1 (R)
INCHES
Depth 0.83 ft
with Freeboard 1.33 ft
Top Width 7.30 ft
with Freeboard 9.30 ft
Velocity 4.64 fps
Cross Sectional Area 4.67 sq ft
Hydraulic Radius 0.61 ft
Froude Number 1.02
SEDCAD+ NONERODIBLE CHANNEL DESIGN
----------------------------------
CHANNEL 9
INPUT VALUES:
Shape TRIANGULAR
Discharge 7.61 cfs
Slope 1.50 l k
Sideslopes 2.00:1 (L)
Manning's n 0.041
Material RIPRAP - D50 = 3
Freeboard •.5 ft
RESULTS:
2.00:1 (R)
INCHES
Depth 1.15 ft
with Freeboard 1.65 ft
Top Width 4.61 ft
with Freeboard 6.61 ft
Velocity 2.86 fps
Cross Sectional Area 2.66 sq ft
Hydraulic Radius 0.52 ft
Froude Number 0.66
SEDCAD+ VEGETATED CHANNEL DESIGN
--------------------------------
CHANNEL 10
INPUT VALUES:
Shape
Discharge
Slope
Sideslopes
Max. Velocity
Material
Freeboard
TRIANGULAR
3.44 cfs
1.20 0
2.00:1 (L)
5.OOOfps
GRASS MIXTURE
.0.5 ft
RESULTS:
STABILITY CLASS C CAPACITY CLASS C
Actual Discharge 3.42 3.39 cfs
Depth 1.34 1.34
Top Width 5.36 5.36
Velocity 0.95 0.95 fps
Cross Sectional Area 3.59 3.59 sq ft
Hydraulic Radius 0.60 0.60 ft
Manning's n 0.122 0.123
Froude Number 0.21 0.20
2.00:1 (R)
w/ FREEBOARD
1.84 ft
7.36 ft
CD
BY; LA DATE: 11-13-97 CHKD BY: 6.4f a DATE:
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 65 OF 100
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
SEDCAD INPUT/OUTPUT
CULVERT SIZING CALCULATIONS
SEDCAD+ CULVERT SIZING UTILITY
CULVERT 1
Design Discharge = 5.020 cfs
Entrance Loss Coefficient = 0.9
Pipe Length = 60.000 feet
Pipe Slope = 8.300
Manning's n = 0.024
Maximum Headwater = 1.500 feet
Tailwater Depth = 0.000 feet
Smallest Diameter Required to Pass Flow is 18 inches
PERFORMANCE CURVES:
Diameter: 12 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------ Type
---------
-------------
0.15 ------------
0.25 ------
Outlet (Subcritical) 1
0.30 0.49 Outlet (Subcritical) 1
0.45 0.74 Outlet (Subcritical) 2
0.60 0.98 Inlet (Supercritical) 3
0.75 1.39 Inlet (Supercritical) 3
0.90 1.81 Inlet (Supercritical) 3
1.05 2.24 Inlet (Supercritical) 3
1.20 2.68 Inlet (Supercritical) 4
1.35 3.09 Inlet 5
1.50 3.42 Inlet 5
1.65 3.74 Inlet 5
1.80 4.05 Inlet 5
1.95 4.31 Inlet 5
2.10 4.56 Inlet 5
2.25 4.82 Inlet 5
Diameter: 15 inches
Headwater Discharge Flow
(ft) (cfs) Control
----------------- Type
---------
-------------
0.15 ------------
0.28 -------
Outlet (Subcritical) 1
0.30 0.57 Outlet (Subcritical) 2
0.45 0.85 Inlet (Supercritical) 3
0.60 1.24 Inlet (Supercritical) 3
0.75 1.72 Inlet (Supercritical) 3
0.90 2.25 Inlet (Supercritical) 3
1.05 2.83 Inlet (Supercritical) 3
1.20 3.45 Inlet (Supercritical) 3
1.35 4.10 Inlet (Supercritical) 3
1.50 4.71 Inlet (Supercritical) 4
1.65 5.27 Inlet 5
1.80 5.78 Inlet 5
1.95 6.24 Inlet 5
2.10 6.67 Inlet 5
2.25 7.09 Inlet 5
a
0
Diameter: 18 inches
Headwater Discharge Flow
(ft) (cfs) Contr
------- ol
---------------- Type
------
----------
0.15 ------------
0.32 -
Outlet (Subcritical) 1
0.30 0.64 Outlet (Subcritical) 2
0.45 0.97 Inlet (Supercritical) 3
0.60 1.49 Inlet (Supercritical) 3
0.75 2.04 Inlet (Supercritical) 3
0.90 2.70 Inlet (Supercritical) 3
1.05 3.39 Inlet (Supercritical) 3
1.20 4.13 Inlet (Supercritical) 3
1.35 4.93 Inlet (Supercritical) 3
1.50 5.78 Inlet (Supercritical) 3
1.65 6.66 Inlet (Supercritical) 3
1.80 7.46 Inlet (Supercritical) 4
1.95 8.19 Inlet 5
2.10 8.87 Inlet 5
2.25 9.50 Inlet 5
Diameter: 21 inc hes
Headwater Discharge Flow
(ft)
- (cfs) Contr
-
-- ol
---------------- Type
------
----
-----
0.15 ------------
0.36 ----
-
Outlet (Subcritical) 1
0.30 0.71 Outlet (Subcritical) 2
0.45 1.12 Inlet (Supercritical) 3
0.60 1.73 Inlet (Supercritical) 3
0.75 2.40 Inlet (Supercritical) 3
0.90 3.13 Inlet (Supercritical) 3
1.05 3.94 Inlet (Supercritical) 3
1.20 4.82 Inlet (Supercritical) 3
1.35 5.75 Inlet (Supercritical) 3
1.50 6.74 Inlet (Supercritical) 3
1.65 7.77 Inlet (Supercritical) 3
1.80 8.85 Inlet (Supercritical) 3
1.95 9.98 Inlet (Supercritical) 3
2.10 10.97 Inlet 5
2.25 11.90 Inlet 5
Diameter: 24 inc hes
Headwater Discharge Flow
(ft) (cfs) Contr ol
------------ Type
------
----------
0.15 ------------
0.39 --------
Outlet ----
(Subcritical) 1
0.30 0.78 Outlet (Subcritical) 2
0.45 1.29 Inlet (Supercritical) 3
0.60 1.95 Inlet (Supercritical) 3
0.75 2.73 Inlet (Supercritical) 3
0.90 3.59 Inlet (Supercritical) 3
1.05 4.51 Inlet (Supercritical) 3
1.20 5.51 Inlet (Supercritical) 3
1.35 6.57 Inlet (Supercritical) 3
1.50 7.70 Inlet (Supercritical) 3
1.65 8.88 Inlet (Supercritical) 3
1.80 10.11 Inlet (Supercritical) 3
1.95 11.41 Inlet (Supercritical) 3
2.10 12.75 Inlet (Supercritical) 3
2.25 14.13 Inlet (Supercritical) 3
Diameter: 30 inches
Headwater Discharge Flow
(ft) (cfs) Control
----------------- Type
---------
-------------
0.15 ------------
0.45 -------
Outlet (Subcritical) 1
0.30 0.90 Inlet (Supercritical) 3
0.45 1.61 Inlet (Supercritical) 3
0.60 2.45 Inlet (Supercritical) 3
0.75 3.41 Inlet (Supercritical) 3
0.90 4.48 Inlet (Supercritical) 3
1.05 5.64 Inlet (Supercritical) 3
1.20 6.88 Inlet (Supercritical) 3
1.35 8.21 Inlet (Supercritical) 3
1.50 9.62 Inlet (Supercritical) 3
1.65 11.10 Inlet (Supercritical) 3
1.80 12.64 Inlet (Supercritical) 3
1.95 14.26 Inlet (Supercritical) 3
2.10 15.93 Inlet (Supercritical) 3
2.25 17.67 Inlet (Supercritical) 3
SEDCAD+ CULVERT SIZING UTILITY
CULVERT 2
Design Discharge = 2.250
Entrance Loss Coefficient = 0.9
Pipe Length = 60.000
Pipe Slope = 1.700
Manning's n = 0.024
Maximum Headwater = 1.500
Tailwater Depth = 0.000
- Smallest Diameter Required to Pass Flow is
PERFORMANCE CURVES:
Diameter: 8 inches
cfs
f eet
feet
f eet
12 inches
Headwater Discharge Flow
(ft)
------------- (cfs)
------------ Contr
-------- ol
---------------- Type
---------
0.15 0.13 Outlet (Subcritical) 1
0.30 0.25 Outlet (Subcritical) 2
0.45 0.38 Outlet (Subcritical) 2
0.60 0.50 Inlet (Supercritical) 3
0.75 0.63 Inlet (Supercritical) 4
0.90 0.76 Inlet 5
1.05 0.88 Inlet 5
1.20 1.00 Outlet 6
1.35 1.03 Outlet 6
1.50 1.06 Outlet 6
1.65 1.09 Outlet 6
1.80 1.12 Outlet 6
1.95 1.15 Outlet 6
2.10 1.18 Outlet 6
2.25 1.22 Outlet 6
Diameter: 9 inches
Headwater Discharge Flow
(ft)
------------- (cfs)
------------ Control
------------------------ Type
---

0.15
0.19 ------
0
0.30 0.38 0
0.45 0.57 Outlet (Subcritical) 1
0.60 0.76 Outlet (Subcritical) 1
0.75 0.94 Outlet (Subcritical) 1
0.90 1.04 Outlet (Subcritical) 1
1.05 1.11 Outlet (Subcritical) 2
1.20 1.17 Outlet (Subcritical) 2
1.35 1.23 Outlet (Subcritical) 2
1.50 1.29 Outlet (Subcritical) 2
1.65 1.35 Inlet (Supercritical) 3
1.80 1.42 Inlet (Supercritical) 3
1.95 1.48 Inlet (Supercritical) 3
2.10 1.54 Inlet (Supercritical) 4
2.25 1.60 Inlet (Supercritical) 4
Diameter: 12 inches
Headwater Discharge Flow
(ft)
----------- (cfs)
------------ Control
------------------------ Type
-----

0.15
0.65
Outlet (Subcritical) -
1
0.30 1.08 Outlet (Subcritical) 1
0.45 1.27 Outlet (Subcritical) 1
0.60 1.45 Outlet (Subcritical) 1
0.75 1.64 Outlet (Subcritical) 1
0.90 1.82 Outlet (Subcritical) 1
1.05 2.01 Outlet (Subcritical) 1
1.20 2.23 Outlet (Subcritical) 2
1.35 2.46 Inlet'(Supercritical) 3
1.50 2.68 Inlet (Supercritical) 4
1.65 2.91 Outlet 6
1.80 3.06 Outlet 6
1.95 3.16 Outlet 6
2.10 3.27 Outlet 6
2.25 3.37 Outlet 6
Diameter: 15 inches
Headwater Discharge Flow
(ft)
---------- (cfs)
------------ Control
------------------------ Type
-------
0.15 1.51 Outlet (Subcritical) 1
0.30 1.66 Outlet (Subcritical) 1
0.45 1.81 Outlet (Subcritical) 1
0.60 1.96 Outlet (Subcritical) 1
0.75 2.20 Outlet (Subcritical) 1
0.90 2.46 Outlet (Subcritical) 1
1.05 2.73 Outlet (Subcritical) 1
1.20 2.99 Outlet (Subcritical) 1
1.35 3.66 Outlet (Subcritical) 1
1.50 4.22 Outlet (Subcritical) 2
1.65 4.67 Inlet (Supercritical) 4
1.80 5.06 Outlet 6
1.95 5.25 Outlet 6
2.10 5.45 Outlet 6
2.25 5.65 Outlet 6
Diameter: 18 inches
Headwater Discharge Flow
(ft)
---------- (cfs)
------------- Control
------------------------ Type
------
0.15 0.32 Outlet (Subcritical) 1
0.30 0.64 Outlet (Subcritical) 2
0.45 0.97 Inlet (Supercritical) 3
0.60 1.49 Inlet (Supercritical) 3
0.75 3.16 Outlet (Subcritical) 1
0.90 3.38 Outlet (Subcritical) 1
1.05 3.60 Outlet (Subcritical) 1
1.20 3.82 Outlet (Subcritical) 1
1.35 4.14 Outlet (Subcritical) 1
1.50 4.99 Outlet (Subcritical) 1
1.65 5.89 Outlet (Subcritical) 1
1.80 6.80 Outlet (Subcritical) 1
1.95 7.55 Inlet (Supercritical) 4
2.10 8.11 Outlet 6
2.25 8.43 Outlet 6
* (Transition Region - Data may need to be smoothed.)
Diameter: 21 inches
Headwater Discharge Flow
(ft)
------------- (cfs)
----------- Control
------------------------- Type
-----

0.15
0.36
Outlet
(Subcritical) ----
1
0.30 0.71 Outlet '(Subcritical) 2
0.45 1.12 Inlet (Supercritical) 3
0.60 1.73 Inlet (Supercritical) 3
0.75 2.40 Inlet (Supercritical) 3
0.90 3.13 Inlet (Supercritical) 3
1.05 3.94 Inlet (Supercritical) 3
1.20 5.18 Outlet (Subcritical) 1
1.35 5.51 Outlet (Subcritical) 1
1.50 5.84 Outlet (Subcritical) 1
1.65 6.53 Outlet (Subcritical) 1
1.80 7.63 Outlet (Subcritical) 1
1.95 8.77 Outlet (Subcritical) 1
2.10 9.94 Outlet (Subcritical) 1
2.25 11.54 Outlet 6
* (Transition Region - Data may need to be smoothed.)
SEDCAD+ CULVERT SIZING UTILITY
CULVERT 3
Design Discharge = 5.610 cfs
Entrance Loss Coefficient = 0.9
Pipe Length = 60.000 feet
Pipe Slope = 12.500 01
Manning's n = 0.024
Maximum Headwater = 4.000 feet
Tailwater Depth = 0.000 feet
Smallest Diameter Required to Pass Flow is 12 inches
PERFORMANCE CURVES:
Diameter: 8 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------ Type
---------
-------------
0.40 ------------
0.49 ------
Outlet (Subcritical) 2
0.80 0.99 Inlet 5
1.20 1.39 Inlet 5
1.60 1.79 Inlet 5
2.00 2.03 Inlet 5
2.40 2.10 Inlet 5
2.80 2.16 Inlet 5
3.20 2.23 Inlet 5
3.60 2.30 Inlet 5
4.00 2.36 Inlet 5
4.40 2.43 Inlet 5
4.80 2.50 Inlet 5
5.20 2.56 Outlet 6
5.60 2.63 Outlet 6
6.00 2.69 Outlet 6
Diameter: 9 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------ Type
---------
-------------
0.40 ------------
0.54 --------
Outlet ----
(Subcritical) 2
0.80 1.10 Inlet (Supercritical) 3
1.20 1.73 Inlet (Supercritical) 4
1.60 2.22 Inlet 5
2.00 2.61 Inlet 5
2.40 3.00 Inlet 5
2.80 3.08 Inlet 5
3.20 3.16 Inlet 5
3.60 3.23 Inlet 5
4.00 3.31 Inlet 5
4.40 3.39 Inlet 5
4.80 3.47 Inlet 5
5.20 3.55 Outlet 6
5.60 3.63 Outlet 6
6.00 3.70 Outlet 6
Diameter: 12 inches
Headwater Discharge Flow
(ft) (cfs)
--
- Control
------------------------ Type
---------
-------------
0.40 -----
----
0.65 Outlet (Subcritical) 2
0.80 1.53 Inlet (Supercritical) 3
1.20 2.68 Inlet (Supercritical) 4
1.60 3.63 Inlet 5
2.00 4.39 Inlet 5
2.40 5.06 Inlet 5
2.80 5.61 Inlet 5
3.20 6.14 Inlet 5
3.60 6.61 Inlet 5
4.00 7.03 Inlet 5
4.40 7.17 Inlet 5
4.80 7.31 Inlet 5
5.20 7.45 Inlet 5
5.60 7.60 Outlet 6
6.00 7.74 Outlet 6
Diameter: 15 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------ Type
---------
-------------
0.40 ------------
0.76 ------
Outlet (Subcritical) 2
0.80 1.88 Inlet (Supercritical) 3
1.20 3.45 Inlet (Supercritical) 3
1.60 5.10 Inlet 5
2.00 6.39 Inlet 5
2.40 7.46 Inlet 5
2.80 8.40 Inlet 5
3.20 9.25 Inlet 5
3.60 10.03 Inlet 5
4.00 10.74 Inlet 5
4.40 11.41 Inlet 5
4.80 12.06 Inlet 5
5.20 12.65 Inlet 5
5.60 13.11 Inlet 5
6.00 13.36 Inlet 5
Diameter: 18 inches
Headwater Discharge Flow
(ft) (cfs) Control
----------- Type
---------
-------------
0.40 ------------
0.86 --------
Inlet -----
(Supercritical) 3
0.80 2.26 Inlet (Supercritical) 3
1.20 4.13 Inlet (Supercritical) 3
1.60 6.36 Inlet (Supercritical) 3
2.00 8.42 Inlet 5
2.40 10.10 Inlet 5
2.80 11.52 Inlet 5
3.20 12.80 Inlet 5
3.60 13.96 Inlet 5
4.00 15.02 Inlet 5
4.40 16.02 Inlet 5
4.80 16.96 Inlet 5
5.20 17.84 Inlet 5
5.60 18.69 Inlet 5
6.00 19.50 Inlet 5
Diameter: 21 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------ Type
---------
-------------
0.40 ------------
0.95 ------
Inlet (Supercritical) 3
0.80 2.64 Inlet (Supercritical) 3
1.20 4.82 Inlet (Supercritical) 3
1.60 7.42 Inlet (Supercritical) 3
2.00 10.31 Inlet (Supercritical) 4
2.40 12.77 Inlet 5
2.80 14.85 Inlet 5
3.20 16.66 Inlet 5
3.60 18.30 Inlet 5
4.00 19.81 Inlet 5
4.40 21.20 Inlet 5
4.80 22.51 Inlet 5
5.20 23.75 Inlet 5
5.60 24.93 Inlet 5
6.00 26.05 Inlet 5
SEDCAD+ CULVERT SIZING UTILITY
CULVERT 4
Design Discharge = 11.510 cfs
Entrance Loss Coefficient = 0.9
Pipe Length = 80.000 feet
Pipe Slope = 8.750
Manning's n = 0.024
Maximum Headwater = 4.500 feet
Tailwater Depth = 0.000 feet
Smallest Diameter Required to Pass Flow is 18 inches
PERFORMANCE CURVES:
Diameter: 12 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------- Type
---------
-------------
0.45 ------------
0.74 -----
Outlet (Subcritical) 2
0.90 1.81 Inlet (Supercritical) 3
1.35 3.09 Inlet 5
1.80 4.05 Inlet 5
2.25 4.82 Inlet 5
2.70 5.36 Inlet 5
3.15 5.83 Outlet 6
3.60 6.09 Outlet 6
4.05 6.22 Outlet 6
4.50 6.35 Outlet 6
4.95 6.48 Outlet 6
5.40 6.61 Outlet 6
5.85 6.74 Outlet 6
6.30 6.88 Outlet 6
6.75 7.01 Outlet 6
Diameter: 15 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------- Type
---------
-------------
0.45 ------------
0.85 -----
Inlet (Supercritical) 3
0.90 2.25 Inlet (Supercritical) 3
1.35 4.10 Inlet (Supercritical) 3
1.80 5.78 Inlet 5
2.25 7.09 Inlet 5
2.70 8.18 Inlet 5
3.15 9.15 Inlet 5
3.60 10.02 Inlet 5
4.05 10.62 Outlet 6
4.50 11.08 Outlet 6
4.95 11.31 Outlet 6
5.40 11.54 Outlet 6
5.85 11.77 Outlet 6
6.30 12.00 Outlet 6
6.75 12.21 Outlet 6
Diameter: 18.inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------------ Type
---------
-------------
0.45 ------------
0.97 Inlet (Supercritical) 3
0.90 2.70 Inlet (Supercritical) 3
1.35 4.93 Inlet (Supercritical) 3
-1.80 7.46 Inlet (Supercritical) 4
2.25 9.50 Inlet 5
2.70 11.18 Inlet 5
3.15 12.64 Inlet 5
3.60 13.96 Inlet 5
4.05 15.15 Inlet 5
4.50 16.25 Inlet 5
4.95 17.25 Inlet 5
5.40 18.04 Outlet 6
5.85 18.40 Outlet 6
6.30 18.75 Outlet 6
6.75 19.10 Outlet 6
Diameter: 21 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------- Type
---------
-------------
0.45 ------------
1.12 -----
Inlet (Supercritical) 3
0.90 3.13 Inlet (Supercritical) 3
1.35 5.75 Inlet (Supercritical) 3
1.80 8.85 Inlet (Supercritical) 3
2.25 11.90 Inlet 5
2.70 14.35 Inlet 5
3.15 16.44 Inlet 5
3.60 18.30 Inlet 5
4.05 19.99 Inlet 5
4.50 21.54 Inlet 5
4.95 22.99 Inlet 5
5.40 24.35 Inlet 5
5.85 25.63 Inlet 5
6.30 26.86 Inlet 5
6.75 27.61 Outlet 6
Diameter: 24 inches
Headwater Discharge Flow
(ft) (cfs) Control T?e
----
No ----- ----
--- --- -------------- ---
--
0.45 1.29 Inlet (Supercritical) 3
0.90 3.59 Inlet (Supercritical) 3
1.35 6.57 Inlet (Supercritical) 3
1.80 10.11 Inlet (Supercritical) 3
2.25 14.13 Inlet (Supercritical) 3
2.70 17.54 Inlet 5
3.15 20.43 Inlet 5
3.60 22.97 Inlet 5
4.05 25.25 Inlet 5
4.50 27.34 Inlet 5
4.95 29.28 Inlet 5
5.40 31.10 Inlet 5
5.85 32.82 Inlet 5
6.30 34.46 Inlet 5
6.75 36.02 Inlet 5
Diameter: 30 inches
Headwater Discharge Flow
(ft) (cfs) Control
--------------- Type
---------
-------------
0.45 ------------
1.61 --------
Inlet -
(Supercritical) 3
0.90 4.48 Inlet (Supercritical) 3
1.35 8.21 Inlet (Supercritical) 3
1.80 12.64 Inlet (Supercritical) 3
2.25 17.67 Inlet (Supercritical) 3
2.70 23.22 Inlet (Supercritical) 3
3.15 28.37 Inlet 5
3.60 32.76 Inlet 5
4.05 36.63 Inlet 5
4.50 40.13 Inlet 5
4.95 43.34 Inlet 5
5.40 46.33 Inlet 5
5.85 49.14 Inlet 5
6.30 51.81 Inlet 5
6.75 54.33 Inlet 5
SEDCAD+ CULVERT-SIZING UTILITY
CULVERT 5
Design Discharge = 21.320 cfs
Entrance Loss Coefficient = 0.9
Pipe Length = 150.000 feet
Pipe Slope = 8.000
Manning's n = 0.024
Maximum Headwater = 3.000 feet
Tailwater Depth = 0,.000 feet
Smallest Diameter Required to Pass Flow is 30 inches
PERFORMANCE CURVES:
Diameter: 21 inches
Headwater Discharge Flow
(ft) (cfs) Control
--------------------- Type
---------
-------------
0.30 ------------
0.71 ---
Outlet (Subcritical) 2
0.60 1.73 Inlet (Supercritical) 3
0.90 3.13 Inlet (Supercritical) 3
1.20 4.82 Inlet (Supercritical) 3
1.50 6.74 Inlet (Supercritical) 3
1.80 8.85 Inlet (Supercritical) 3
2.10 10.97 Inlet 5
2.40 12.77 Inlet 5
2.70 14.35 Inlet 5
3.00 15.78 Inlet 5
3.30 17.09 Inlet 5
3.60 18.30 Inlet 5
3.90 19.44 Inlet 5
4.20 20.51 Inlet 5
4.50 21.54 Inlet 5
Diameter: 24 inches
Headwater Discharge Flow
(ft) (cfs) Control
------------------ Type
---------
-------------
0.30 ------------
0.78 ------
Outlet (Subcritical) 2
0.60 1.95 Inlet (Supercritical) 3
0.90 3.59 Inlet (Supercritical) 3
1.20 5.51 Inlet (Supercritical) 3
1.50 7.70 Inlet (Supercritical) 3
1.80 10.11 Inlet (Supercritical) 3
2.10 12.75 Inlet (Supercritical) 3
2.40 15.40 Inlet (Supercritical) 4
2.70 17.54 Inlet 5
3.00 19.52 Inlet 5
3.30 21.31 Inlet 5
3.60 22.97 Inlet 5
3.90 24.51 Inlet 5
4.20 25.97 Inlet 5
4.50 27.34 Inlet 5
Diameter:
30 inches
Headwater Discharge Flow
(ft) (cfs) Control
---------------------
- Type
------
----------
0.30 ------------
0.90 -
-
Inlet (Supercritical) 3
0.60 2.45 Inlet (Supercritical) 3
0.90 4.48 Inlet (Supercritical) 3
1.20 6.88 Inlet (Supercritical) 3
1.50 9.62 Inlet (Supercritical) 3
1.80 12.64 Inlet (Supercritical) 3
2.10 15.93 Inlet (Supercritical) 3
2.40 19.46 Inlet (Supercritical) 3
2.70 23.22 Inlet (Supercritical) 3
3.00 26.80 Inlet 5
3.30 29.91 Inlet 5
3.60 32.76 Inlet 5
3.90 35.39 Inlet 5
4.20 37.83 Inlet 5
4.50 40.13 Inlet 5
Diameter: 36 inches
Headwater Discharge Flow
(ft) (cfs) Control
-----------
- Type
------
----------
0.30 ------------
1.04 --------
Inlet ---
-
(Supercritical) 3
0.60 2.92 Inlet (Supercritical) 3
0.90 5.37 Inlet (Supercritical) 3
1.20 8.26 Inlet (Supercritical) 3
1.50 11.54 Inlet (Supercritical) 3
1.80 15.17 Inlet (Supercritical) 3
2.10 19.12 Inlet (Supercritical) 3
2.40 23.36 Inlet (Supercritical) 3
2.70 27.87 Inlet (Supercritical) 3
3.00 32.64 Inlet (Supercritical) 3
3.30 37.66 Inlet (Supercritical) 3
3.60 42.48 Inlet (Supercritical) 4
3.90 46.39 Inlet 5
4.20 50.23 Inlet 5
4.50 53.80 Inlet 5
Diameter: 42 inches
Headwater Discharge Flow
(ft) (cfs) Control
-------------- Type
------
----------
0.30 ------------
1.22 --------
Inlet --
(Supercritical) 3
0.60 3.42 Inlet (Supercritical) 3
0.90 6.26 Inlet (Supercritical) 3
1.20 9.64 Inlet (Supercritical) 3
1.50 13.47 Inlet (Supercritical) 3
1.80 17.70 Inlet (Supercritical) 3
2.10 22.30 Inlet (Supercritical) 3
2.40 27.25 Inlet (Supercritical) 3
2.70 32.51 Inlet (Supercritical) 3
3.00 38.08 Inlet (Supercritical) 3
3.30 43.93 Inlet (Supercritical) 3
3.60 50.06 Inlet (Supercritical) 3
3.90 56.44 Inlet (Supercritical) 3
4.20 62.48 Inlet (Supercritical) 4
4.50 67.35 Inlet 5
Diameter: 45 inches
Headwater Discharge
(ft) (cfs) Control
Flow
Type
0.30 1.32 Inlet (Supercritical) 3
0.60 3.66 Inlet (Supercritical) 3
0.90 6.71 Inlet (Supercritical) 3
1.20 10.32 Inlet (Supercritical) 3
1.50 14.43 Inlet (Supercritical) 3
1.80 18.96 Inlet (Supercritical) 3
2.10 23.90 Inlet (Supercritical) 3
2.40 29.19 Inlet (Supercritical) 3
2.70 34.84 Inlet (Supercritical) 3
3.00 40.80 Inlet (Supercritical) 3
3.30 47.07 Inlet (Supercritical) 3
3.60 53.63 Inlet (Supercritical) 3
3.90 60.47 Inlet (Supercritical) 3
4.20 67.59 Inlet (Supercritical) 3
4.50 73.80 Inlet 5
SEDCAD+ CULVERT SIZING UTILITY
CULVERT 6
Design Discharge = 7.610 cfs
Entrance Loss Coefficient = 0.9
Pipe Length = 120.000 feet
Pipe Slope = 2.500 01
Manning's n = 0.024
Maximum Headwater = 4.500 feet
Tailwater Depth = 0.000 feet
smallest Diameter Required to Pass Flow is 18 inches
PERFORMANCE CURVES:
Diameter: 12 inches
Headwater Discharge Flow
(ft) (cfs)
-- Control
------------------------ Type
---------
-------------
0.45 ----------
0.74 Outlet (Subcritical) 2
0.90 1.81 Inlet (Supercritical) 3
1.35 3.02 Inlet 5
1.80 3.20 Inlet 5
2.25 3.38 Inlet 5
2.70 3.56 Outlet 6
3.15 3.75 Outlet 6
3.60 3.93 Outlet 6
4.05 4.08 Outlet 6
4.50 4.22 Outlet 6
4.95 4.35 Outlet 6
5.40 4.49 Outlet 6
5.85 4.62 Outlet 6
6.30 4.76 Outlet 6
6.75
-------------
------------- 4.89
------------
------------ Outlet
------------------------
------------------------ 6
---------
---------
Diameter: 15 inches
Headwater Discharge Flow
(ft)
------------- (cfs)
------------ Control
------------------------ Type
---------
0.45 0.85 Inlet (Supercritical) 3
0.90 2.25 Inlet (Supercritical) 3
1.35 4.10 Inlet (Supercritical) 3
1.80 5.32 Inlet 5
2.25 5.93 Outlet 6
2.70 6.26 Outlet 6
3.15 6.56 Outlet 6
3.60 6.85 Outlet 6
4.05 7.13 Outlet 6
4.50 7.38 Outlet 6
4.95 7.64 Outlet 6
5.40 7.89 Outlet 6
5.85 8.13 Outlet 6
6.30 8.35 Outlet 6
6.75
-------------
------------- 8.58
------------
------------ Outlet
--------
--------
----------------
---------------- 6
---------
---------
Diameter: 18 inches
Headwater Discharge Flow
(ft) (cfs)
-- Control
------------------------ Type
---------
-------------
0.45 ----------
0.97 Inlet (Supercritical) 3
0.90 2.70 Inlet (Supercritical) 3
1.35 4.93 Inlet (Supercritical) 3
1.80 7.46 Inlet (Supercritical) 4
2.25 9.15 Inlet 5
2.70 9.72 Outlet 6
3.15 10.23 Outlet 6
3.60 10.69 Outlet 6
4.05 11.14 Outlet 6
4.50 11.56 Outlet 6
4.95 11.98 Outlet 6
5.40 12.37 Outlet 6
5.85 12.75 Outlet 6
6.30 13.13 Outlet 6
6.75 13.49 Outlet 6
Diameter: 21 inches
Headwater Discharge Flow
(ft) (cfs) Control
-
------- Type
---------
-------------
0.45 ------------
1.12 --------
Inlet ------
--
(Supercritical) 3
0.90 3.13 Inlet (Supercritical) 3
1.35 5.75 Inlet (Supercritical) 3
1.80 8.85 Inlet (Supercritical) 3
2.25 11.90 Inlet 5
2.70 14.03 Outlet 6
3.15 14.76 Outlet 6
3.60 15.45 Outlet 6
4.05 16.12 Outlet 6
4.50 16.76 Outlet 6
4.95 17.37 Outlet 6
5.40 17.97 Outlet 6
5.85 18.54 Outlet 6
6.30 19.11 Outlet 6
6.75
-------------
------------- 19.64
------------
------------ Outlet
--------
--------
----------------
---------------- 6
---------
---------
Diameter: 24 inches
Headwater Discharge Flow
(ft) (cfs) Control
---------------------
- Type
---------
-------------
0.45 ------------
1.29 -
-
Inlet (Supercritical) 3
0.90 3.59 Inlet (Supercritical) 3
1.35 6.57 Inlet (Supercritical) 3
1.80 10.11 Inlet (Supercritical) 3
2.25 14.13 Inlet (Supercritical) 3
2.70 17.54 Inlet 5
3.15 20.12 Outlet 6
3.60 21.12 Outlet 6
4.05 22.07 Outlet 6
4.50 22.98 Outlet 6
4.95 23.85 Outlet 6
5.40 24.69 Outlet 6
5.85 25.51 Outlet 6
6.30 26.30 Outlet 6
6.75 27.07 Outlet 6
Diameter: 30 inches
Headwater Discharge Flow
(ft) (cfs) Contr
-- ol
---------------- Type
---------
-------------
0.45 ------------
1.61 ------
Inlet (Supercritical) 3
0.90 4.48 Inlet ,(Supercritical) 3
1.35 8.21 Inlet (Supercritical) 3
1.80 12.64 Inlet (Supercritical) 3
2.25 17.67 Inlet (Supercritical) 3
2.70 23.22 Inlet (Supercritical) 3
3.15 28.37 Inlet 5
3.60 32.76 Inlet 5
4.05 36.49 Inlet 5
4.50 38.33 Outlet 6
4.95 39.91 Outlet 6
5.40 41.42 Outlet 6
5.85 42.88 Outlet 6
6.30 44.29 Outlet 6
6.75 45.66 Outlet 6
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: LA DATE: 11-13 -97 . CHKD BY: XOfB DATE:
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 84 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
SEDCAD INPUT/OUTPUT
SEDIMENTATION BASIN DESIGN
CIVIL SOFTWARE DESIGN
SEDCAD+ Version 3
PEAK DISCHARGE TO SEDIMENTATION BASIN
by
Name: CLA
Company Name: ALMES & ASSOCIATES
File Name: C:\SEDCAD3\ANSON\BASIN
Date: 11-13-1997
SEDCAD+ ROUTING PARAMETERS UTILITY
Land Flow Vertical Horizontal
)ndition Dist. (ft) Dist. (ft) Slope (o) Velocity (fps) Time (hr)
_?eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee
3 3.30 120.00 2.75 1.16 0.029
7 23.12 340.00 6.80 5.25 0.018
TOTAL Time of Concentration: 0.047
Tme o? Concen?--ra.)=ion for 5--diMe 4o 4-jnn ?BQ(SD in br-W na"g- Are -&
SEDCAD+ ROUTING PARAMETERS UTILITY
Land Flow Vertical Horizontal
Condition Dist. (ft) Dist. (ft) Slope (t) Velocity (fps) Time (hr)
eeeeee eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee
eee
3 4.10 100.00 4.10 1.42 0.020
7 2.18 75.00 2.90 3.43 0.006
7 18.05 190.00 9.50 6.20 0.009
6 21.00 600.00 3.50 2.81 0.059
TOTAL Time of Concentration: 0.094
Trne o-P Concen4fa?h &-?1, for Channel y - -b-ou n9c. 14rcD,
SEDCAD+ ROUTING PARAMETERS UTILITY
Land Flow Vertical Horizontal
)ndition Dist. (ft) Dist. (ft) Slope (t) Velocity (fps) Time (hr)
eeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeee
7 0.25 25.00 1.00 2.01 0.003
6 21.84 520.00 4.20 3.07 0.047
8 15.96 95.00 16.80 12.30 0.002
8 18.10 312.00 5.80 7.22 0.012
8 10.00 400.00 2.50 4.74 0.023
TOTAL Time of Concentration: 0.088
Tme. d Concer-Aro-+ion -for ChanntI 5 brainab- Pt -U -
SEDCAD+ ROUTING PARAMETERS UTILITY
Land Flow Vertical Horizontal
Condition Dist. (ft) Dist. (ft) Slope (%) Velocity (fps) Time (hr)
MMMMMMMMMMM MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM
3 0.50 100.00 0.50 0.49 0.056
7 0.40 80.00 0.50 1.42 0.016
7 2.00 50.00 4.00 4.03 0.003
7 23.94 210.00 11.40 6.80 0.009
7 16.02 90.00 17.80 8.49 0.003
8 23.52 980.00 2.40 4.65 0.059
TOTAL Time of Concentration: 0.145
Trme 0- Cor 4zjv- o-h' rnv -?o?' Chopr)6 c, + Cuf ve rt 5 Dra ?U?L ACeA.
SEDCAD+ ROUTING PARAMETERS UTILITY
and Flow Vertical Horizontal
ondition Dist. (ft) Dist. (ft) Slope (o) Velocity (fps) Time (hr)
eeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee eeeeeeeeeeeeeeeee eeeeeeeeee
3 1.50 100.00 1.50 0.86 0.032
7 45.63 365.00 12.50 7.12 0.014
6 7.59 490.00 1.55 1.87 0.073
8 25.90 700.00 3.70 5.77 0.034
TOTAL Time of Concentration: 0.153
TTi? A 9 Conc&4ro-- 7 ,, -for Chaooe 1 8 4 ChomeJ q -b-aCnaq,?L Area-
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\BASIN User: CLA
Date: 11-13-1997 Time: 10:46:59
PEAK DISCHARGE TO SEDIMENTATION BASIN
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
==;S SWS Area CN UHS Tc K X Flow Volume Discharge
(ac) (hrs) (hrs) (cf s) (ac-ft) (cf s)
1 1 4.00 75 M 0.094 0.000 0.000 0.0 0.93 11.51
Type: Null Label: CHANNEL 4
11 Structure 4.00
------
------------------ 0.93
--------
----------
--
ML1 ----------------
Total IN/OUT -----------
4.00 ------- 0.93 11.51

31 1 3.43 72 M 0.088 0.000 0.000 0.0 0.72 9.08
Type: Null Label: CHANNEL 5
!11 Structure 3.43
--------------- 1.64
--------
---------
_ ----------------
Total IN/OUT -----------
7.43 ------------- ---- 1.64 20.59

tl to 211 Routing 0.000 0.000
--
l ----------------
1 --------- -
11.00 69 ---
M 0.145
0.000 0.000 0.0
2.07
21.32
Type: Null Label: CHANNEL 6+CULVERT 5
?21 Structure 11.00
- 2.07
-
-----
---------
---
:21 ---------------
Total IN/OUT -----------
11.00 ------------- ----
-------------- -
-
2.07 21.32
---
31 -------------
1
6.40 89
M 0.153
0.000 0.000 0.0
2.22
21.67
Type: Null Label: CHANNEL 8+CHANNEL 9
;!.-;1 Structure 6.40 2.22
--------
---
=:;1 ---------------
Total IN/OUT -----------
6.40 ------------- ------------------- --------
2.22 -
21.67
X11 1 2.26 89 M 0.047 0.000 0.000 0.0 0.78 8.60
Type: Pond Label: SEDI MENTATION BASIN
41
--- Structure
--------------- 2.26
-----------
-------------
------------------- 6.71
--------
---------
1
0
? Total IN 27.09 6.71 69.94
1
1 Total OUT 6.26 27.56
tl to 311 Routing 0.000 0.000
-----------------------------------------------------
- ----------------------------------------------------
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\BASIN User: CLA
Date: 11-13-1997 Time: 10:46:59
PEAK DISCHARGE TO SEDIMENTATION BASIN
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
POND INPUT/OUTPUT TABLE
J3, B1, S1
SEDIMENTATION BASIN
Drainage Area from J3, B1, S1, SWS(s)l: 2.3 acres
Total Contributing Drainage Area: 27.1 acres
ISCHARGE OPTIONS:
Perf. Emergency
Riser Spillway
#ser Diameter (in) 24.0 ----
Riser Height (ft) 2.00 ----
aarrel Diameter (in) 24.0 ----
Barrel Length (ft) 110.00 ----
arrel Slope (%) 3.60 ----
nning's n.of Pipe 0.024 ----
illway Elevat ion 292.0 ----
west Elevation of Holes 291.0 =___
of Holes/Elevation 4
trance Loss Coefficient ---- ----
Tilwater Depth (ft) ---- ----
tch Angle (degrees) ---- ----
ir Width (ft) ---- ----
phon Crest Elevation
phon Tube Diameter (in) ____ ____
Rphon Tube Length (ft)
Eanning's n of Siphon ---- ----
phon Inlet Elevation =___ ____
phon Outlet Elevation
) ergency Spillway Elevation ---- 294.5
- est Length (ft) ---- 30.0
1 (Left and Right) -- -- 2.0 2.0
ttom Width (ft) ---- 15.0
Cf°TD RESULTS :
Permanent
Pool
(ac-ft)
0.6
Runoff Peak
volume Discharge
(ac-ft) (cfs)
IN 6.71 69.94
OUT 6.26 27.56
Peak Hydrograph
Elevation Detention Time
(hrs)
294.6 1.47
-ewatering Time (Max. Perf. Riser Elev to Lowest Orifice): 5.4 days

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\BASIN User: CLA
Date: 11-13-1997 Time: 10:46:59
PEAK DISCHARGE TO SEDIMENTATION BASIN
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
ELEVATION-DISCHARGE TABLE
J3, B1, S1
SEDIMENTATION BASIN
Drainage Area from J3, B1, S1, SWS(s)1: 2.3 acres
Total Contributing Drainage Area: 27.1 acres
Perf. Emergency Total
Riser Spillway Discharge
levation (cfs) (cfs) (cfs)
290.00 0.0 0.0 0.0
290.25 0.0 0.0 0.0
290.50 0.0 0.0 0.0
290.75 0.0 0.0 0.0
91.00 0.0>0.75 0.0 0.0
291.25 0.0 0.0 0.0
291.50 0.0>0.75 0.0 0.0
291.75 0.1 0.0 0.1
292.00 0.1 0.0 0.1
292.25 2.4 0.0 2.4
292.50 6.9 0.0 6.9
292.75 12.7 0.0 12.7
293.00 15.1 0.0 15.1
293.25 16.9 0.0 16.9
293.50 18.5 0.0 18.5
293.75 20.0 0.0 20.0
294.00 21.4 0.0 21.4
294.25 22.7 0.0 22.7
294.50 23.9 0.0 23.9
294.75 25.1 6.1 31.2
295.00 26.2 12.2 38.4
295.20 27.1 17.1 44.2
295.25 27.3 17.1 44.4
295.30 27.5 22.1 49.6
295.40 27.9 27.6 55.5
295.50 28.3 33.5 61.8
295.75 29.3 48.1 77.4
296.00 29.7 73.9 103.7
********* ******************************************* **************************
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\BASIN User: CLA
Date: 11-13-1997 Time: 10:46:59
PEAK DISCHARGE TO SEDIMENTATION BASIN
Storm: 5.40 inches, 10 year-24 hour, SCS Type II
Hydrograph Convolution Interval: 0.1 hr
ELEVATION-AREA-CAPACITY-DISCHARGE TABLE
J3, B1, S1
SEDIMENTATION BASIN
Drainage Area from J3, B1, S1, SWS(s)1: 2.3 acres
Total Contributing Drainage Area: 27.1 acres
SW#1: Perforated Riser
SW#2: Emergency Spillway
Jev Stage Area Capacity Discharge
(ft) (ac) (ac-ft) (cfs)
-======================
90 00 0 00 0 57 0.00 0 00
90.25 0.25 0.58 0.14 0.00
90.50 0.50 0.59 0.29 0.00
).75 0.75 0.60 0.44 0.00
91.00 1.00 0.60 0.59 0.00 Low Orifice of SW#1
91.25 1.25 0.61 0.74 0.03
-91.50 1.50 0.62 0.89 0.04
91.75 1.75 0.63 1.05 0.08
492.00 2.00 0.64 1.21 0.10 Stage of SW#1
-92.25 2.25 0.65 1.37 2.43
92.50 2.50 0.66 1.53 6.89
92.75 2.75 0.67 1.70 12.65
-93.00 3.00 0.67 1.87 15.13
-93.25 3.25 0.68 2.04 16.91
93.50 3.50 0.69 2.21 18.53
=93.75 3.75 0.70 2.38 20.01
94.00 4.00 0.71 2.56 21.39
4.25
7 9 4.25 0.72 2.74 22.69
-94.50 4.50 0.73 2.92 23.92 Stage of SW#2
-94.63 4.63 0.74 3.01 27.56 Peak Stage
94.75 4.75 0.74 3.10 31.20
95.00 5.00 0.75 3.29 38.42
95.20 5.20 0.76 3.44 44.17
95.25 5.25 0.77 3.48 44.38
95.30 5.30 0.77 3.52 49.58
=95.40 5.40 0.77 3.60 55.45
95.50 5.50 0.78 3.67 61.77
-95.75 5.75 0.79 3.87 77.42
- 16.00 6.00 0.80 4.07 103.66

CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
By: LA DATE: 11-13-97 CHKD BY: CMB DATE: /x'13-97
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 96 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design 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:
= pipe slope 0• U3ic
Ls y (z + 4) 1 + 0.25-pipe slope 0.Z6 -U.03Ce
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 \hzeatic
??ti: ProJecti
o? Line
Embankment
Invert
Intersection Ls
pipe diameter
18.18
ANTI-SEEP COLLAR DESIGN
200
150
J h
100'
C
J
a?
O
O
N 50
15 .ly -
0

loo
' IX I
7 A
w 0 11101 s
7. x 0
L.LL
=ft

oll

I
Z/

'loll
i
71
r i
COLLAR PROJECTION. V. FEET
I 2 3 4 '

1
I I I I F. v I IX , 1 1 11
1 1 11 : 1 I l l.:

I I I ?
( :

NOTE : This
rocedure is
p
for o 15 % ihcrease
in the length of the
now porn.
10 i.
9
8 ?
a
7 N_
L
O
6 p
V
n
5 1:
4
2

18.19
CD
ALMES & ASSOCIATES, INC.
CONSULTING ENGINEERS
BY: CLA - DATE: 11-13-97 CHKD BY: 4'4fa DATE:
PROJECT NAME: Anson County E&S Contol Plan
PROJECT NO. R97-875-686 SHEET 99 OF 100
DESCRIPTION Erosion and Sedimentation Control Plan
Design Calculations
FIGURE 8.06a
RIPRAP APRON DESIGN
Appendices
3o
Outlet W = Do + La
pipe
diameter (Do)
La ---?t
ilwater < 0.5Do
o
9 1
W
9`r0E PQ 60
dal
VeV
I
LIJ
v? 5
20
10
0
r ?" s
.a
l5
J ?
3 L ?
RR,
N,
trtt tl °` a
y..1-
,i;? .?il ?;-? ? i
II 101t?d15- s 1 .?. „ ?:• 71
?
:,. h Iii ?ii ?
3 5 10 20 50 100 200
Discharge (ft3/sec)
a
..
4
,
3

I
V
2 N

"

' ?
L

cc
11 M . 1 1
-
. to
I # =
. r
0
500 1 000
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 dameter).
Rev. ]2x93 8.06.3
a
-v
m
z
v
x
n
APPENDIX C
EROSION AND SEDIMENTATION CONTROL PLAN CHECKLIST

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT., HEALTH
AND NATURAL RESOURCES
LAND QUALITY SECTION
EROSION AND SEDII+=ATION CONTROL PLAN CHECKLIST
The following items shall be incorporated with respect to
specific site conditions, in an erosion and sedimentation control
plan:
LOCATION INFORMATION
Figure" 1 &
Narrative Project location
Figure &
Narrative Roads, streets
r-figures
1, 2, & 3 North arrow
Figures
1, 2, & 3 Scale
Figures
1, 2, & 3 Adjoining lakes, streams or other major drai .rage ways
GENERAL SITE FEATURES
Figures
1, 2, & 3 North arrow
rigures
1, 2, & 3 Scale
Figures
1, 2, & 3 Property lines
Figures
1, 2, & 3 Legend
Figures
1, 2, & 3 Existing contours
Figures
2 & 3 Promosed contours
Figures
2 & 3 Limit and acreage of disturbed area
Figures
2 & 3 Planned and existing building locations and elevations
Figures
2 & 3 Planned and existing road locations and elevations
NA Lot and/or building numbers
Figures
1, 2, & 3 Land use of surrounding areas
NA Rock outcrops
NA . Seeps or springs
NA Wetland limits
Figures
2 & 3 Easements
Figures
2 & 3
Streams, lakes, ponds, drainage ways, dams
Figure 1 Boundaries of the total tract
BORROW AND WASTE AREAS
NA 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 & 3
Stockpiled topsoil or subsoil location
NA Street profiles
SITE DRAINAGE FEATURES
Figures
2 F. 3
Existing and planned drainage patterns (include off-.
site areas that drain through project)
Figures
2 & 3
Size of Areas to be disturbed (Acreage)
Figures
2, 3, & 4
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 runo.Lf
coefficients of the site)
Figure 4 &
Narrative Design calculations and construction details for
culverts and storm sewers.
Figure 4 &
Narrative Design calculations, cross sections and method of
stabilization of existing and planned channels.(include
temporary linings)
Figure 4 &
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)
Narrative soil informaiotn 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 & 3 Legend.
Figures
2 & 3 Location of temporary and permanent measures
Figures
1 through 6 Construction drawings and details for temporary and
permanent measures
Figures 5 & 6 &
Narrative Design calculations and construction details for
sediment basins and other=measures.
Figure 6 &
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 5 &
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 6 &
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.
m
C
m
m
Cl)
FIGURES

u C7
??% ?.. - s,.?'•\ I .? ' ?,;, I \..., ??•. ,:, :_ ice:/ , ? J _ J ; -, ;?
'o 0)
/350 ri'- 1 ?? • ?,-_? ,,\_ I .- _ , ? _ _ ?.
=Polka
W.
nk.3
,i •J _ C. , t ;/ :. - ` i .?=
1 I i r' .ry.
• ? , . ?err*?.: SEA OARO - , I? _ ' ?- .i?`? ^???? ..-l`/ _ '- ro
cu T
chrr
?. §' ^. , l u:lt < e
qw.
61 h qj 286
1250
z4wtr
260
arty r
State Prisc^
(I,? , ?? ror-? =APPROXIMATE
; SITE LOCATION'
1 .0 NJ
'?\ l? 1`` ?,?)Nepr6rov\? •I;ti r /. `R ? , I `..
em <
I.?t ?'???:,• ??.:-? ? . i Ili • •==,1•) ? ?. G?=' 1? '
100 , i
U.S.G.S. 7.5 MINUTE TOPOGRAPHIC QUADRANGLE S C A L E
MAP OF POLKTON, N.C., DATED 1970, AND 2000 0 2000 FEET
RUSSELLVILLE, N.C. DATED 1971.
PiflSBUROH. PA.
RALEIGH, W. SITE LOCATION MAP DRAWN BY PJH 11/20/O
CHECKED B'Y
EROSION AND SEDIMENTATION CONTROL PLAN APPROVED BY G'u7,11 ?( ZO
PREPARED FOR SCALE DRAWING NO.
AUM s It ?? AMM OOUW SW MY LANNU AS NOTED 97-875-A3
AMM COUM. NWH CAROLM
FIGURE NO. 1