NCC212266_Site Plan or Location Map_20210415

WestRock
FB&D JOB NO. Y7819
Y7819-CONTROL-PLAN
EROSION & SEDIMENTATION CONTROL PLAN
FOR PENSTOCK REPLACEMENT PROJECT
WESTROCK
ROANOKE RAPIDS, NC
U�c FORD, BACON & DAVIS
�JQQ A Limited Liability Company
Rev.
Date
Description
Pages
Originated
Checked
Reviewed
Approved
A
10/09/20
ISSUED FOR APPROVAL
1-45
DCP
B
11/16/20
ISSUED FOR APPROVAL
ALL
DCP
C
12/02/20
ISSUED FOR APPROVAL
ALL
DCP
ARO�l,�';
.•Q� q-•••� ,
p : NO 020946 2: 0

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
TABLE OF CONTENTS
December 2, 2020
Revision: C
Page 1
1.0 NARRATIVE...................................................................................................................2
PROJECT DESCRIPTION
SITE DESCRIPTION
ADJACENT PROPERTIES
SOILS
2.0 SEDIMENT & EROSION CONTROL PRACTICES USED.............................................3
3.0 CONSTRUCTION SCHEDULE....................................................................................13
4.0 MAINTENANCE PLAN.................................................................................................14
5.0 VEGETATIVE PLAN.....................................................................................................15
SUPPORTING CALCULATIONS
6.0 APPENDIX
LOCATION MAP
USGS TOPOGRAPHIC MAP
USDA SOILS MAP
FEMA FIRMETTE
DRAINAGE AREA MAP

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
NARRATIVE
PROJECT DESCRIPTION
December 2, 2020
Revision: C
Page 2
The purpose of the project is to construct two underground pipe lines, a 60" penstock and a 12" drain
line in the same trench. All areas disturbed during construction will be returned to their original ground
cover with the exception of asphalt paved areas which will be graveled. The construction project is
located on two parcels (0900081 (3999-16-93-2854) and 0900084 (3999-12-85-5872)) which total 209+/-
acres located Roanoke Rapids, Halifax County, on the east side of the intersection of Gaston Road and
Vepco Street on the south side of the Roanoke River. (see Vicinity Map). Approximately 2.17+/- acres
will be disturbed during this construction.
SITE DESCRIPTION
The construction area slopes from south west to north east, starting at the southwest next to the canal
at 10% for approximately 50 feet, then gently slopes toward the river at a slope generally 1%, at the
river the slope steepens to 15% for the final 30+/- feet at the northeast. The site is now covered with
grass vegetation, and minor amounts of gravel paving and asphalt paving in poor condition. There is one
12" Cedar tree, located adjacent to the proposed pipe line approximately midway on the northwest
side. The site along the river embankment is covered with thick brush and trees, none of which is
planned to be disturbed. There is no evidence of any erosion.
Adjacent Property
Site is bordered on the north by the Roanoke River, and on the south, east and west by Dominion
Power, and the Roanoke Rapids Sanitary District on the west also.
Soils
The soil in the project area is mapped as Emporia -Urban land complex (ErB) with 0 to 6% slopes. It is
considered a fine sandy loam.
Typically, the sequence, depth, color, and texture of the layers of this Emporia soil are as follows:
Surface layer: 0 to 10 inches —brown fine sandy loam
Subsurface layer: 10 to 17 inches —yellowish brown fine sandy loam
Subsoil: 17 to 43 inches —yellowish brown sandy clay loam
43 to 58 inches —yellowish brown clay that has gray, red, and brownish yellow
mottles
Substratum: 58 to 67 inches —mottled yellowish brown, gray, strong brown, and red clay loam
that has thin strata of sandy loam

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 3
Permeability: Moderately slow or moderate in the upper part of the subsoil and slow or
moderately slow in the lower part
Available water capacity: Moderate
Surface runoff: Medium
Hazard of water erosion: Moderate
High water table: At a depth of 3.0 to 4.5 feet from November through April
SEDIMENT & EROSION CONTROL PRACTICES USED
Temporary Gravel Construction Entrance/Exit -- Practice 6.06
A temporary gravel construction entrance will be installed near the south east the construction area,
connecting to an existing driveway. During wet weather it may be necessary to wash vehicle tires at this
location. The entrance will be graded so that runoff water will be directed to one of the basins.
.�
2-3 „
coarse aggregate
Figure 6.46a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va SWCC).
Dimensions of gravel pad —
Thickness: 6 inches minimum
Width: 12-feet minimum or full width at all points of the vehicular entrance and exit area, whichever is
greater
Length: 50-feet minimum

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 4
Construction Specifications
1. Clear the entrance and exit area of all vegetation, roots, and other objectionable material
and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans, and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextile fabrics because they improve stability of the foundation in locations subject
to seepage or high water table.
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.
Land Grading -- Practice 6.02
Fine grading will be required on approximately 1.79 acres. The grading will return the construction zone
to the predevelopment grades/slopes to reduce the overall erosion potential of the site. The surface will
be disked and vegetated according to the Vegetation Plan.
A minimum 15—ft undisturbed buffer zone will be maintained around the perimeter of the disturbed
area. (NOTE: This will reduce water and wind erosion, help contain sediment, reduce dust, and reduce
final landscaping costs.)
Skimmer Sediment Basin -- Practice 6.64
Two (2) Skimmer Sediment Basins will be constructed along the north side of the two (2) drainage areas
of the construction site.
All water from disturbed areas, about 2.17+/- acres, will be directed to these basins before leaving the
site. Drainage Area Al (3.08+/- acres) will flow to Basin #1 at the northwest, and drainage area A2
(1.05+/- acres) will drain to Basin #2 at the northeast. See pages 7.11 — 7.13 for details and pages 7.35
— 7.37 for supporting calculations.
Construction Specifications
1. 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 of it
properly. Haul all objectionable material to the designated disposal area.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 5
2. 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.
3. Shape the basin to the specified dimensions. Prevent the skimming device from settling into the
mud by excavating a shallow pit under the skimmer or providing a low support under the
skimmer of stone or timber.
4. Place the barrel (typically 4-inch schedule 40 pvc pipe) 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. Place the fill material around the pipe spillway in 4-inch layers 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 the firm contact with its foundation when compacting under
the pipe haunches.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before crossing it
with construction equipment. In no case should the pipe conduit be installed by cutting a trench
through the dam after the embankment is complete.
5. Assemble the skimmer following the manufactures instructions, or as designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet of the
barrel pipe. Attach the flexible joint to the barrel pipe and position skimmer over the excavated
pit or support. Be sure to attach a rope to the skimmer and anchor it to the side of the basin,
this will be used to pull the skimmer to the side for maintenance.
7. 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 soil.
• Place the filter fabric between the riprap and the soil. Extend the fabric across the spillway
foundation and sides to the top of the dam; or
• Excavate a keyway trench along the center line 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
1:1 side slopes.
8. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment
cleanout.
9. All cut and fill slopes should be 2:1 or flatter.
10. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3
feet and maximum side slopes of 1:1 that extend to the bottom of the spillway section.
11. Construct the minimum finished stone spillway bottom width, as shown on the plans, with 2:1
side slopes 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.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 6
12. Material used in the stone section should be a well -graded mixture of stone with a d50 size of 9
inches (class B erosion control stone is recommended) 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.
13. 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 (References: Outlet Protection).
14. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not
damage the embankment.
15. Stabilize the embankment and all disturbed areas above the sediment pool and downstream
from the trap immediately after construction (References: Surface Stabilization).
16. Show the distance from the top of the spillway to the sediment cleanout level (1/2 the design
depth) on the plans and mark it in the field.
17. Install porous baffles as specified in Practice 6.65, Porous Baffles.
18. After all sediment -producing areas have been permanently stabilized, remove the structure and
all unstable sediment. Smooth the area to blend with the adjoining areas and stabilize properly.
Plan View
Inflow
structure
Emergency
spillway
Average - Area
Width W L
* Area of basin water surface at Baf fles
top of principal spillway elevation

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 7
FB&D Project No. Y7819
z)ealmenT Cross -Section
storage zone View
Figure 6.64c Example of a sediment basin with a skimmer outlet and emergency spillway. From Pennsylvania
Erosion and Sediment Pollution Control Manual, March, 2000.
Arm Assembly
-C" Enclosure
PERSPECTIVE
PVC End PVC Vent Schedule 40
Ca PVC Elbow Pipe
p � � \� / PVC Pipe
PVC End
4 7Cap
Schedule 40
PVC Tee PVC Pipe PVC Pipe
z" Holes in PVC Tee Orifice
Underside Flexible Plate
Hose
END VIEW
Co
yG Bottom Surface
FRONT VIEW
Figure 6.64a Schematic of a skimmer, from Pennsylvania Erosion and Sediment Pollution Control Manual,
March, 2000.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Maintenance
December 2, 2020
Revision: C
Page 8
Inspect skimmer sediment basins at least weekly and after each significant (% inch or greater) rainfall
event and repair immediately. Remove sediment, and restore the trap to its original dimensions when
the sediment has accumulated to one-half the design depth of the first baffle. Pull skimmer to on side so
that sediment underneath it can be excavated. Excavate the sediment from the entire basin, not just
around the skimmer or first cell. Make sure vegetation growing in the bottom of the basin does not hold
down the skimmer.
Place the sediment that is removed in the designated disposal area, and replace the part of the gravel
facing that is impaired by sediment.
Repair baffles if they are damaged. Re -anchor the baffles if water is flowing underneath or around them.
Clean any debris/trash from the skimmer. Clean the skimmer orifices and remove any blockages from
the skimmer arm or barrel pipe.
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 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 permanently stabilized, remove the structure and all
unstable sediment. Smooth the area to blend with the adjoining areas, and stabilize properly.
Sediment Fence -- Practice 6.62
A sediment fence will be constructed around the topsoil stockpile and along the channel berm adjacent
to the deep cut area as necessary to prevent sediment from entering the channels.
Construction specifications
Materials
1. Use a synthetic filter fabric of at least 95% by weight of polyolfins or polyester, which is certified
by the manufacturer or supplier as conforming to the requirements in ASTM D 6461, which
shown in part in Table 6.62b.
2. Ensure that posts for sediment fences are 1.25 lb/linear ft minimum steel with a minimum
length of 5 feet. Make sure that steel posts have projections to facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with minimum 14 gauge and
a maximum mesh spacing of 6 inches.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Table 6.62b Specifications For Sediment Fence Fabric
December 2, 2020
Revision: C
Page 9
Temporary Silt Fence Material Property Requirements
Supported'
Un-Supported' Type of
Test Material Units Silt Fence
Silt Fence Value
Grab Strength ASTM D 4632 N (lbs)
Machine Direction 400
550 MARV
(90)
(90)
X-Machine Direction 400
450 MARV
(90)
(90)
Perrnittivity2 ASTM D 4491 Sec-1 0.05
0.05 MARV
Apparent Opening Size ASTM D 4751 mm 0.60
0.60 Max. ARV3
(US Sieve #) (30)
(30)
70% after
Ultraviolet Stability ASTM D 4355 Retained
70% after
Typical
500h of exposure
Strength
500h of exposure
Silt Fence support shall consist of 14 gage steel wire with a mesh spacing of 150 mm (6 inches), or prefabricated poylmer mesh of
equivalent strength.
2 These default values are based on empirical evidence with a variety of sediment. For environmentally
sensitive areas, a review of
previous experience and/or site or regionally specific geotextile tests in accordance with Test Method D 5141 should be performed
by the agency to confirm suitability of these requirements.
'As measured in accordance with Test Method D 4632.
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabric.
2. Ensure that the height of the sediment fence does not exceed 24 inches above ground surface.
3. Construct the filter fabric from a continuous roll cut to length of the barrier to avoid joints.
When joints are necessary, securely fasten the filter cloth only at a support post with 4 feet
minimum overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to the upslope side of the
posts. Extend the wire mesh support to the bottom of the trench. Fasten the wire
reinforcement, the fabric on the upslope side of the fence post. Wire or plastic zip ties should
have a minimum 50 pound tensile strength.
5. When a wire mesh support fence is used, space posts a maximum of 8 feet apart. Support posts
should be driven securely into the ground a minimum of 24 inches.
6. Extra strength filter fabric with 6 feet post spacing does not require wire mesh support fence.
Securely fasten the filter fabric directly to posts. Wire or plastic zip ties should have a minimum
50 pound tensile strength.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed line of
posts and upslope from the barrier.
8. Place 12 inches of the fabric along the bottom and side of the trench.
9. Backfill the trench with soil placed over the filter fabric and compact. Thorough compaction of
the backfill is critical to silt fence performance.
10. Do not attach filter fabric to trees.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 10
FB&D Project No. Y7819
8" down & 4"
forward along
24" the trench
Filter
,L I fabric
Wire
fence
Cross -Section
View
Filter
Steel fabric Backfill trench Natural
post and compact ground
thoroughly
• •4-' • : ; • ups
... min.
.• •8"
2min
4"
: •• "•••
Figure 6.62a Installation detail of a sediment fence.
MAINTENANCE
Inspect sediment fences at least once a week and after each rainfall. Make any required repairs
immediately.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 11
Should the fabric of a sediment fence collapse, tear, decompose or become ineffective, replace
promptly.
Remove sediment deposits as necessary to provide adequate storage volume for 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.
Dust Control — Practice 6.84
Dust control is not expected to be a problem due to the small area of exposure, the undisturbed
perimeter of trees around the site, and the relatively short time of exposure (not to exceed 6 months).
Should excessive dust be generated, it will be controlled by sprinkling.
Concrete Washout Station
A concrete washout station will be provided near the pipe storage area.
DESCRIPTION
Prevent or reduce the discharge of pollutants to storm water from concrete waste by conducting off —
site washout, performing on -site washout in a designated area, and training employees and
subcontractors.
Targeted pollutants: concrete waste
CONSTRUCTION GUIDELINES:
1. Avoid mixing excess amounts of fresh concrete or cement on site.
2. Perform washout of concrete trucks off site or in designated areas only.
3. Do not wash out concrete trucks into storm drains, open ditches, streets, or streams.
4. Avoid dumping excess concrete in non -designated dumping areas.
For On —site washout:
1. Locate washout area at least 50 ft from storm drains, open ditches, or water bodies. Construct a
temporary pit or bermed/diked area with a paved or gravel approach to capture liquid and solid waste.
2. Wash out wastes into the temporary pit where the concrete can set, be broken up, and then disposed
of properly.
3. When washing concrete to remove fine particles and expose the aggregate, drain the water to a
bermed, diked or level area.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 12
4. Avoid washing sweepings from exposed aggregate concrete into the street or storm drain. Collect and
return sweepings to aggregate base stockpile or dispose in the trash.
5. Train employees and subcontractors in proper concrete waste management.
EXCAVATED PIT CONCRETE WASHOUT
EARTHEN BERM
EARTHEN BERM
PLASTIC LINER
PLASTIC LINER
-8"
PLACED UNDER BERN
OVER BERM
TOP OF 5'-0"
(ENTRY SIDE ONLY)
GRAVEL -FILLED BAG
CUT f
ORIGINAL GROUND
N
I
PLASTIC LINER
SECTION B-B
PLASTIC LINER
NOT TO SCALE
PLASTIC LINER
OVER BERM
OVER BERM
EARTHEN BERM
EARTHEN BERM
GRAVEL-FILLED
C
PLLWEIR
GRAVEL -FILLED BAG
BAG
SECTION A -A
ORIGINAL GROUND
NOT TO SCALE
3'-2" 14'-9" MIN 3'-2"
TYP
TYP
EDGE OF PLASTIC LINER
NOTE 2)
GRAVEL -FILLED
i/
BAGS
7(SEE
0 I O
GOF-
PLASTIC LINER
I
-j A)
rn
TOP OF CUT
I
EARTHEN ' 3:1
BERM / I ♦ \
v�
Q-\1
ENTRY SIDE OFF' 4" MIN
WASHOUT FACILITY EARTHEN BERM
PLASTIC LINER PLACED UNDER
BERM (ENTRY SIDE ONLY)
TEMPORARY CONCRETE WASHOUT NOT TO SCALE

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
MAINTENANCE:
December 2, 2020
Revision: C
Page 13
1. Inspect subcontractors to ensure that concrete wastes are being properly managed. Temporary
washout facilities must be cleaned, or new facility must be constructed and ready for use once the
washout is 75% full.
2. If using a temporary pit, dispose hardened concrete on a regular basis. Holes, depressions or other
ground disturbance caused by the removal of the temporary concrete washout shall be backfilled and
repaired.
Notes
1. Contractor must provide a designated area for concrete wash down of tools, concrete mixer chutes,
and the rear of the vehicles. This area must have a concrete washout facility and shall be constructed
per the detail shown above.
2. The concrete washout facility shall be located at a minimum of 5o feet from storm drains, open
ditches, or water bodies.
3. Washout discharge from the cleaning of concrete trucks, tools and other equipment shall be
transported off —site and disposed of properly.
4. It is prohibited to wash out the mixing drum of concrete trucks on —site
5. Actual layout can be determined in field or as —shown in plan.
6. Concrete washout sign shall be provided within 30' of the concrete washout facility.
CONSTRUCTION SCHEDULE
"Erosion and Sediment Control (E&SC) permit and a Certificate of Coverage (COC) must be obtained
before any land disturbing activities occur." The COC can be obtained by filling out the electronic
Notice of Intent (e-NOI) form at https://protect-
us.mimecast.com/s/Df LCW61ZVC5XzmJSxaxNx?domain=deg.nc.gov. Please note, the e-NOI form
may only be filled out once the plans have been approved. A copy of the E&SC permit, the COC, and
a hard copy of the plan must be kept on site, preferably in a permits box, and accessible during
inspection.
Obtain plan approval and other applicable permits.
Flag the work limits and mark the oak tree and buffer area for protection.
Hold preconstruction conference at least one week prior to starting construction.
Install sediment fence as the first construction activity.
Install skimmer sediment basins as second construction activity.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 14
Install temporary gravel construction entrance/exit.
Complete construction area clearing, remove asphalt paving and dispose of as directed by the owner on
site, remove topsoil within the pipeline excavation area and place in stock pile area for future use.
Construct the concrete wash area.
Excavate for and construct pipelines per pipeline design drawings (separate package).
After pipelines have been constructed, tested, backfilled and approved by the owner and engineer,
complete final grading for driveways/roads and parking and stabilize with gravel.
Complete installing flowable fill in the existing 72" penstock line.
Complete final grading of pipeline, topsoil all disturbed areas, and permanently grass.
"Self -inspections for erosion and sedimentation control measures are to be performed at least once
every seven calendar days and within 24 hours of every rain event of greater than 1 inch. Any needed
repairs shall be made immediately to maintain measures as designed. All ESC measures shall be
maintained as specified in the construction details on this plan. A rain gauge shall be installed at the
project site for monitoring."
The contractor shall conduct self -inspections of the erosion and sedimentation control measures and
compete the following combined self -inspection form found on the DEMLR website
https://deg.nc.gov/about/divisions/energy-mineral-land-resources/erosion-sediment-
control/forms. Twelve months of complete inspection forms shall be kept on -site and available for
inspection at all times. It is recommended a copy be kept in a permits box." (GS 113A-54.1 (e), 15A
NCAC 0413.0131, NCG01 Part III Sections A and B)
After site is stabilized, remove all temporary measures and install permanent vegetation on the
disturbed areas.
"When the project is complete, the permittee shall contact DEMLR to close out the E&SC Plan." After
DEMLR informs the permittee of the project close out, via inspection report, the permittee shall visit
https://protect-us.mimecast.com/s/Df LCW61ZVC5XzmJSxaxNx?domain=deg.nc.gov to submit an
electronic Notice of Termination (e-NOT). A $100 annual general permit fee will be charged until the
e-NOT has been filled out.
MAINTENANCE PLAN
All erosion and sediment control practices will be checked for stability and operation following every
runoff —producing rainfall but in no case less than once every week. Any needed repairs will be made
immediately to maintain all practices as designed. See individual practices on the design drawings for
detailed maintenance requirements.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 15
The skimmer sediment basins will be cleaned out when the level of sediment reaches 1.0 ft below the
top of the overflow.
Sediment will be removed from behind the sediment fence when it becomes about 0.5 ft deep at the
fence. The sediment fence will be repaired as necessary to maintain a barrier.
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.
VEGETATIVE PLAN
TEMPORARY SEEDING — PRACTICE 6.10
Planting rapid -growing annual grasses, small grains, or legumes to provide initial, temporary cover for
erosion control on disturbed areas.
To temporarily stabilize denuded areas that will not be brought to final grade for a period of more than
SEEDBED PREPARATION
Good seedbed preparation is essential to successful plant establishment. A good seedbed is well -
pulverized, loose, and uniform. Where hydro -seeding methods are used, the surface may be left with a
more irregular surface of large clods and stones.
Liming —Apply lime according to soil test recommendations. If the pH (acidity) of the soil is not known,
an application of ground agricultural limestone at the rate of 1 to 1 1/2 tons/acre on coarse -textured
soils and 2-3 tons/acre on fine -textured soils is usually sufficient. Apply limestone uniformly and
incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be limed.
Fertilizer —Base application rates on soil tests. When these are not possible, apply a 10-10-10 grade
fertilizer at 700-1,000 lb/acre. Both fertilizer and lime should be incorporated into the top 4-6 inches of
soil. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening —If recent tillage operations have resulted in a loose surface, additional roughening
may not be required, except to break up large clods. If rainfall causes the surface to become sealed or
crusted, loosen it just prior to seeding by disking, raking, harrowing, or other suitable methods.
Groove or furrow slopes steeper than 3:1 on the contour before seeding (Practice 6.03, Surface
Roughening).
PLANT SELECTION
Select an appropriate species or species mixture from Table 6.10a for seeding in late winter and early
spring, Table 6.10b for summer, and Table 6.10c for fall.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
SEEDING
December 2, 2020
Revision: C
Page 16
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or hydro -seeder. Use
seeding rates given in Tables 6.10a-6.10c below. Broadcast seeding and hydro -seeding are appropriate
for steep slopes where equipment cannot be driven. Hand broadcasting is not recommended because
of the difficulty in achieving a uniform distribution.
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. Hydro -seeded mixtures should include a wood fiber (cellulose) mulch.
Table 6.10a
Temporary Seeding
Recommendations for Late
Winter and Early Spring
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding dates
Mountains —Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont —Jan. 1 - May 1
Coastal Plain —Dec. 1 - Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
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.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.

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Roanoke Rapids, NC
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Table 6.10b
Temporary Seeding
Recommendations for
Summer
Seeding mixture
Species
German millet
December 2, 2020
Revision: C
Page 17
Rate (Ib/acre)
40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains —May 15 -Aug. 15
Piedmont —May 1 -Aug. 15
Coastal Plain —Apr. 15 -Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
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.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.

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Table 6.10c
Temporary Seeding
Recommendations for Fall
December 2, 2020
Revision: C
Page 18
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Mountains —Aug. 15 - Dec. 15
Coastal Plain and Piedmont —Aug. 15 - Dec. 30
Soil amendments
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.
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.
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
PERMANENT SEEDING — PRACTIVE 6.11
Fine -graded areas on which permanent, long-lived vegetative cover is the most practical or most
effective method of stabilizing the soil. Permanent seeding may also be used on rough -graded areas
that will not be brought to final grade for a year or more.
Areas to be stabilized with permanent vegetation must be seeded or planted within 15 working days or
90 calendar days after final grade is reached, unless temporary stabilization is applied.
SOIL PREPARATION
• Preparation for primary/permanent stabilization shall not begin until all construction and utility work
within the preparation area is complete. However, it may be necessary to prepare for nurse crops prior
to completion of construction and installation of utilities.
• A North Carolina Department of Agriculture Soils Test (or equal) shall be obtained for all areas to be
seeded, sprigged, sodded or planted. Recommended fertilizer and pH adjusting products shall be
incorporated into the prepared areas and backfill material per the test.

Ford, Bacon & Davis, LLC
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Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 19
• All areas to be seeded or planted shall be tilled or ripped to a depth specified on the approved plans,
construction sequence and/or construction bid list. Ripping consists of creating fissures in a criss-cross
pattern over the entire surface area, utilizing an implement that will not glaze the side walls of the
fissures. Site preparation that does not comply with these documents shall not be acceptable. The
depth of soil preparation may be established as a range based on the approval of the reviewing state or
local agency. Once tilled or ripped according to the approved plan, all areas are to be returned to the
approved final grade. pH modifiers and/or other soil amendments specified in the soil tests can be
added during the soil preparation procedure or as described below.
• All stones larger than three (3) inches on any side, sticks, roots, and other extraneous materials that
surface during the bed preparation shall be removed.
• Till or disc the prepared areas to be seeded to a minimum depth of four (4) inches. Remove stones
larger than three (3) inches on any side, sticks, roots and other extraneous materials that surface. If not
incorporated during the soil preparation process, add pH modifier and fertilizers at the rate specified in
the soil test report.
• Re -compact the area utilizing a cultipacker roller. The finished grade shall be a smooth even soil
surface with a loose, uniformly fine texture. All ridges and depressions shall be removed and filled to
provide the approved surface drainage. Seeding of graded areas is to be done immediately after
finished grades are obtained and seedbed preparation is completed.
1. Apply 75 pounds of ground limestone per 1,000 sq. ft.
2. Apply a starter type fertilizer (one that is high in phosphorus) based on the type of grass and planting
method. Fertilizer bags have a three -number system indicating the primary nutrients, such as 8-8-8 or 5-
10-10. These numbers denote the N-P-K ratio —the percentage of each nutrient in a fertilizer.
The percentages are always noted in the following order:
N Nitrogen for green color and growth.
P2O5 Phosphorus for good establishment and rooting.
K2O Potassium to enhance pest and environmental stress tolerance.
Seedbed Preparation
High —maintenance turf
Remove rocks and debris that could interfere with tillage and of a uniform seedbed.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 20
FB&D Project No. Y7819
2 Apply lime and fertilizer at rates recommended by soil tests; spread evenly and incorporate
to a depth of 2-4" with a farm disk or chisel plow.
3 Loosen 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 2-4 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.
SEEDING MIXTURES
Season
Seed
Ibs/ac
FALL -SPRING
Tall Fescue
100
Kobe Lespedeza
10
Bahiagrass
25
Rye Grain
40
SUMMER
Tall Fescue
100
Kobe Lespedeza
10
Bermudagrass
15
German Millet
10
Winter
Rye Grain
120
(Temporary).
SEEDING METHODS
Gentle to flat slopes or temporary seedings.
Fa I Aug. 20 —Oct. 25
Winter Oct. 26—Jan.31
Spring Feb. 1—April 15
Summer April 15 —Aug. 20
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.
MULCH
High —maintenance vegetation and temporary seedings Apply 90 Ib/1,000 ft2 (4,000 lb/acre) grain straw
and tack with 0.1 gal/yd2 asphalt (11 gal/1,000 ft2.
MAINTENANCE
Re -fertilize in late winter or early spring the following year. Mow as desired.
Keep mowed to a height of 2-4 inches. Fertilize with 40 lb/acre (1 Ib/1,000 ft 2 ) nitrogen in winter and
again the following fall.

Ford, Bacon & Davis, LLC
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FB&D Project No. Y7819
SUPPORTING CALCULATIONS
December 2, 2020
Revision: C
Page 21
RUNOFF CALCULATIONS
Method: Rational Method was used because of the small drainage areas encountered.
Calculate peak runoff rate for drainage areas during development —Design point at outlet of sediment
traps.
Site location: Halifax County
Site information: Hydrologic soil group for Emporia -Urban land complex (ErB): C
See spreadsheet for calculations for Drainage Area Al see pages 22 to 26 and for Drainage Area A2 see
pages 27 to 31.

Ford, Bacon & Davis, LLC
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Roanoke Rapids, NC
FB&D Project No. Y7819
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
Checked By:
Company:
Project Name:
Proiect No.:
DP Date: 12/1/2020
DCP Date:
MAINEZ1111rGYMEM
Penstock Replacement
Y7819
Site Location (City/Town) Roanoke Rapids
Watershed Basin Id. Al
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = aver -age intensity of rainfall in incheslhour, for a storm duration equal
to the time of concentration. TC
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
Step 1_ Determine the drainage area in acres_
Total Drainage Area
December 2, 2020
Revision: C
Page 22
Step 3. Deteritune the runoff coefficient. C. for the n_ pe of soil'cover in the
drainage area (Table 8.03b).

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Roanoke Rapids, NC
FB&D Project No. Y7819
value can be detemiuied directIN, from Table S.03b. If there are multiple soil
corer conditions. a weighted average must be calculated. or the area nnay be
subdivided.
Subarea A (acres) 3.08
Subarea A Runoff Coefficient 0.5 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2-year Rainfall Intensity, i (in/hr) 5.54
10-year Rainfall Intensity, i (in/hr) 7.24
Step 55. Deternune peak discharge. 0 (cubic feet per second). by multiplying
the previously determined factors using the rational formula (Sample Problem
8_03a):
0 =CIA
Q2 Flow (cfs) 8.5316
Q10 Flow (cfs) 11.1
December 2, 2020
Revision: C
Page 23

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Step 3. Time of Concentration
Overland flow Tc -- Kinematic Wave Theory
Length of overland flow 250.0 feet
Mannings "n" for surface 0.080 Manning's n�
Average watershed slope 0.015 ft./ft.
Constant alpha 2.3
Constant m 1.67
Weighted Runoff Coefficient 0.5
Shallow Conc Flow Tc
Slope 0
Length of Conc Flow 0
V (unpaved) 0.0
Channel/Pipe Flow Tc
Slope 0.01
Length of Channel/Pipe Flow 270
R 0.57
n 0.055
V 1.9
Tc Overland (min) 5
Tc Shallow Conc (min) 0.0
Tc Channel/Pipe (min) 2.4
Tc Total (min) 7.4
December 2, 2020
Revision: C
Page 24
1) Enter the rainfall intensity values for the corresponding times of duration in the
table below. Rainfall intensity can be found from the following NWS hyperlink:
http://hdsc.nws.noaa.gov/hdsc/pfds/orb/nc pfds.html
2) Select the rainfall Intensity that corresponds to the trial time of duration that
is equal to or less than the calculated time of concentration.
3) Copy the selected rainfall intensity into cell below.
2-year Rainfall Intensity, i (in/hr) 5.54
D-year Rainfall Intensity, i (in/hr) 7.24

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 25
Trail Time of Duration
Rainfall Intensity
Calculation of Time
tr (min)
(IDF), i (in/hr)
of Concentration,
tc (min)
5
7.24
11.95
10
5.78
13.07
15
4.88
13.99
30
3.53
15.93
60 ( 1 hour)
2.3
18.90
120 ( 2 hours)
1.38
23.19
180 ( 3 hours)
0.992
26.47
360 ( 6 hours)
0.597
32.43
720 (12 hours)
0.355
39.93
1440 (24 hours)
0.213
48.99

Ford, Bacon & Davis, LLC
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FB&D Project No. Y7819
Step 3. Determine the time of concentration. Tc, for the drainage area. The
Kinematic wave Theory defines time of concentration as the "travel time of a
ware to more from the hydraulically most distant point in the catchment to the
outlet (Bedient and Huber, 1992)". The formula for the time of concentration
is:
Tr = (U(a * le)m-)"m
where:
T,.= time of concentration. in minutes. It consists of the total time for
overland sheet flow.
L = length of overland flow plane (feet):
le = rainfall excess = Ii * CI43,200 (43,200 converts inches per hour to
feet per second in the overall equation).
I, = rainfall intensity:
C = rational runoff coefficients;
This equation contains two sets of parameters that need further definition, a
and M. For turbulent floA% which is the normal field condition.
m = 5/3 = 1.667
a = (1.49 * Slr�
n
where:
S = slope (& ft
n = Manning's roughness.
Since m will always be 5.3. this equation can be simplified to:
L
a (I; * C/43,200)23)
Tc =
60 (minutes)
Because both time of concentration and rainfall intensity are unknown variables
in one equation. the solution must be found through iterations. The use of a
spreadsheet is recommended. An example is shown in Table 8.03a.
December 2, 2020
Revision: C
Page 26

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
DP Date: 12/1/2020
Checked By:
DCP Date:
Company:
WestRock RR
Project Name:
Penstock Replacement
Proiect No.:
Y7819
Site Location (City/Town)
Watershed Basin Id.
The rational formula is
Roanoke Rapids
A2
Q=CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in unches1our, for a storm duration equal
to the time of concentration, TC
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area
1.05
Step 2. Determine the ni noff coefficient_ C. for the R'pe of soil cover in the
drainage area (Table 8.03b).
December 2, 2020
Revision: C
Page 27

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
value can be determined directl-N• from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area nim- be
subdivided.
Subarea A (acres) 1.05
Subarea A Runoff Coefficient 0.5 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2-year Rainfall Intensity, i (in/hr) 5.54
10-year Rainfall Intensity, i (in/hr) 7.24
Step 5. Deteruune peak discharge. Q (cubic feet per second. by multnpl-ving
the previousl`- determined factors using the rational formula (Sample Problem
8.03a):
Q =CIA
Qz Flow (cfs) 2.9085
Q10 Flow (cfs) 3.8
December 2, 2020
Revision: C
Page 28

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Step 3. Time of Concentration
Overland flow Tc -- Kinematic Wave Theory
Length of overland flow 250.0 feet
Mannings "n" for surface 0.080 Manning's n
Average watershed slope 0.010 ft./ft.
Constant alpha 1.9
Constant m 1.67
Weighted Runoff Coefficient 0.5
Shallow Conc Flow Tc
Slope 0.01
Length of Conc Flow 109
V (unpaved) 1.6
Channel/Pipe Flow Tc
Slope 0.01
Length of Channel/Pipe Flow 100
R 0.57
n 0.055
V 1.9
Tc Overland (min) 5
Tc Shallow Conc (min) 1.1
Tc Channel/Pipe (min) 0.9
Tc Total (min) 7.0
December 2, 2020
Revision: C
Page 29
1) Enter the rainfall intensity values for the corresponding times of duration in the
table below. Rainfall intensity can be found from the following NWS hyperlink:
http://hdsc.nws.noaa.gov/hdsc/pfds/orb/nc pfds.html
2) Select the rainfall Intensity that corresponds to the trial time of duration that
is equal to or less than the calculated time of concentration.
3) Copy the selected rainfall intensity into cell below.
?-year Rainfall Intensity, i (in/hr) 5.54
D-year Rainfall Intensity, i (in/hr) 7.24

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 30
Trail Time of Duration
Rainfall Intensity
Calculation of Time
tr (min)
ODF), i (in/hr)
of Concentration,
tc (min)
5
7.24
13.49
10
5.78
14.76
15
4.88
15.80
30
3.53
17.99
60 ( 1 hour)
2.3
21.35
120 ( 2 hours)
1.38
26.19
180 ( 3 hours)
0.992
29.89
360 ( 6 hours)
0.597
36.63
720 (12 hours)
0.355
45.10
1440 (24 hours)
0.213
55.33

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Step 3. Determine the time of concentration. Tc. for the drainage area. The
Kinematic Wave Theory defines time of concentration as the "travel time of a
ware to move from the hydraulically most distant point in the catchment to the
outlet (Bedient and Huber. 1992)". The formula for the time of concentration
is:
Tc = (L/(ol - le)m-Y;m
where:
Tc= time of concentration. in minutes. It consists of the total time for
overland sheet flow.
L = length of overland flow plane (feet).
le = rainfall excess = li x C/43,200 (43,200 converts inches per hour to
feet per second in the overall equation).
li = rainfall intensity:
C = rational runoff coefficients. -
This equation contains two sets of pat ameters that need further definition. a
and M. For turbulent flow, which is the normal field condition_
m = 5/3 = 1.667
a=(1.49» S'n)
n
where:
S = slope (ft�ft);
n = Manning's roughness.
Since m will always be 5r3. this equation can be simplified to:
L 2.3
u (I; - C/43,200)2'3'}
Tc =
60 (minutes)
Because both time of concentration and rainfall intensity are unknown variables
in one equation. the solution must be found through iterations. The use of a
spreadsheet is recommended. An example is shown in Table 8.03a.
December 2, 2020
Revision: C
Page 31

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
DIVERSION DITCH DESIGN
December 2, 2020
Revision: C
Page 32
Runoff from drainage areas will be directed to the Skimmer Sediment Basins using temporary grass lined
ditches.. For ditch going to Skimmer Sediment Basin 1 see pages 33 & 36, for ditch going to Skimmer
Sediment Basin 2 see pages 37 and 40.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
User Input Data
Calculated Value
Reference Data
Designed By:
DI' Date: 12/2/2020
Checked By:
DCP Date:
Company:
WestRock
Project Name:
Penstock Replacement
Project No.:
Y7819
Site Location (City/Town) Roanoke Rapids
Channel/Waterway Id. Al
Step 1. Determine the required floe capacity, Q, by estunatuig peak runoff
rate for the design storm (Appendix 8.03).
Design storm
Required Flow, Q (cfs)
10-yr
11.1
Step 2. Determine the slope and select climuiel geometi), and lining.
Slope (ft/ft) 0.01
Channel geometry: V, Parabolic, or
Trapezoidal Trapezoidal
Channel lining Tall Fescue
December 2, 2020
Revision: C
Page 33

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 34
Step 3. Determine the permissible velocity for the lining selected, or the
desired velocity. if paved. (see Table 8.05a, page 8.05.4)
Permissible velocity (ft/s) 4.5 Table 8.05a
Step 4. Make an initial estimate of channel size—diVnde the required Q by the
permissible velocity* to reach a `first try" estimate of channel flow area. Then
select a geometryr depth_ and top width to fit site conditions.
Channel flow area (ft) "first try" 2.47
Step 5. Calculate the hydraulic radius. R. from channel geometry (Figure
8.05b, page 8.05.5).
Step 6. Determine roughness coefficient it.
Structural Linings —see Table 8.05b. page 8.05.6.
Grass Lining:
a. Determine retardance class for vegetation from Table 8.05c, page
8.05.8. To meet stability requirement, use retardance for newly
mowed condition (generally C or D). To determine channel capacity,
use at least one retardance class higher.
b. Determine n from Figure 8.05c, page 8.05.7_
Step 7. Calculate the actual channel velocity, V, using Manning Is equation
(Figure 8.05a, pg. 8.05.3), and calculate channel capacity, Q, using the
continuity equation.
Step 8. Check results against pernussible velocity and required design
capacity to determine if design is acceptable.
Step 9. If design is not acceptable, alter channel dimensions as appropriate.
For trapezoidal channels. this adjustment is usually made by changuig the
bottom width.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 35
FB&D Project No. Y7819
Trapezoidal
Figure 8.05b
L
N � $
0 E m
.Q 7 @
3
(ft) (ft)
N
N
"
'O
c
O V
L•
•�„ O
U `m
3a
=0
>�>
��
20
>
(ft) (ft)
(ft)
(ft)
(ft/s)
m
J
U N 9
� �
O
i j
�
O
O
.80
MS)
I
W W
W W
U U
O O
3.0 1 9 6 9.32 0.64 2.90 D 0.045 2.47 a o 14.8 a o
S 8
0 0 0.00 #DIV/0! #DIV/0! D 0.042 #DIV/0! ####
0 0
0 0 0.00 #DIV/0! #DIV/0! #DIV/0! # ##p###
a
0 0 0.00 #DIV/0! #DIV/0! #DIV/0! o ####
Step 10. For grass -lined channels once the appropriate channel dimensions
have been selected for low retardance conditions. repeat steps 6 through 8
using a higher retardance class. corresponding to tall grass. Adjust capacity, of
the channel by varying depth where site conditions permit.
DOTE 1: If design velocity is greater than 2_0 ft-sec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-year storm.
If a channel requires a temporary lining. the designer should analyze
shear stresses in the channel to select the liner that provides protection
and promotes establishment of vegetation. For the design of temporary.
liners, use inactive force procedure_
NOTE 2: Design Tables —Vegetated Channels and Diversions at the end
of this section may be used to design grass -lined channels with parabolic
cross -sections-

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 36
FB&D Project No. Y7819
y
a
c
0_
1.N
U 2
O
c
c
W e
>
U
O
0
N _
P C
N
d N
N y
C N
6 6
Trapezoidal --Grass Lined
p N
COm a
F
U m
d
2 K
F>
d °
> 0: >
O U
° °
2 U
N
>
C
d
>
t ° ` W
U U U U
Figure 8.05b (ft/ft)
(ft)
(ft)
(ft)
(ft')
(ft)
(ft)
(ft/s)
(ft/s)
(Gfs)
�LLI
J
JI
ILI
ILI
LL�
LL
ILI
F WI>
> iz
E
LL�
LU
LU
LU
U
LU
U
O
O
3
3.0
1
9
6
9.32
0.64
2.0
1.29
C
0.055
2.0
a o
12 a o
N0
DZ
>(A
>N
3
3.0
1
9
6
9.32
0.64
2.0
1.29
B
0.11
1.0
LU = Wp
6 it W0
w Z
w Z
NU
yU
> N
> U)
3
3.0
1
9
6
9.32
0.64
1.6
1.03
B
0.12
0.9
0 0
5 � 0
>m
3 3.0 1 9 6 9.32 0.64 1.5 0.97 B 0.13 0.9 0 5

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
User Input Data
Calculated Value
Reference Data
Designed By:
DI' Date: 12/2/2020
Checked By:
DCP Date:
Company:
WestRock
Project Name:
Penstock Replacement
Project No.:
Y7819
Site Location (City/Town) Roanoke Rapids
Channel/Waterway Id. A2
Step 1. Deteruuile the reqtured $o-ar capacity, Q. by estullatnlg peak runoff
rate for the desigli storm (Appendix 8.03).
Design storm
Required Flow, Q (cfs)
10-yr
3.8
Step 2. Deteriume the slope and select cliamiel geometry and lining.
Slope (ft/ft)
Channel geometry
Trapezoidal
Channel lining
V, Parabolic, or
0.01
Trapezoidal
Tall Fescue
December 2, 2020
Revision: C
Page 37

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 38
Step 3. Determine the permissible velocity for the lining selected. or the
desired velocity, if paved. (see Table 8.05a, page 8.05.4)
Permissible velocity (ft/s) 4.5 Table 8.05a
Step 4. Make an initial estimate of channel size —divide the required Q by the
permissible velocity to reach a "first try" estimate of channel flow. area. Then
select a geometry, depth- and top width to fit site conditions.
Channel flow area (ft) "first try" 0.84
Step Calculate the hydraulic radius, R. from channel geometry (Figure
8.0Sb. page 8.05.5).
Step 6. Deternune roughness coefficient n.
Structural Linings —see Table 8.05b_ page 8.05.6.
Grass Lining:
a. Determine retardance class for vegetation from Table 8.05c, page
8.05.8. To meet stability requirement, use retardance for newly
mowed condition (generally C or D). To determine channel capacity,
use at least one retardance class higher.
b. Determine n from Figure 8.05c, page 8.05.7.
Step 7. Calculate the actual channel velocity. V, using Manning's equation
(Figure 8.05a, pg_ 8.05.3). and calculate channel capacity_ Q, using the
continuity equation.
Step 8. Check results against permissible velocity and required design
capacity to determine if design is acceptable.
Step 9. If design is not acceptable, alter channel dimensions as appropriate.
For trapezoidal channels, this adjustment is usually made by changing the
bottom width.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 39
FB&D Project No. Y7819
Y
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######
Step 10. For grass -lined channels once the appropriate channel dissensions
have been selected for low retardance conditions. repeat steps 6 through 8
using a higher retardance class. corresponding to tall grass. Adjust capacity of
the channel by varying depth where site conditions permit.
NOTE 1: If design velocity is greater than 2.0 ft/sec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-year storm.
If a channel requires a temporary lining. the designer should analyze
shear stresses in the channel to select the liner that provides protection
and promotes establishment of vegetation. For the design of temporary
liners, use tractive force procedure_
NOTE 2: Design Tables —Vegetated Channels and Diversions at the end
of this section may be used to design grass -lined channels with parabolic
cross -sections-

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 40
FB&D Project No. Y7819
N
t
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Figure 8.05b
(ft/ft)
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(ft)
(ft)
(ft)
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(ft)
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(ft/s)
(Cfs)
a
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Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
SKIMMER SEDIMENT BASIN DESIGN
December 2, 2020
Revision: C
Page 41
All runoff from drainage areas Al and A2 will be directed to Skimmer Sediment Basins 1 & 2 which have
been designed using NCDENR spread sheet. For Skimmer Sediment Basin 1 pages 42 & 43, for Skimmer
Sediment Basin 2 see pages 44 and 45.

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Selection of Sediment Control Measure Al
3.08 Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
1.71 Disturbed Area (Acres)
11.1 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
December 2, 2020
Revision: C
Page 42
User entry
Calculated Value

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Skimmer Basin Al
Okay
1.71 Disturbed Area (Acres)
11.1 Peak Flow from 10-year Storm (cfs)
3078 Required Volume ft3
3608 Required Surface Area ft2
42.5 Suggested Width ft
84.9 Suggested Length ft
45 Trial Top Width at Spillway Invert ft
90 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 3.5 feet above grade)
37 Bottom Width ft
82 Bottom Length ft
3034 Bottom Area ft2
7063 Actual Volume ft3 Okay
4050 Actual Surface Area ft2 Okay
20 Trial Weir Length ft
0.33 Trial Depth of Flow ft
11.4 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
Skimmer Size
0.167 Head on Skimmer (feet)
(Inches)
1 Orifice Size (1/4 inch increments)
1.5
3.26 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8
December 2, 2020
Revision: C
Page 43

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Selection of Sediment Control Measure A2
1.05 Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
0.46 Disturbed Area (Acres)
3.8 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
December 2, 2020
Revision: C
Page 44
User entry
Calculated Value

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
Skimmer Basin A2
Okay
0.46 Disturbed Area (Acres)
3.8 Peak Flow from 10-year Storm (cfs)
828 Required Volume ft3
1235 Required Surface Area ft2
24.8 Suggested Width ft
49.7 Suggested Length ft
30 Trial Top Width at Spillway Invert ft
60 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 3.5 feet above grade)
22 Bottom Width ft
52 Bottom Length ft
1144 Bottom Area ft2
2923 Actual Volume ft3 Okay
1800 Actual Surface Area ft2 Okay
10 Trial Weir Length ft
0.33 Trial Depth of Flow ft
5.7 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
Skimmer Size
0.167 Head on Skimmer (feet)
(Inches)
0.5 Orifice Size (1/4 inch increments)
1.5
3.51 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8
December 2, 2020
Revision: C
Page 45

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
APPENDIX
LOCATION MAP
USGS TOPOGRAPHIC MAP
FEMA FLOOD PLANE
DRAINAGE AREAS TO SEDIMENT TRAPS
December 2, 2020
Revision: C
Page 46

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 47
GASTON, NC N
•
48 46
-- SITE \\ z 95
l�
71
FB&D JOB NO. Y-7819 DATE TITLE
DESIGNED DP 10/06/20 FORD, BACON & DAVIS
WESTROCK ROANOKE RAPIDS
DRAWN DCP 10/06/zo MILL WATER PENSTOCK PROJECT
CHECKED .. 10/07/20 LOCATION MAP
CLIENT /�
APVD `Fs&°' '°'os/2o /=\ WestRock
NUMBER LOCMAP-1 REV
SCALE AS SHOWN o�...�.,v�o.o�.,c .��oT., ... o.,,... A

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 48
FB&D Project No. Y7819
G !�
1000'
78 MILS
1036'
28 MILS
\T SITE
Us
� U k
0 1 i
\I
USGS
1000 0 1000 2000 ROANOKE RAPIDS QUADRANGLE
NORTH CAROLINA
7.5—MINUTE SERIES
2019
FB&D JOB NO.
Y-7819
DATE
�,� FORD, BACON & DAVIS
LlLlaa Company
TITLE
WESTROCK ROANOKE RAPIDS
MILL WATER PENSTOCK PROJECT
USGS MAP
DESIGNED
DP
10/06/20
DRAWN
DCP
10/06/20
CHECKED
..
10/07/20
CLIENT
WestRock
"��` --. ` "��� °�"
APw (Fe&D)
10/09/20
NUMBER USGS-1
REV
A
SCALE
AS SHOWN

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 49
FB&D Project No. Y7819
f
1 '
SITE
C
r�
46 •
r
r Ud �O
o �
GRADE
1000 Q 1000 2ppp USDA SOILS MAP
HALIFAX COUNTY, NORTH CAROLINA
ROANOKE RAPIDS QUADRANGLE
NORTH CAROLINA
7.5-MINUTE SERIES
SHEET 5 OF 23
FB&D JOB NO. Y-7819 DATE TITLE
DESIGNED DP 10/06/20 w
FORD, BACON & DAVIS
AlJmifetlliabWy Company WESTROCK ROANOKE RAPIDS
DRAWN DCP 10/06/20 MILL WATER PENSTOCK PROJECT
CHECKED .. 10/07/20 CLIENT USDA SOILS MAP
w
APVD (FB&D) .. 10/09/20 /�\ WestRock
NUMBER SOILS-1 REV
SCALE AS SHOWN A

Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan
WestRock
Roanoke Rapids, NC
FB&D Project No. Y7819
December 2, 2020
Revision: C
Page 50
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Ford, Bacon & Davis, LLC
Erosion & Sediment Control Plan December 2, 2020
WestRock Revision: C
Roanoke Rapids, NC Page 51
FB&D Project No. Y7819
BASE FLOOD \` SKIMMER BASIN 2
ELEVATION 66 DRAINAGE AREA A2
y r = 1.05 Ac
DISTURBED AREA = —
'0.46 Ac
rr~
^� 70—
Jr� i �r —
100 YEAR
I FLOOD ZONE AE
FLOOD ZONE X
SKIMMER BASIN 1 I r
DRAINAGE AREA Al LIMITS OF DRAINAGE �i . , LIMITS OF
= 3.08 Ac AREA A2 AND r I DISTURBANCE
DISTURBED AREA = LIMITS OF DISTURBANCE���� 7 N ^
1.71 Ac DISTURBANCE
LIMITS OF
DRAINAGE F D ZONE X
AREA Al PIPE STORAGE AREA
STOCK PILE
75�` STORAGE AREA / L LIMITS OF
II \ \y I lh DRAINAGE AREA A2
CONSTRUCTION ENTRANCE
rr _�
LIMITS OF DISTURBANCE
144C 0
14,, rr 1i �o
1
LIMITS OF /
DISTURBANCE
\ rr 1 I
LIMITS OF DRAINAGE I
AREA Al I
I � 1
1 I
1 �
0 100' 200' 300' /7 N
1 "=100'
FB&D JOB NO. Y-7819 DATE TITLE
DESIGNED DP 10/06/20 w
FORD, BACON & DAVIS
A�,m,ladLlaa,l,ryCo -y WESTROCK ROANOKE RAPIDS
DRAWN DCP 10/06/20 MILL WATER PENSTOCK PROJECT
CHECKED .. 10/07/20 CLIENT DRAINAGE AREA MAP
APV➢ (FB&D) .. 10/09/20 /�\ WestRock
SCALE AS SHOWN
ROANOKE RAPIDS, NORTH CAROLINA NUMBER DRAIN-1 REV
A