ACP Cumberland Contractor Yare - SIGNED - ACP CY10A Resubmittal Package 07192018

ATLANTIC COAST PIPELINE PROJECT

ATLANTIC COAST PIPELINE, LLC
AND
DOMINION ENERGY TRANSMISSION, INC.

NORTH CAROLINA CONTRACTOR/PIPE YARDS EROSION AND SEDIMENT CONTROL
PLAN

HYDRAULICS CALCULATIONS

FOR

CONTRACTOR YARD (CY SPR 10-A)

IN CUMBERLAND COUNTY, NORTH CAROLINA

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I. Introduction ....................................................................................................................... 1
II. CUMBERLAND CONTRACTOR YARD (CY SPR 10-A) ................................................... 4
A. Project and Site Descriptions .............................................................................................. 4
B. Existing Site Conditions ...................................................................................................... 4
C. Soils .............................................................................................................................. 4
D. Adjacent Areas ................................................................................................................... 5
E. Off-site Areas ...................................................................................................................... 5
F. Critical Areas ...................................................................................................................... 6
G. Erosion and Sediment Control Measures ........................................................................... 6
H. Stormwater Runoff Considerations ..................................................................................... 6

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Appendices

Appendix A – Contractor Yard - CY SPR 10-A
A1 Soils Report
A2 Drainage Area Maps
A3 Calculations
A3.1 Hydrologic and Hydraulics Calculations – HydroCAD
A3.1.1 Watershed
A3.2 Composite Curve Number Calculations
A3.3 Sediment Basin Calculations
A3.4 Infiltration Basin Calculations

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I. Introduction

As part of the Atlantic Coast Pipeline (ACP) project in North Carolina, Dominion Energy
Transmission, Inc. (DETI) will construct contractor yards and pipe yard for construction staging.
Each site, sized between 30 to 45 acres, will consist of a gravel road, gravel parking area, topsoil
blending pile, and maintained turf land for equipment over the current parcels. Sediment basins,
sediment traps, perimeter sediment barriers, and diversions will be constructed to control runoff
volume, rate, and velocity before drainage discharges from the site. Additional erosion and
sediment control (ESC) measures are detailed in the plans and narrative for the project. As such,
this report summarizes erosion and sediment control measures, hydraulic analyses, and
calculations that form the basis for the contractor yard erosion and sediment control design.

As part of the construction process of installing large diameter gas pipelines, these yards are
utilized for the purposes of daily parking for pipe liners, welding of pipe, storing of fuel, providing
offices via temporary trailers, and minor material storage. These yards are temporary and are
anticipated to be utilized for approximately two years beginning in 2018. After the construction
activities, temporary soil stockpiles, rock staging areas and equipment areas shall be removed,
regraded, and stabilized to pre-existing conditions per the landowner agreements.

The erosion and sediment control plan contained herein has been developed in accordance with
applicable provisions of the latest editions of the North Carolina Erosion and Sediment Control
Planning and Design Manual by the North Carolina Department of Environmental Quality (DEQ),
and the latest editions of the North Carolina Department of Environmental Quality Stormwater
Design Manual. As such, the plan includes provisions for erosion and sediment control for the
contractor yard and pipe yard sites. These measures are capable of minimizing or eliminating,
where possible, potentially adverse effects of the development. These measures are intended to
provide adequate protection for the environment, the project site, and to downstream properties,
which could be affected by sedimentation and changes in runoff related to construction of the
contractor yards. Perimeter controls and sediment trapping facilities shall be constructed as a
first step in land-disturbing activities. Additionally, stabilization of earthen structures is required
immediately after installation.

The proposed site disturbance area for each of the sites is greater than 1 acre. The proposed
sites will incorporate BMPs and stormwater management facilities designed to meet the
requirements enacted under North Carolina Stormwater regulations with respect to Minimum
Design Criteria (MDC) for all Stormwater Control Measures (SCMs). The sites will be restored to
their pre-development conditions to the extent feasible upon the completion of the estimated two-
year service life. The proposed SCMs that will be implemented on the site, such as perimeter
barriers, sediment basins, infiltration devices, and diversions to provide essential stormwater
quality improvements.

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For the purposes of this document, the following definitions apply:

● Limits of Disturbance (LOD): The boundary within which ground disturbance occurs (or
may occur) as a result of construction-related activities.

DETI and/or the construction activity operator must design, install, implement and maintain
pollution prevention measures to:
 Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash
water, and other wash waters;
 Minimize the exposure of building materials, building products, construction wastes, trash,
landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, and
other materials present on-site to precipitation and to stormwater;
 Minimize the discharge of pollutants from spills and leaks and implement chemical spill and
leak prevention and response procedures;
 Prohibit the discharge of wastewater from the washout of concrete;
 Prohibit the discharge of wastewater from the washout and cleanout of stucco, paint, form
release oils, curing compounds, and other construction materials; and
 Prohibit the discharge of fuels, oils, or other pollutants used in vehicle and equipment
operation and maintenance.

Note that DETI is formally requesting the following deviations from the NCDEQ Standard
Sediment and Erosion control measures:

● Use of Belted Silt Retention Fence (BSRF) in lieu of Silt Fence (SF).

● Use of Compost Filter Sock (CSF) in lieu of Silt Fence (SF).

Drainage node numbering utilized in the drainage calculations and on the drainage area maps
has been set up to be consistent for each contractor yard site and is as follows:

 100S series numbers – Pre-Development for the site.

 200S series numbers - (Post) ESC-Development for the site.

The modeling software utilized for the hydrologic and hydraulic analyses included:

 The Time of Concentration (Tc) for both the Pre and (Post) ESC Developed condition of all
drainage areas was calculated. GIS was utilized to obtain drainage areas, flow paths, and
land use information based on readily available County GIS data. This information was
used in the HydroCAD software.

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 HydroCAD was the primary hydraulic software used to calculate flow rates for Q1, Q2, and
Q10, design storms to size and analyze hydraulic structures such as culverts, sediment
traps, and sediment basins, and to conduct hydraulic analysis of stream channel erosion,
channel volume capacity, and overall site hydrology.

 FHWA HY8 was utilized for culvert analysis and design for the Q10 design storm and to
calculate the outlet velocity for riprap outlet protection design.

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II. CUMBERLAND CONTRACTOR YARD (CY SPR 10-A)
A. Project and Site Descriptions

As part of the Atlantic Coast Pipeline (ACP) project, Dominion Energy Transmission Inc. is
proposing to construct a contractor staging area approximately 3.3 miles southeast of Fayetteville,
North Carolina on U.S. Highway 24. The site is located at 35°02'45.76"N and 78°49 25.94"W, and
is bounded by Highway 24 on the northeast, Downing Road on the north, Accord Rd on the west,
and an agricultural parcel to the south.
The proposed yard limits will cross two parcels identified as:
Parcel ID 0457-51-1976. The parcel (property) owner for this site is Martha L Hair & Kathy Nell
Hair Radcliff with a parcel area of 51.7 acres.
Parcel ID 0457-40-6622. The parcel (property) owner for this site is John S. Hair Jr with a parcel
area of 99.8 acres.

Table II.A-1 – Project Area Summary
Parcel Parcel (acres) Limits of Disturbance (acres)
A 51.7 14.4
B 99.8 26.2
Total 151.5 40.6

B. Existing Site Conditions

The site topography generally slopes toward the south. The grade varies from approximately one
quarter to two percent (0.25-2%) sloped towards the existing wetland near the southern edge of
Parcel B.

Currently the sites are agricultural fields, with an isolated strip of woody vegetation on the southern
corner of Parcel B and between the access roads along the east side. (Appendix A2- Drainage
Area Maps). Soils on the site are predominantly sandy loam.

C. Soils

Based on the USDA NRCS Web Soil Survey (Appendix A1), the breakdown of the soils present
within the project limits are hydrologic soil groups B, C with some A. The project site consists
mostly of Map Unit WmB and AaA soils with additional small portions of Map Unit TaB and Ro
soils.

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Table II.C-1 – Project Area Underlying Soil
Unit Symbol Unit Name HSG Drainage Class
Wmb Wickham fine sandy loam B Well Drained
AaA Altavista fine sandy loam C Moderately well drained
TaB Tarboro loamy A Somewhat excessively drained
Ro Roanoke and Warne C/D Poorly Drained

The analysis incorporated this soils information by assigning various land use and corresponding
curve numbers per NRCS TR-55 Urban Hydrology for Small Watersheds. The proposed gravel
lots will be considered as impervious.

D. Adjacent Areas

The subject project area parcel is bounded by roadways on the north and west sides and
agricultural fields and residential homes on the eastern and southern side. Adjacent parcel
ownerships are summarized in the Table II.D-1.

Table II.D-1 – Adjacent Parcel Summary
Direction Adjacent Parcel Owner Land Use Description
North Highway 24
West Accord Rd
South Mary J. Clark Young Agricultural Land
South John S Hair, Jr. Agricultural Land
East Mary J. Clark Young Agricultural Land

E. Off-site Areas

Any construction activities for the project that are performed outside the limits of disturbance
depicted on the plans will be considered off-site. At this time, there are no off-site areas that have
been identified. However, if additional area for fill material is needed, or if additional sites are
needed for disposal of excess material, these sites will require an approved Erosion and Sediment
Control Plan from the Plan Approving Authority prior to soil transport to or from the off-site area.
The Erosion and Sediment Control permits must be posted at the waste/borrow area before the
site is utilized.

The proper erosion and sediment control procedures will be implemented by the Contractor for
any off-site areas required for the project. The permit holder shall be responsible for final
stabilization and maintenance of all off-site areas.

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F. Critical Areas

The critical area of the project, with respect to sediment impacts, is the existing wetland on the
southern edge of the project area. Site specific practices to protect these areas are compost filter
sock, belted silt retention fence, and a sediment basin. DETI intends to utilize diversions to
reduce the existing overland slope length and direct the flow to sediment basins for downstream
protection. The erosion and sediment control practices are illustrated on the plans (Sheet 3 of 7)
and described herein. This area should be considered a critical area throughout construction and
additional protection should be provided, as needed, to ensure adequate protection of these
areas.

G. Erosion and Sediment Control Measures

The erosion and sediment control measures for the CY10A site are indicated on the plans and
include, but are not limited to, the use of rock construction entrances; compost filter sock or belted
silt retention fence; dewatering devices; rock check dam; outlet protection; riprap; culvert;
sediment barrier; stormwater conveyance channel; sediment basin, riser, barrel, emergency
spillway; and diversions. Additionally, dewatering devices may be utilized for sediment basin
cleanout during operation of the contractor yards and during site restoration when the contractor
yards are no longer needed. Unless otherwise noted, all vegetative and structural erosion and
sediment control practices are to be constructed and maintained according to the NCDEQ
standards. The Minimum Standards are to be adhered to unless otherwise waived or approved
by a variance by authorities having jurisdiction.

Drainage Area Maps are provided in Appendix A2 and ESC measures can be found on Plan
Sheet 3 of 9.

H. Stormwater Runoff Considerations

Under the post-condition and within the LOC, runoff from the northwest portion of the site (area
222S) will discharge west to an existing swale along an access road off of Downing Road.

A large portion of the site located to the south of the 222S will drain south to an 18” culvert under
the existing access road, then to a twin 18” culvert under a gravel lot access road, then into the
Sediment Basin 221P. Drainage areas from the east and west property lines combine with the
flows from the twin 18” culvert. This flow then travels into the sediment basin and discharges out
of the basin into the natural wetland drainage area in a southerly direction to the Unnamed
Tributary to Locks Creek (refer to Appendix A2 for Drainage Map Post-Condition).

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Water Quantity

Hydraulic calculations were evaluated using HydroCAD for the 1-, 2-, and 10-year storms.
Calculations can be found for the pre-development conditions and post-development conditions
in Appendix A3.1.1. The results are summarized in Table II.H-1.

Table II.H-1 – Outfall Summary
Pre Drainage
Area
Pre‐
Q1
(CFS)
Pre‐
Q2
(CFS)
Pre‐
Q10
(CFS)
Post Drainage
Area
Post‐
Q1
(CFS)
Post‐
Q2
(CFS)
Post‐
Q10
(CFS)
121S 24.598 20.4 30.8 64.5 221S 27.29 3.2 11.2 61.2
122S 3.948 3.4 5.2 11.4 222S 7.13 0.00 0.00 0.44
123S 3.184 1.7 2.7 5.9 Included
w/222S
N/A N/A N/A
124S 2.692 2.8 4.3 9.2

As demonstrated in the outfall summary above, the overall post development flows for the
required 1-year 24 hour runoff do not exceed the pre-development flows for each of the basins.
In addition to the 1-year storm, we have provided information in the table showing the release
rates for each of the basins for both the 2- and 10-year storms.

For the post-developed condition, Basins 122S and 123S are combined in Basin 222. The total
combined pre-developed flows for Basins 122S and 123S are:
 1-Year: 5.1 cfs
 2-Year: 7.9 cfs
 10-Year: 17.3 cfs

Post-developed flows for the 1-Year, 2-Year and 10-Year are 0.0 cfs, 0.0 cfs, and 0.44 cfs
respectively as shown on Table II.H-1 for Basin 222. No Post-Development flows are applicable
for watershed 223 and noted as N/A as these flows are diverted to Basin 222.

The site under the post-development condition will contribute less overall development discharge
than the pre-development condition.

Water Quality

To provide required water quality, basins 221 and 223 will be converted to infiltration basins once
the site is stabilized. Calculations were performed using the design equation in the State Design
Manual to size the surface area for each facility. The calculations are summarized in Appendix
A3.3 and A3.4.

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APPENDICES

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APPENDIX A (CUMBERLAND CY SPR 10-A)

A1 Soils Report
A2 Drainage Area Maps
A3 Calculations

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NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
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APPENDIX A1: SOILS REPORT

Geosyntec Consultants of NC, PC March 30, 2018
Attn: Mr. Beau Hodge, P.G. (NC) Principal S&EC Project # 13479.S1
2501 Blue Ridge Road, Suite 430
Raleigh, NC 27607
Re: Soil Evaluation and In-Situ Conductivity Measurements – Contractor Yard Site, Cumberland
County, NC.
Dear Mr. Hodge:
Soil & Environmental Consultants, PA (S&EC) S&EC was contacted to help assess the soil conditions
within the vicinity of the potential storm water BMP sites on the project mentioned above. The
purpose of this evaluation was to provide soil data for the proper design of the potential storm water
BMP, including the depth to the seasonal high water table (SHWT) and the in-situ testing of the
unsaturated soil horizons at the contractor yard site in Cumberland County, NC. This report discusses
S&EC’s methods and testing results and was completed as per our scope of work dated March 25,
2018.
Soil/Site Evaluation Methodology
The site evaluation was performed by advancing a hand auger to complete the soil borings to a depth
of 4 feet within the proposed storm water BMP areas (see attached Figure 1 Map). The soil boring
locations were determined by the client prior to S&EC’s field evaluation. Soil morphological
conditions using standard techniques outlined in the “Field Book for Describing and Sampling Soils,
Version 3” published by the Natural Resources Conservation Service (NRCS, 2012). A detailed soil
profile description from each of the soil boring locations (Site 1 thru Site 4) are included in Attachment
1 to this report.
Soil/Site Conditions
This site is located in the middle coastal plain region of Cumberland County, NC. The sites shown on
the attached map are in an open agricultural field. These soils range from somewhat poorly drained to
poorly drained soils with moderate to slow permeable infiltration rates. Within the in-situ testing phase
of this evaluation (described below), S&EC was able to test the conductivity rate at the targeted depth
of 12 inches below land surface at two locations, at 6 inches at one location and due to saturated soil
conditions, one site was unable to be tested.
At the first area evaluated (Site 1), S&EC did observed a seasonal high water table within 13 inches
below top of ground. The apparent water table (free water in the borehole) was noted at 44 inches
below the top of ground. At this location, the upper 10 inches was a sandy loam soil and the lower
portion was sandy clay loam. See the soil profile description (Site 1) in Attachment 1 below.
Within the second BMP area (Site 2), S&EC observed a seasonal high water table within 23 inches
below top of ground. There was not an apparent water table observe within 48 inches below the top of
ground. At this location, the upper 23 inches was a sandy loam soil and the lower portion was sandy
clay loam. See the soil profile description (Site 2) in Attachment 1 below.

Within the third BMP area (Site 3), S&EC did observed a seasonal high water table at the land surface
as this soil is identified as poorly drained. The apparent water table (free water in the borehole) was
observed at 20 inches below the top of ground and the soil was noted as saturated at field capacity.
Also in areas near the boring site, the land surface was noted as being saturated. At this location, the
upper 11 inches was a clay loam soil and the lower portion was clay. See the soil profile description
(Site 3) in Attachment 1 below. Due to these conditions, we were unable to conduct an in-situ
measurement at this location.

At the fourth area evaluated (Site 4), S&EC did observed a seasonal high water table within 5 inches
below top of ground. The apparent water table (free water in the borehole) was not observed within 36
inches below the top of ground. At this location, the upper 5 inches was a sandy loam soil and the
lower portion was clay loam to sandy clay loam. See the soil profile description (Site 4) in Attachment
1 below. Given the soil moisture conditions and depth to the seasonal high water table, we conducted
an in-situ test measurement at 6 inches below top of ground at this location.

Given the site topography and sloping conditions within the agricultural field, the seasonal high water
table could vary across the BMP areas and the soil boring descriptions (noted below) were a single
targeted point within the BMP’s. If needed, S&EC can conduct additional soil borings and testing in
the area.

In-Situ Hydraulic Conductivity Analysis:

In-situ saturated hydraulic conductivity (Ksat) measurements were conducted in the unsaturated soil
horizons at three sites within the target BMP areas by the constant head well permeameter technique
(also known as shallow well pump-in technique and bore hole permeameter method). These sites are
shown on the attached map (Site 1, Site 2 & Site 4). The initial target depth to run this in-situ analysis
was 12 inches below land surface at each location, however as mentioned above Site 4 was ran at 6
inches below top of land surface. This in-situ Ksat procedure is described in Methods of Soil Analysis,
Part 1., Chapter 29 – Hydraulic Conductivity of Saturated Soils: Field Methods, 29 – 3.2 Shallow
Well Pump In Method, pp. 758-763 and in the Soil Science Society of America Journal, Vol. 53, no. 5,
Sept. – Oct. 1989, “A Constant-head Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone” and “Comparison of the Glover Solution with the Simultaneous – Equations
Approach for Measuring Hydraulic Conductivity.” In essence, a volume of water was applied and
measured with time until a steady state of water flow was achieved. This volume/time with steady
state was used to calculate the saturated hydraulic conductivity of the subsoil by the Glover equation.

The Ksat value for each site is summarized below. Ksat data calculations are provided in Attachment
2 of this report.

Ksat Location Horizon, Soil Texture & Testing Depth Ksat Values (in/hr)
Site 1
A & Upper Bt, Sandy Loam & Sandy Clay
Loam, 12 inches 0.10
Site 2 A, Sandy Loam, 12 inches 0.32
Site 4
A & Upper Bt, Sandy Loam & Clay loam,
6 inches 0.11

These measurements were made in the unsaturated soil zone and are not intended to provide values of
the saturated zone, possible mounding or the rate of water movement off site. The hydraulic
conductivity of soil varies based on the soil texture and conditions. The test results noted above
should be used as a general guide in the decision of the final construction and permitting of the storm
water device, however any soil variations or site impacts within the BMP could affect the results.

Attachment 1.
Soil Boring Profile Descriptions

SITE-1

Horizon &
Depth
Texture, &
Structure
Munsell Color Notes
A
0 – 4 in
Sandy Loam, Granular 10 YR 2/2

BE
4 – 10 in
Sandy Loam, Granular 10 YR 6/4 Not Sticky, Not
Plastic

Bt1
10 – 13 in
Sandy Clay Loam, Medium,
Subangular Blocky
10 YR 5/3 Slightly Sticky,
Slightly Plastic

Bt2
13 – 22 in
Sandy Clay Loam,
Massive, Medium,
Subangular Blocky
10 YR 5/3
7.5 YR 5/3
Sticky, Plastic
Bt3
22 – 32 in
Sandy Clay Loam, Massive,
Medium, Subangular
Blocky
10 YR 6/2
7.5 YR 5/6
Dual Matrix
Colors, Sticky,
Plastic

C
32 – 48 in
Sandy Loam/Sandy Clay
Loam
10 YR 6/1
7.5 YR 5/6
Patches of gley
clay

Seasonal High
Water Table
Indicators observed
within 13 inches
below land surface

Apparent Water
Table Observed
within 44 inches of
land surface

SITE-2
Horizon &
Depth
Texture, &
Structure
Munsell Color Notes
A
0 – 5 in
Sandy Loam,
Weak, Medium, Granular
10 YR 3/2
E
5 – 13 in
Sandy Loam,
Weak, Medium, Granular
2.5 Y 4/4
BE
13 – 23 in
Sandy Loam, Weak,
Medium, Subangular
Blocky
10 YR 6/1
Bt1
23 – 32 in
Sandy Clay Loam,
Weak, Medium, Subangular
Blocky
10 YR 6/8
7.5 YR 5/8
10 YR 6/1
Mottled, Slightly
Sticky, Slightly
Plastic
Bt2
35 – 41 in
Sandy Clay Loam,
Moderate, Medium,
Subangular Blocky
10 YR 6/1
7.5 YR 5/6
Sticky, Plastic
Btg
41 – 48 in
Sandy Clay Loam,
Moderate, Medium,
Subangular Blocky
10 YR 6/1
7.5 YR 5/6
Sticky, Plastic
Seasonal High
Water Table
Indicators observed
within 23 inches
below land surface
No Apparent
Water Table
Observed within 4
feet of land surface

SITE-3

Horizon &
Depth
Texture, &
Structure
Munsell Color Notes
A/B
0 – 11 in
Clay Loam, Weak, Medium,
Subangular Blocky
10 YR 3/1
7.5 YR 5/2
10 YR 4/6
Slightly Sticky,
Slightly Plastic

Bt
11 – 20 in
Clay, Moderate, Medium,
Subangular Blocky
10 YR 4/2
7.5 YR 5/2
10 YR 4/1
Sticky, Plastic
Btg1
20 – 29 in
Clay, Moderate to Strong,
Medium, Subangular
Blocky
10 YR 5/2
7.5 YR 5/2
10 YR 4/1
Sticky, Plastic
Btg2
29 – 36 in
Clay, Strong, Medium,
Subangular Blocky
10 YR 5/1
7.5 YR 5/2
10 YR 4/1
Very Sticky, Very
Plastic

Seasonal High
Water Table
Indicators observed
at surface, standing
water observed
near site

Apparent Water
Table observed
within 20 inches of
land surface

SITE-4
Horizon &
Depth
Texture, &
Structure
Munsell Color Notes
Ap
0 – 5 in
Sandy Loam, Weak,
Medium,
Subangular Blocky
10 YR 3/2 Not Sticky, Not
Plastic
Bt1
5 – 16 in
Clay Loam, Medium,
Moderate, Subangular
Blocky
7.5 YR 5/6
7.5 YR 5/2
Slightly Sticky,
Slightly Plastic
Bt2
16 – 26 in
Clay, Moderate, Medium,
Subangular Blocky
7.5 YR 5/6
7.5 YR 5/2
7.5 YR 5/1
Sticky, Plastic
BCg
26 – 34 in
Sandy Clay Loam, Strong,
Medium, Subangular
Blocky
7.5 YR 6/1
7.5 YR 6/6
Sticky, Plastic
Cg
34+ in
Sandy Loam, Structureless 7.5 YR 6/1
7.5 YR 6.6
Very Friable, Not
Sticky, Not Plastic
Seasonal High
Water Table
Indicators observed
at 5 inches
No Apparent Water
Table observed
within 36 inches

Attachment 2
In-Situ Ksat Worksheets

Calculating Saturated Hydraulic Conductiviy, Ksat, by the Glover model
INFORMATION
Date 3/29/2018
Measurement Conducted By Don Wells
Job Name Cumberland Yard BMP's
Job Number 13479.S1
Weather Cond., Temp.sunny, 72
Ksat Location Site # 1
Soil Ag Field
Horizon A & Bt, SL & SCL
Source of Water tap
Required Data Value Units
Radius of Hole 2.5 cm
Depth of Hole 30.48 cm
Initial Depth of Water in Hole (H)22.86 cm
Final Depth of Water in Hole (H)22.86 cm
Start Saturation Time 12:13 Hour:Min
Start of Steady-State Condition Time 13:01 Hour:Min
No. of Reservoirs Used at Steady-State 2
Ratio H/r 9.1440
A factor in Equation [2] of Manual 0.000613
Clock Water Time Change Flow Flow Flow
Time Level Interval in Water Volume Rate Rate
Reading Level Q Q Ksat Ksat
Hr.Min cm Minute cm cm3 cm3/min cm3/hour cm/hour cm/day
cm/hour in/hour gpd/sf
12.13 19.5 0.26 0.10 1.54
12.16 13.3 3.00 6.2 651 217.00 13020.0 7.98 191.54
12.31 12.4 15.00 0.9 94.5 6.30 378.0 0.23 5.56
13.01 10.2 30.00 2.2 231 7.70 462.0 0.28 6.80
13.31 8 30.00 2.2 231 7.70 462.0 0.28 6.80
14.01 6.1 30.00 1.9 199.5 6.65 399.0 0.24 5.87
14.31 4 30.00 2.1 220.5 7.35 441.0 0.27 6.49
14.46 3 15.00 1 105 7.00 420.0 0.26 6.18
15.01 2 15.00 1 105 7.00 420.0 0.26 6.18 inch cm
15.16 1 15.00 1 105 7.00 420.0 0.26 6.18 Hole Depth:12 30.48
Hi:9 22.86
Hf:9 22.86
Graph Data
Time Ksat
12.31 0.23
13.01 0.28
13.31 0.28
14.01 0.24
14.31 0.27
14.46 0.26
15.01 0.26
15.16 0.26
AVERAGE:
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
10.00 11.00 12.00 13.00 14.00 15.00 16.00
Series1
Calculating Saturated Hydraulic Conductiviy, Ksat, by the Glover model
INFORMATION
Date 3/29/2018
Measurement Conducted By Don Wells
Job Name Cumberland Yard BMP's
Job Number 13479.S1
Weather Cond., Temp.sunny, 70
Ksat Location Site # 2
Soil Ag Field
Horizon A, Sandy loam
Source of Water tap
Required Data Value Units
Radius of Hole 2.5 cm
Depth of Hole 30.48 cm
Initial Depth of Water in Hole (H)15.24 cm
Final Depth of Water in Hole (H)15.24 cm
Start Saturation Time 12:06 Hour:Min
Start of Steady-State Condition Time 12:36 Hour:Min
No. of Reservoirs Used at Steady-State 2
Ratio H/r 6.0960
A factor in Equation [2] of Manual 0.001136
Clock Water Time Change Flow Flow Flow
Time Level Interval in Water Volume Rate Rate
Reading Level Q Q Ksat Ksat
Hr.Min cm Minute cm cm3 cm3/min cm3/hour cm/hour cm/day
12.06 26
12.21 20.8 15.00 5.2 546 36.40 2184.0 2.48 59.56
12.36 19.2 15.00 1.6 168 11.20 672.0 0.76 18.33
13.06 16.1 30.00 3.1 325.5 10.85 651.0 0.74 17.75 cm/hour in/hour gpd/sf
13.36 13 30.00 3.1 325.5 10.85 651.0 0.74 17.75 0.81 0.32 4.80
14.06 9.6 30.00 3.4 357 11.90 714.0 0.81 19.47
14.36 6.4 30.00 3.2 336 11.20 672.0 0.76 18.33
15.06 2.6 30.00 3.8 399 13.30 798.0 0.91 21.76
15.21 1 15.00 1.6 168 11.20 672.0 0.76 18.33
inch cm
Hole Depth:12 30.48
Hi:6 15.24
Hf:6 15.24
Graph Data
Time Ksat
12.36 0.76
13.06 0.74
13.36 0.74
14.06 0.81
14.36 0.76
15.06 0.91
15.21 0.76
AVERAGE:
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
10.00 11.00 12.00 13.00 14.00 15.00 16.00
Series1
Calculating Saturated Hydraulic Conductiviy, Ksat, by the Glover model
INFORMATION
Date 3/29/2018
Measurement Conducted By Don Wells
Job Name Cumberland Yard BMP's
Job Number 13479.S1
Weather Cond., Temp.sunny, 72
Ksat Location Site #4
Soil Ag Field
Horizon A & Bt; SL & CL
Source of Water tap
Required Data Value Units
Radius of Hole 2.5 cm
Depth of Hole 15.24 cm
Initial Depth of Water in Hole (H)15.24 cm
Final Depth of Water in Hole (H)15.24 cm
Start Saturation Time 11:48 Hour:Min
Start of Steady-State Condition Time 12:20 Hour:Min
No. of Reservoirs Used at Steady-State 2
Ratio H/r 6.0960
A factor in Equation [2] of Manual 0.001136
Clock Water Time Change Flow Flow Flow
Time Level Interval in Water Volume Rate Rate
Reading Level Q Q Ksat Ksat
Hr.Min cm Minute cm cm3 cm3/min cm3/hour cm/hour cm/day
cm/hour in/hour gpd/sf
0.27 0.11 1.62
11.48 11.8
11.50 9.2 2.00 2.6 273 136.50 8190.0 9.31 223.34
12.20 7.1 30.00 2.1 220.5 7.35 441.0 0.50 12.03
12.50 5.6 30.00 1.5 157.5 5.25 315.0 0.36 8.59
13.20 4.1 30.00 1.5 157.5 5.25 315.0 0.36 8.59
13.50 3 30.00 1.1 115.5 3.85 231.0 0.26 6.30
14.20 2 30.00 1 105 3.50 210.0 0.24 5.73 inch cm
14.50 1 30.00 1 105 3.50 210.0 0.24 5.73 Hole Depth:6 15.24
Hi:6 15.24
Hf:6 15.24
Graph Data
Time Ksat
12.20 0.50
12.50 0.36
13.20 0.36
13.50 0.26
14.20 0.24
14.50 0.24
AVERAGE:
0.00
0.10
0.20
0.30
0.40
0.50
0.60
12.00 12.50 13.00 13.50 14.00 14.50 15.00
Series1
@?
@?
@?
@?-78.822244, 35.042356
-78.824596, 35.045426
-78.823073, 35.046019
-78.820309, 35.042148
NC HWY 24
DOWNING RD
ACCORD RDNC Center for Geographic Information & Anaylsis
Project Number:
DWProject Manager:
1" = 300'Scale:
03/29/18Date:
Map Title:
Source:
Ksat & Soil Boring Map
North Carolina ACP Contractor Yard
Cumberland County, NC
Cumberland Co GIS,
2017 aerial from NCOneMap.com
13479.S1 ­Figure 1
0 150 300 450 600Feet
Legend
@?Ksat & Soil Boring Locations

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
07-02-2018
APPENDIX A2: DRAINAGE AREA MAPS

GAGA
GA
GA
E
E
E
E
E
TS
GP
G 281
G
G
LM
PIEDMONT
LM
PIEDMONT
90410045701
APPROX.
LOCATION
APPROX.
LOCATION
wcuc 051e
90
E Q U I P M E N T
LM
PIEDMONT
S09° 33' 45.90"E1326.907S82° 48' 15.42"W
1195.159N08° 35' 40.83"W789.151N12° 47' 30.74"W671.599N66° 28'

1
7
.
5
5
"
E
445.385
S75° 03'
0
7
.
7
6
"
E
541.71
8
JOHN S HAIR
PARCEL 0457-40-6622
(52.4 ACRES)
MARY J YOUNG
PARCEL 0457-20-1369
(41.2 ACRES)
HOWARD H R & RICHARD KING
PARCEL 0457-21-1811
(6.7 ACRES)
JEANNE BRYAN DAVIS
PARCEL 0457-20-4762
(0.45 ACRES)
ELLA J CLARK
PARCEL 0456-39-9627
(60.4 ACRES)
MARTHA L HAIR &
KATHY RADCLIFF
PARCEL 0457-51-1976
(1.7 ACRES)
GATE POSTS
92 949494949494949292
92949290929494
96
9
6
94 96949294
9294969494989694989694100'
25'
TOP O
F

B
E
R
M

=

9
5
.
1
TOP
O
F
B
E
R
M
=
9
5.
1
TOP OF BERM = 95.1TOP OF BERM =

9
4
.
1 TOP OF BERM = 94.1TOP OF BERM = 94.1TOP OF BER
M = 94.5
94
92
94
94
94
94
94
94
94
9492
92
929294949294949292
92 94
94
92
9492
94
929492929494
92 92949494949494
949096
98
OVERHEAD ELECTRIC LINEE
UNDERGROUND GAS LINEG
FENCE
xSTREAM
DITCH
PRIVACY FENCE
UTILITY POLE
GP GUY POLE
GUY ANCHORGA
UTILITY VALVE
POST
LM LINE MARKER
TS
TEST STAND
TBM TEMPORARY BENCH MARK
GRAVEL AREA.
TOP SOIL SEGREGATION AREA
WETLANDwcuc 051e
FUEL TANK AREA (25' x 250')
TRAILER (24' x 60')
STORAGE UNITS
1000
100 0 50 100
1.CONTOURS AND BASE MAP PROVIDED BY I3 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY.
2.DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER.
3.NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION.
4.DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO
CONTROL MEASURES ARE SPECIFIED.
CUMBERLAND
CUMBERLAND CY PROPOSED DRAINAGE AREA MAP
UNNAMED TRI
B
U
T
A
R
Y
TO LOCKS CRE
E
K
GENERAL NOTES AND COMMENTS:SYM.DATE BY REVISION INFORMATION PROJECT/TASK APP.SEAL
APP. FOR CONST.:
SCALE:
APP. FOR BID:
CHECKED:
DRAWN:
DIR/FILE:
DISTRICT:
TITLE:
COUNTY:DWG. NO.GROUP REV.STATE:
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
Atlantic Coast Pipeline, LLC
ERM 15720 Brixham Hill Ave, Suite 120
License #F-1223
ERM NC, INC.
Charlotte, NC 28277 [phone]
AS NOTED
07/02/2018SAR
07/02/2018WTS
0-ACP\North Carolina\
CUMBERLAND-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWWTS07/02/180
2 OF 2
LIMITS OF DISTURBANCE
LIMITS OF CONSTRUCTION
PROPOSED COMPOST FILTER
SOCK OR SILT FENCE
NC S
T
A
T
E

H
I
G
H
W
A
Y

2
4
DOWN
I
N
G

R
O
A
D
ACCORD ROADFLOW ARROW
ROCK CONSTRUCTION
ENTRANCE (OR APPROVED
ALT.)
OUTLET PROTECTION
PROPOSED CULVERT
PROPOSED DIVERSION SWALE
DRAINAGE AREA NODE NUMBER
POND NODE NUMBER
SHEET FLOW
LENGTH = 166 LF
SLOPE =
SHEET FLOW
LENGTH = 165 LF
SHALLOW
CONCENTRATED
LENGTH = 105 LF
SHALLOW
CONCENTRATED
LENGTH = 385 LF
SHALLOW
CONCENTRATED
LENGTH = 118 LF
SHALLOW
CONCENTRATED
LENGTH = 147 LF
CHANNEL FLOW
LENGTH = 149 LF
CHANNEL FLOW
LENGTH = 875 LF
PIPE FLOW
LENGTH = 24 LF
PIPE FLOW
LENGTH = 32 LF
>Tc SHEET FLOW
>Tc SHALLOW
CONCENTRATED FLOW
>Tc CHANNEL FLOW
DRAINAGE AREA BOUNDARY
>Tc PIPE FLOW
PROPOSED CONTOUR125
EXISTING CONTOUR
GAGA
GA
GA
E
E
E
E
E
TS
GP
G 281
G
G
LM
PIEDMONT
LM
PIEDMONT
90410045701
LAT:35°02'38.27"
LON:78°49'20.7146"
APPROX.
LOCATION
APPROX.
LOCATION
wcuc 051e
90
LM
PIEDMONT
S09° 33' 45.90"E1326.907S82° 48' 15.42"W
1195.159N08° 35' 40.83"W789.151N12° 47' 30.74"W671.599N66° 28'

1
7
.
5
5
"
E
445.385
S75° 03'
0
7
.
7
6
"
E
541.71
8
JOHN S HAIR
PARCEL 0457-40-6622
(52.4 ACRES)
MARY J YOUNG
PARCEL 0457-20-1369
(41.2 ACRES)
HOWARD H R & RICHARD KING
PARCEL 0457-21-1811
(6.7 ACRES)
JEANNE BRYAN DAVIS
PARCEL 0457-20-4762
(0.45 ACRES)
ELLA J CLARK
PARCEL 0456-39-9627
(60.4 ACRES)
MARTHA L HAIR &
KATHY RADCLIFF
PARCEL 0457-51-1976
(1.7 ACRES)
GATE POSTS
92 949494949494949292
92949290929494
96
9
6
94 96949294
9294969494OVERHEAD ELECTRIC LINEE
UNDERGROUND GAS LINEG
FENCE
xCONTOUR
STREAM
DITCH
CONTOUR1000
WETLANDwcuc 051e
PRIVACY FENCE
UTILITY POLE
GP GUY POLE
GUY ANCHORGA
UTILITY VALVE
POST
LM LINE MARKER
TS
TEST STAND
TBM TEMPORARY BENCH MARK
GRAVEL AREA.
TOP SOIL SEGREGATION AREA
100 0 50 100
1.CONTOURS AND BASE MAP PROVIDED BY I3 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY.
2.DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER.
3.NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION.
4.DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO
CONTROL MEASURES ARE SPECIFIED.
CUMBERLAND
CUMBERLAND CY EXISTING DRAINAGE AREA MAP
UNNAMED TRI
B
U
T
A
R
Y
TO LOCKS CRE
E
K
GENERAL NOTES AND COMMENTS:SYM.DATE BY REVISION INFORMATION PROJECT/TASK APP.SEAL
APP. FOR CONST.:
SCALE:
APP. FOR BID:
CHECKED:
DRAWN:
DIR/FILE:
DISTRICT:
TITLE:
COUNTY:DWG. NO.GROUP REV.STATE:
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
Atlantic Coast Pipeline, LLC
ERM 15720 Brixham Hill Ave, Suite 120
License #F-1223
ERM NC, INC.
Charlotte, NC 28277 [phone]
AS NOTED
07/02/2018SAR
07/02/2018WTS
0-ACP\North Carolina\
CUMBERLAND-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWWTS07/02/180
1 OF 2
LIMITS OF DISTURBANCE
LIMITS OF CONSTRUCTION
NC S
T
A
T
E

H
I
G
H
W
A
Y

2
4
DOWN
I
N
G

R
O
A
D
ACCORD ROADFLOW ARROW
DRAINAGE AREA NODE NUMBER
>Tc SHEET FLOW
>Tc SHALLOW
CONCENTRATED FLOW
>Tc CHANNEL FLOW
DRAINAGE AREA BOUNDARY
SHEET FLOW
LENGTH = 166 LF
>Tc PIPE FLOW
SHEET FLOW
LENGTH = 209 LF
SHEET FLOW
LENGTH = 165 LF
SHEET FLOW
LENGTH = 136 LF
SHALLOW
CONCENTRATED
LENGTH = 105 LF
SHALLOW
CONCENTRATED
LENGTH = 385 LF
SHALLOW
CONCENTRATED
LENGTH = 118 LF
SHALLOW
CONCENTRATED
LENGTH = 255LF
SHALLOW
CONCENTRATED
LENGTH = 157 LF
SHALLOW
CONCENTRATED
LENGTH = 147 LF
CHANNEL FLOW
LENGTH = 149 LF
CHANNEL FLOW
LENGTH = 480 LF
PIPE FLOW
LENGTH = 24 LF
PIPE FLOW
LENGTH = 32 LF
Service Layer Credits: Source: Esri,DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID,IGN, and the GIS User Community
OP24
OP24
OP24
OP24
ST1006
D o w n in g R o a d
Accord RoadDowning RoadClintonRoad
B
D
D
C
D
A
B
This information is for environmental review purposes only.
0 15 0 30 0
Fe et
1:1,800
Existing Drainage Basin
Site Boundary
HSG Soil Group
Public Road (OSM)
FILE: M:\Clients\D-F\DOM\SRPP\_ArcGIS\2017\09\06_Water_Quality_Figures\Figures\C Y\Rev1v3\_DOM_SRP_NC_DEQ_Pre_CY.mxd | REVISED: 02/10/2018 | SCALE: 1:1,800 when printed at 36 x 24 | REVISED: 02/10/2018
CY Spr 10-AWater Quan tity AnalysisPre-Dev elop me nt L andcover and HSG
DRAWN BY: TG
NC °E RM
1 inch = 1 50 feet
NLCD Landcover Classes
13 - Surveyed Waterbody
21 - Developed, Open Space
22 - Developed, Low Intensity
42 - Evergreen Forest
52 - Shrub/Scrub
71 - Grass land/Herbaceous
81 - Pasture/Hay
82 - Cultivated Crops
90 - Woody Wetlands
91 - Surveyed PEM W etland
99 - Gravel
Service Layer Credits: Source: Esri,DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID,IGN, and the GIS User Community
OP24
OP24
OP24
OP24
ST1006
D o w n in g R o a d
Accord RoadDowning RoadClintonRoad
B
D
D
C
D
A
B
This information is for environmental review purposes only.
0 15 0 30 0
Fe et
1:1,800
Proposed Drainage Basin
Site Boundary
HSG Soil Group
Public Road (OSM)
FILE: M:\Clients\D-F\DOM\SRPP\_ArcGIS\2017\09\06_Water_Quality_Figures\Figures\C Y\Rev1v3\_DOM_SRP_NC_DEQ_Post_CY.mxd | REVISED: 02/10/2018 | SCALE: 1:1,800 when printed at 36 x 24 | REVISED: 02/10/2018
CY Spr 10-AWater Quan tity AnalysisPost-Deve lopmen t Landcov er and HSG
DRAWN BY: TG
NC °E RM
1 inch = 1 50 feet
NLCD Landcover Classes
11 - Open Water
13 - Surveyed Waterbody
21 - Developed, Open Space
22 - Developed, Low Intensity
42 - Evergreen Forest
52 - Shrub/Scrub
61 - Topsoil
71 - Grass land/Herbaceous
81 - Pasture/Hay
82 - Cultivated Crops
90 - Woody Wetlands
91 - Surveyed PEM W etland
99 - Gravel

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
07-02-2018
APPENDIX A3: CALCULATIONS

A3.1 Hydrologic and Hydraulics Calculations – HydroCAD
A3.1.1 Watershed
A3.2 Composite Curve Number Calculations
A3.3 Sediment Basin Calculations
A3.4 Infiltration Basin Calculations

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
07-02-2018
A3.1 Hydrologic and Hydraulics Calculations – HydroCAD

A3.1.1 Watershed

121S
Pre Dev't
122S
Pre Dev't
123S
Pre Dev't
124S
Pre Dev't
221S
Post CY
222S
Post CY
225R
SUM Note
226R
(new Reach)
221P
221
222P
SF
Routing Diagram for 2018-7-18 HydroCAD_Updated Basins 221 and 222
Prepared by ERM, Printed 7/18/2018
HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 yr Rainfall=3.02"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 2HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 121S: Pre Dev't
Runoff = 20.45 cfs @ 12.24 hrs, Volume= 1.978 af, Depth> 0.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1 yr Rainfall=3.02"
Area (ac) CN Description
* 24.598 75
24.598 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 165 0.0212 0.41 Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.36"
1.8 106 0.0038 0.99 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 150 0.0220 5.84 70.07 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.040
0.1 24 0.0083 3.73 26.33 Pipe Channel,
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.030 Corrugated metal
9.9 384 0.0016 0.64 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.8 384 0.0026 0.82 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.6 1,245 Total
Summary for Subcatchment 122S: Pre Dev't
Runoff = 3.39 cfs @ 12.16 hrs, Volume= 0.284 af, Depth> 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1 yr Rainfall=3.02"
Area (ac) CN Description
* 3.948 73
3.948 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.6 209 0.0187 0.18 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
1.6 157 0.0100 1.61 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
21.2 366 Total
Type II 24-hr 1 yr Rainfall=3.02"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 3HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 123S: Pre Dev't
Runoff = 1.70 cfs @ 12.44 hrs, Volume= 0.227 af, Depth> 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1 yr Rainfall=3.02"
Area (ac) CN Description
* 3.184 73
3.184 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.7 165 0.0030 0.08 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
2.8 147 0.0030 0.88 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
5.5 480 0.0030 1.44 14.42 Channel Flow, CHANNEL
Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.050
42.0 792 Total
Summary for Subcatchment 124S: Pre Dev't
Runoff = 2.77 cfs @ 12.09 hrs, Volume= 0.194 af, Depth> 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1 yr Rainfall=3.02"
Area (ac) CN Description
* 2.692 73
2.692 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 136 0.0200 0.17 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
2.2 255 0.0150 1.97 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
15.7 391 Total
Summary for Subcatchment 221S: Post CY
Runoff = 63.69 cfs @ 12.06 hrs, Volume= 3.981 af, Depth> 1.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1 yr Rainfall=3.02"
Type II 24-hr 1 yr Rainfall=3.02"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 4HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Area (ac) CN Description
* 27.290 87
27.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 165 0.0212 1.59 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.36"
1.4 106 0.0038 1.25 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.4 150 0.0220 6.67 80.08 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.035
0.6 24 0.0083 0.71 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.9 384 0.0016 0.81 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030
1.2 118 0.0110 1.69 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
14.1 979 Total
Summary for Subcatchment 222S: Post CY
Runoff = 7.63 cfs @ 12.58 hrs, Volume= 1.124 af, Depth> 1.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1 yr Rainfall=3.02"
Area (ac) CN Description
* 7.130 89
7.130 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
44.4 165 0.0030 0.06 Sheet Flow, SHEET
Grass: Dense n= 0.240 P2= 3.36"
2.8 147 0.0030 0.88 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
9.3 875 0.0030 1.58 31.51 Channel Flow, CHANNEL
Area= 20.0 sf Perim= 21.0' r= 0.95' n= 0.050
56.5 1,187 Total
Type II 24-hr 1 yr Rainfall=3.02"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 5HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Reach 225R: SUM Note
Inflow Area = 27.290 ac, 0.00% Impervious, Inflow Depth > 0.95" for 1 yr event
Inflow = 22.14 cfs @ 12.22 hrs, Volume= 2.172 af
Outflow = 22.14 cfs @ 12.22 hrs, Volume= 2.172 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Summary for Reach 226R: (new Reach)
Inflow Area = 7.132 ac, 0.00% Impervious, Inflow Depth > 0.86" for 1 yr event
Inflow = 4.37 cfs @ 12.19 hrs, Volume= 0.511 af
Outflow = 4.37 cfs @ 12.20 hrs, Volume= 0.511 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Max. Velocity= 3.15 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 1.22 fps, Avg. Travel Time= 0.1 min
Peak Storage= 14 cf @ 12.20 hrs
Average Depth at Peak Storage= 0.25'
Bank-Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 181.21 cfs
5.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 10.0' Slope= 0.0400 '/'
Inlet Invert= 94.00', Outlet Invert= 93.60'
Summary for Pond 221P: 221
Inflow Area = 27.290 ac, 0.00% Impervious, Inflow Depth > 1.75" for 1 yr event
Inflow = 63.69 cfs @ 12.06 hrs, Volume= 3.981 af
Outflow = 3.19 cfs @ 13.77 hrs, Volume= 1.497 af, Atten= 95%, Lag= 102.3 min
Primary = 3.19 cfs @ 13.77 hrs, Volume= 1.497 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.39' @ 13.77 hrs Surf.Area= 115,019 sf Storage= 114,251 cf
Plug-Flow detention time= 322.5 min calculated for 1.495 af (38% of inflow)
Center-of-Mass det. time= 200.7 min ( 1,024.3 - 823.6 )
Volume Invert Avail.Storage Storage Description
#1 92.00' 220,802 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Type II 24-hr 1 yr Rainfall=3.02"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 6HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 55,783 0 0
93.00 93,020 74,402 74,402
93.30 106,081 29,865 104,267
94.10 185,257 116,535 220,802
Device Routing Invert Outlet Devices
#1 Primary 93.30'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=3.18 cfs @ 13.77 hrs HW=93.39' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 3.18 cfs @ 0.70 fps)
Summary for Pond 222P: SF
Inflow Area = 7.130 ac, 0.00% Impervious, Inflow Depth > 1.89" for 1 yr event
Inflow = 7.63 cfs @ 12.58 hrs, Volume= 1.124 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.33' @ 24.00 hrs Surf.Area= 64,443 sf Storage= 48,940 cf
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 92.00' 286,517 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 11,175 0 0
93.00 49,600 30,388 30,388
94.00 95,219 72,410 102,797
95.10 238,818 183,720 286,517
Device Routing Invert Outlet Devices
#1 Primary 94.00'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 1" Rainfall Rainfall=1.00"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 7HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 121S: Pre Dev't
Runoff = 0.09 cfs @ 13.35 hrs, Volume= 0.060 af, Depth> 0.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 24.598 75
24.598 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 165 0.0212 0.41 Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.36"
1.8 106 0.0038 0.99 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 150 0.0220 5.84 70.07 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.040
0.1 24 0.0083 3.73 26.33 Pipe Channel,
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.030 Corrugated metal
9.9 384 0.0016 0.64 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.8 384 0.0026 0.82 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.6 1,245 Total
Summary for Subcatchment 122S: Pre Dev't
Runoff = 0.01 cfs @ 15.42 hrs, Volume= 0.005 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 3.948 73
3.948 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.6 209 0.0187 0.18 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
1.6 157 0.0100 1.61 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
21.2 366 Total
Type II 24-hr 1" Rainfall Rainfall=1.00"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 8HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 123S: Pre Dev't
Runoff = 0.01 cfs @ 15.73 hrs, Volume= 0.004 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 3.184 73
3.184 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.7 165 0.0030 0.08 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
2.8 147 0.0030 0.88 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
5.5 480 0.0030 1.44 14.42 Channel Flow, CHANNEL
Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.050
42.0 792 Total
Summary for Subcatchment 124S: Pre Dev't
Runoff = 0.00 cfs @ 15.34 hrs, Volume= 0.004 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 2.692 73
2.692 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 136 0.0200 0.17 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
2.2 255 0.0150 1.97 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
15.7 391 Total
Summary for Subcatchment 221S: Post CY
Runoff = 7.17 cfs @ 12.08 hrs, Volume= 0.507 af, Depth> 0.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Type II 24-hr 1" Rainfall Rainfall=1.00"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 9HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Area (ac) CN Description
* 27.290 87
27.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 165 0.0212 1.59 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.36"
1.4 106 0.0038 1.25 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.4 150 0.0220 6.67 80.08 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.035
0.6 24 0.0083 0.71 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.9 384 0.0016 0.81 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030
1.2 118 0.0110 1.69 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
14.1 979 Total
Summary for Subcatchment 222S: Post CY
Runoff = 1.00 cfs @ 12.63 hrs, Volume= 0.166 af, Depth> 0.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 7.130 89
7.130 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
44.4 165 0.0030 0.06 Sheet Flow, SHEET
Grass: Dense n= 0.240 P2= 3.36"
2.8 147 0.0030 0.88 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
9.3 875 0.0030 1.58 31.51 Channel Flow, CHANNEL
Area= 20.0 sf Perim= 21.0' r= 0.95' n= 0.050
56.5 1,187 Total
Type II 24-hr 1" Rainfall Rainfall=1.00"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 10HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Reach 225R: SUM Note
Inflow Area = 27.290 ac, 0.00% Impervious, Inflow Depth > 0.03" for 1" Rainfall event
Inflow = 0.10 cfs @ 13.47 hrs, Volume= 0.064 af
Outflow = 0.10 cfs @ 13.47 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Summary for Reach 226R: (new Reach)
Inflow Area = 7.132 ac, 0.00% Impervious, Inflow Depth > 0.02" for 1" Rainfall event
Inflow = 0.01 cfs @ 15.56 hrs, Volume= 0.010 af
Outflow = 0.01 cfs @ 15.57 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Max. Velocity= 0.62 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 0.62 fps, Avg. Travel Time= 0.3 min
Peak Storage= 0 cf @ 15.57 hrs
Average Depth at Peak Storage= 0.00'
Bank-Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 181.21 cfs
5.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 10.0' Slope= 0.0400 '/'
Inlet Invert= 94.00', Outlet Invert= 93.60'
Summary for Pond 221P: 221
Inflow Area = 27.290 ac, 0.00% Impervious, Inflow Depth > 0.22" for 1" Rainfall event
Inflow = 7.17 cfs @ 12.08 hrs, Volume= 0.507 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 92.35' @ 24.00 hrs Surf.Area= 68,950 sf Storage= 22,054 cf
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 92.00' 220,802 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Type II 24-hr 1" Rainfall Rainfall=1.00"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 11HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 55,783 0 0
93.00 93,020 74,402 74,402
93.30 106,081 29,865 104,267
94.10 185,257 116,535 220,802
Device Routing Invert Outlet Devices
#1 Primary 93.30'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond 222P: SF
Inflow Area = 7.130 ac, 0.00% Impervious, Inflow Depth > 0.28" for 1" Rainfall event
Inflow = 1.00 cfs @ 12.63 hrs, Volume= 0.166 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 92.39' @ 24.00 hrs Surf.Area= 26,064 sf Storage= 7,215 cf
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 92.00' 286,517 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 11,175 0 0
93.00 49,600 30,388 30,388
94.00 95,219 72,410 102,797
95.10 238,818 183,720 286,517
Device Routing Invert Outlet Devices
#1 Primary 94.00'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 2 yr Rainfall=3.66"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 12HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 121S: Pre Dev't
Runoff = 30.79 cfs @ 12.23 hrs, Volume= 2.878 af, Depth> 1.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 2 yr Rainfall=3.66"
Area (ac) CN Description
* 24.598 75
24.598 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 165 0.0212 0.41 Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.36"
1.8 106 0.0038 0.99 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 150 0.0220 5.84 70.07 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.040
0.1 24 0.0083 3.73 26.33 Pipe Channel,
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.030 Corrugated metal
9.9 384 0.0016 0.64 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.8 384 0.0026 0.82 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.6 1,245 Total
Summary for Subcatchment 122S: Pre Dev't
Runoff = 5.24 cfs @ 12.15 hrs, Volume= 0.421 af, Depth> 1.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 2 yr Rainfall=3.66"
Area (ac) CN Description
* 3.948 73
3.948 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.6 209 0.0187 0.18 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
1.6 157 0.0100 1.61 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
21.2 366 Total
Type II 24-hr 2 yr Rainfall=3.66"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 13HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 123S: Pre Dev't
Runoff = 2.66 cfs @ 12.42 hrs, Volume= 0.337 af, Depth> 1.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 2 yr Rainfall=3.66"
Area (ac) CN Description
* 3.184 73
3.184 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.7 165 0.0030 0.08 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
2.8 147 0.0030 0.88 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
5.5 480 0.0030 1.44 14.42 Channel Flow, CHANNEL
Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.050
42.0 792 Total
Summary for Subcatchment 124S: Pre Dev't
Runoff = 4.26 cfs @ 12.09 hrs, Volume= 0.288 af, Depth> 1.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 2 yr Rainfall=3.66"
Area (ac) CN Description
* 2.692 73
2.692 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 136 0.0200 0.17 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
2.2 255 0.0150 1.97 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
15.7 391 Total
Summary for Subcatchment 221S: Post CY
Runoff = 83.83 cfs @ 12.06 hrs, Volume= 5.275 af, Depth> 2.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 2 yr Rainfall=3.66"
Type II 24-hr 2 yr Rainfall=3.66"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 14HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Area (ac) CN Description
* 27.290 87
27.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 165 0.0212 1.59 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.36"
1.4 106 0.0038 1.25 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.4 150 0.0220 6.67 80.08 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.035
0.6 24 0.0083 0.71 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.9 384 0.0016 0.81 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030
1.2 118 0.0110 1.69 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
14.1 979 Total
Summary for Subcatchment 222S: Post CY
Runoff = 9.95 cfs @ 12.57 hrs, Volume= 1.469 af, Depth> 2.47"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 2 yr Rainfall=3.66"
Area (ac) CN Description
* 7.130 89
7.130 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
44.4 165 0.0030 0.06 Sheet Flow, SHEET
Grass: Dense n= 0.240 P2= 3.36"
2.8 147 0.0030 0.88 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
9.3 875 0.0030 1.58 31.51 Channel Flow, CHANNEL
Area= 20.0 sf Perim= 21.0' r= 0.95' n= 0.050
56.5 1,187 Total
Type II 24-hr 2 yr Rainfall=3.66"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 15HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Reach 225R: SUM Note
Inflow Area = 27.290 ac, 0.00% Impervious, Inflow Depth > 1.39" for 2 yr event
Inflow = 33.43 cfs @ 12.21 hrs, Volume= 3.166 af
Outflow = 33.43 cfs @ 12.21 hrs, Volume= 3.166 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Summary for Reach 226R: (new Reach)
Inflow Area = 7.132 ac, 0.00% Impervious, Inflow Depth > 1.28" for 2 yr event
Inflow = 6.84 cfs @ 12.19 hrs, Volume= 0.758 af
Outflow = 6.84 cfs @ 12.19 hrs, Volume= 0.758 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Max. Velocity= 3.69 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 1.36 fps, Avg. Travel Time= 0.1 min
Peak Storage= 19 cf @ 12.19 hrs
Average Depth at Peak Storage= 0.33'
Bank-Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 181.21 cfs
5.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 10.0' Slope= 0.0400 '/'
Inlet Invert= 94.00', Outlet Invert= 93.60'
Summary for Pond 221P: 221
Inflow Area = 27.290 ac, 0.00% Impervious, Inflow Depth > 2.32" for 2 yr event
Inflow = 83.83 cfs @ 12.06 hrs, Volume= 5.275 af
Outflow = 11.19 cfs @ 12.56 hrs, Volume= 2.774 af, Atten= 87%, Lag= 30.0 min
Primary = 11.19 cfs @ 12.56 hrs, Volume= 2.774 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.51' @ 12.56 hrs Surf.Area= 126,727 sf Storage= 128,550 cf
Plug-Flow detention time= 238.9 min calculated for 2.774 af (53% of inflow)
Center-of-Mass det. time= 127.4 min ( 943.1 - 815.7 )
Volume Invert Avail.Storage Storage Description
#1 92.00' 220,802 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Type II 24-hr 2 yr Rainfall=3.66"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 16HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 55,783 0 0
93.00 93,020 74,402 74,402
93.30 106,081 29,865 104,267
94.10 185,257 116,535 220,802
Device Routing Invert Outlet Devices
#1 Primary 93.30'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=11.17 cfs @ 12.56 hrs HW=93.51' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 11.17 cfs @ 1.07 fps)
Summary for Pond 222P: SF
Inflow Area = 7.130 ac, 0.00% Impervious, Inflow Depth > 2.47" for 2 yr event
Inflow = 9.95 cfs @ 12.57 hrs, Volume= 1.469 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.54' @ 24.00 hrs Surf.Area= 74,328 sf Storage= 63,976 cf
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 92.00' 286,517 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 11,175 0 0
93.00 49,600 30,388 30,388
94.00 95,219 72,410 102,797
95.10 238,818 183,720 286,517
Device Routing Invert Outlet Devices
#1 Primary 94.00'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 10 yr Rainfall=5.52"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 17HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 121S: Pre Dev't
Runoff = 64.49 cfs @ 12.22 hrs, Volume= 5.855 af, Depth> 2.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr Rainfall=5.52"
Area (ac) CN Description
* 24.598 75
24.598 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 165 0.0212 0.41 Sheet Flow,
Cultivated: Residue<=20% n= 0.060 P2= 3.36"
1.8 106 0.0038 0.99 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 150 0.0220 5.84 70.07 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.040
0.1 24 0.0083 3.73 26.33 Pipe Channel,
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.030 Corrugated metal
9.9 384 0.0016 0.64 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.8 384 0.0026 0.82 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.6 1,245 Total
Summary for Subcatchment 122S: Pre Dev't
Runoff = 11.38 cfs @ 12.14 hrs, Volume= 0.882 af, Depth> 2.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr Rainfall=5.52"
Area (ac) CN Description
* 3.948 73
3.948 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.6 209 0.0187 0.18 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
1.6 157 0.0100 1.61 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
21.2 366 Total
Type II 24-hr 10 yr Rainfall=5.52"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 18HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 123S: Pre Dev't
Runoff = 5.85 cfs @ 12.40 hrs, Volume= 0.707 af, Depth> 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr Rainfall=5.52"
Area (ac) CN Description
* 3.184 73
3.184 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.7 165 0.0030 0.08 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
2.8 147 0.0030 0.88 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
5.5 480 0.0030 1.44 14.42 Channel Flow, CHANNEL
Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.050
42.0 792 Total
Summary for Subcatchment 124S: Pre Dev't
Runoff = 9.16 cfs @ 12.08 hrs, Volume= 0.602 af, Depth> 2.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr Rainfall=5.52"
Area (ac) CN Description
* 2.692 73
2.692 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 136 0.0200 0.17 Sheet Flow, SHEET
Cultivated: Residue>20% n= 0.170 P2= 3.36"
2.2 255 0.0150 1.97 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
15.7 391 Total
Summary for Subcatchment 221S: Post CY
Runoff = 143.11 cfs @ 12.06 hrs, Volume= 9.205 af, Depth> 4.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr Rainfall=5.52"
Type II 24-hr 10 yr Rainfall=5.52"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 19HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Area (ac) CN Description
* 27.290 87
27.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 165 0.0212 1.59 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.36"
1.4 106 0.0038 1.25 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.4 150 0.0220 6.67 80.08 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.035
0.6 24 0.0083 0.71 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.9 384 0.0016 0.81 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030
1.2 118 0.0110 1.69 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
14.1 979 Total
Summary for Subcatchment 222S: Post CY
Runoff = 16.74 cfs @ 12.56 hrs, Volume= 2.507 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr Rainfall=5.52"
Area (ac) CN Description
* 7.130 89
7.130 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
44.4 165 0.0030 0.06 Sheet Flow, SHEET
Grass: Dense n= 0.240 P2= 3.36"
2.8 147 0.0030 0.88 Shallow Concentrated Flow, SHALLOW
Unpaved Kv= 16.1 fps
9.3 875 0.0030 1.58 31.51 Channel Flow, CHANNEL
Area= 20.0 sf Perim= 21.0' r= 0.95' n= 0.050
56.5 1,187 Total
Type II 24-hr 10 yr Rainfall=5.52"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 20HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Reach 225R: SUM Note
Inflow Area = 27.290 ac, 0.00% Impervious, Inflow Depth > 2.84" for 10 yr event
Inflow = 70.35 cfs @ 12.20 hrs, Volume= 6.457 af
Outflow = 70.35 cfs @ 12.20 hrs, Volume= 6.457 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Summary for Reach 226R: (new Reach)
Inflow Area = 7.132 ac, 0.00% Impervious, Inflow Depth > 2.67" for 10 yr event
Inflow = 15.08 cfs @ 12.18 hrs, Volume= 1.588 af
Outflow = 15.07 cfs @ 12.18 hrs, Volume= 1.588 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Max. Velocity= 4.82 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 1.64 fps, Avg. Travel Time= 0.1 min
Peak Storage= 31 cf @ 12.18 hrs
Average Depth at Peak Storage= 0.52'
Bank-Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 181.21 cfs
5.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 10.0' Slope= 0.0400 '/'
Inlet Invert= 94.00', Outlet Invert= 93.60'
Summary for Pond 221P: 221
Inflow Area = 27.290 ac, 0.00% Impervious, Inflow Depth > 4.05" for 10 yr event
Inflow = 143.11 cfs @ 12.06 hrs, Volume= 9.205 af
Outflow = 61.15 cfs @ 12.24 hrs, Volume= 6.666 af, Atten= 57%, Lag= 10.8 min
Primary = 61.15 cfs @ 12.24 hrs, Volume= 6.666 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.89' @ 12.24 hrs Surf.Area= 164,588 sf Storage= 184,270 cf
Plug-Flow detention time= 165.7 min calculated for 6.658 af (72% of inflow)
Center-of-Mass det. time= 74.4 min ( 874.5 - 800.1 )
Volume Invert Avail.Storage Storage Description
#1 92.00' 220,802 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Type II 24-hr 10 yr Rainfall=5.52"2018-7-18 HydroCAD_Updated Basins 221 and 222
Printed 7/18/2018Prepared by ERM
Page 21HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 55,783 0 0
93.00 93,020 74,402 74,402
93.30 106,081 29,865 104,267
94.10 185,257 116,535 220,802
Device Routing Invert Outlet Devices
#1 Primary 93.30'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=61.08 cfs @ 12.24 hrs HW=93.89' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 61.08 cfs @ 2.07 fps)
Summary for Pond 222P: SF
Inflow Area = 7.130 ac, 0.00% Impervious, Inflow Depth > 4.22" for 10 yr event
Inflow = 16.74 cfs @ 12.56 hrs, Volume= 2.507 af
Outflow = 0.44 cfs @ 23.85 hrs, Volume= 0.098 af, Atten= 97%, Lag= 677.3 min
Primary = 0.44 cfs @ 23.85 hrs, Volume= 0.098 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 94.02' @ 23.85 hrs Surf.Area= 98,146 sf Storage= 104,965 cf
Plug-Flow detention time= 865.1 min calculated for 0.098 af (4% of inflow)
Center-of-Mass det. time= 527.6 min ( 1,354.4 - 826.8 )
Volume Invert Avail.Storage Storage Description
#1 92.00' 286,517 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 11,175 0 0
93.00 49,600 30,388 30,388
94.00 95,219 72,410 102,797
95.10 238,818 183,720 286,517
Device Routing Invert Outlet Devices
#1 Primary 94.00'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.39 cfs @ 23.85 hrs HW=94.02' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 0.39 cfs @ 0.35 fps)

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
07-02-2018
A3.2 Composite Curve Number Calculations

1 - MRLC Land Cover Data - PreContractor Yard 10ALand Cover Classification11 11 11 11 13 13 13 13 21 21 21 21 22 22 22 22 42 42 42 42 52 52 52 52 61 61 61 61 81 81 81 81 82 82 82 82 90 90 90 90 99 99 99 99Hydrologic Soil GroupABCDABCDABCDABCDABCDABCDABCDABCDABCDABCDABCDCN Table 1100 100 100 100 100 100 100 100 98 98 98 98 98 98 98 98 30 55 70 77 30 48 65 73 32 58 72 79 39 61 74 80 67 78 85 89 30 55 70 77 98 98 98 98DA ID121S 0.01 2.19 0.34 0.21 1.43 1.63 1.27 2.95 0.03 0.10 9.32 4.35 0.38 0.06 0.17 0.16 24.59 75122S 0.03 0.07 0.02 1.57 0.40 1.34 1.20 0.12 0.46 0.12 0.03 5.34 50123S0.81 0.38 0.57 0.02 0.52 1.423.71 73124S1.13 0.89 1.52 3.54 73Notes:DA (acres) CN Calculated
2 - MRLC Land Cover Data - PostContractor Yard 10ALand Cover Classification11 11 11 11 13 13 13 13 21 21 21 21 22 22 22 22 42 42 42 42 52 52 52 52 61 61 61 61 81 81 81 81 82 82 82 82 90 90 90 90 99 99 99 99Hydrologic Soil Group A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C DCN Table 1 100 100 100 100 100 100 100 100 98 98 98 98 98 98 98 98 30 55 70 77 30 48 65 73 32 58 72 79 39 61 74 80 67 78 85 89 30 55 70 77 98 98 98 98DA ID221S 0.03 0.35 0.29 0.34 0.11 1.41 0.45 0.01 0.02 0.03 0.02 0.78 1.06 0.08 0.35 0.22 5.57 79221S-C10.01 0.10 0.02 0.12 0.01 0.02 0.00 1.27 1.08 3.41 6.03 96221S-C20.82 0.23 0.06 1.11 0.10 0.11 0.19 1.72 2.33 0.56 5.35 0.40 12.98 87222S 0.08 0.19 0.03 0.06 0.01 0.68 0.00 0.57 0.04 0.07 2.47 0.51 0.62 5.34 85223S 0.00 0.23 0.18 0.22 0.27 0.02 0.25 0.16 0.43 1.95 3.71 89224S 0.131.75 0.25 0.14 0.20 0.52 0.19 3.18 69225S0.05 0.300.35 77Notes:DA (acres) CN Calculated

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
07-02-2018
A3.3 Sediment Basin Calculations

Sediment Basin 221 w/ Infiltration Revision 2
Designed by CNelson
Checked by
Project Name CY SPR 10‐A
Project Number
Site Location (City/Town) Fayetteville
NW
Total Drainage Area (acres) 27.3
Step 1. Determine Peak Flow, Q10 for the basin drainage area
Q10 (cfs) 143.1
Source: Hydraflow Express ‐ Grading Phase Output File
Step 2.  Determine any site limitation for the sediment pool elevation, emergency spillway or top of da
Min. Pool Elevation (ft) 92
Max. Pool Elevation (ft) 93.3
Step 3. Determine basin volumes (cf)
     Compute min. volume required (3600 cu.ft per acre of distrubed area)
     Specity Sediment cleanout level to be marked (one‐half the design volume)
Disturbed acreage (ac) 21.8
Min. Volume (cu.ft) 78,480        
Sediment cleanout elevation (ft) 92.6             
Step 4. Determine area and shape of basin:
     Check length/width ratio (should be 2:1 to 6:1)
     Compute min. basin surface area  (435 sq.ft/cf)
Min. Surface Area (sq. ft) 62,249        
Min. Surface Area @ Elev 92.2             
Proposed Basin Design 
Elevation
Surface 
Area (sf)
Incre. Vol 
(cu.ft.)Cum. Vol
92 55,783        00
93 93,020        74,402        74,402        
93.3 118,176      31,679        106,081      WEIR
94.1 185,257      153,052      227,454      TOP
Basin Design Check PCSO Req'd Volume
Surface Area 118,176      ok 98,666 cf
Volume (cf)106,081      ok PCSO Provided Volume
106,081      cf ok
Weir Design
Q= CLH^1.5
C = 2.8
H = 1.01
L =50
Basin Id.
Sediment Basin 222 w/ Infiltration Rev 2
Designed by CNelson
Checked by
Project Name CY SPR 10‐A
Project Number
Site Location (City/Town) Fayetteville
NW
Total Drainage Area (acres) 7.13
Step 1. Determine Peak Flow, Q10 for the basin drainage area
Q10 (cfs) 16.7
Source: Hydraflow Express ‐ Grading Phase Output File
Step 2.  Determine any site limitation for the sediment pool elevation, emergency spillway or top of dam
Min. Pool Elevation (ft) 92
Max. Pool Elevation (ft) 93.1
Step 3. Determine basin volumes (cf)
     Compute min. volume required (3600 cu.ft per acre of distrubed area)
     Specity Sediment cleanout level to be marked (one‐half the design volume)
Disturbed acreage (ac) 7.13
Min. Volume (cu.ft) 25,668        
Sediment cleanout elevation (ft) 92.5             
Step 4. Determine area and shape of basin:
     Check length/width ratio (should be 2:1 to 6:1)
     Compute min. basin surface area  (435 sq.ft/cf)
Min. Surface Area (sq. ft) 7,265           
Min. Surface Area @ Elev 92.1             
Proposed Basin Design 
Elevation
Surface 
Area (sf)
Incre. Vol 
(cu.ft.)Cum. Vol
92 11,175         ‐                ‐               
93 49,600        30,388        30,388        
93.1 54,162        5,188           35,576        WEIR
94 95,219        72,410        102,797      
95.1 238,818      183,720      286,517      TOP
Basin Design Check PCSO Req'd Volume
Surface Area 54,162        ok 25,778 cf
Volume (cf)35,576        ok PCSO Provided Volume
35,576        cf ok
Weir Design at elev=93.1
Q= CLH^1.5
C = 2.8
H = 0.24
L =50
Basin Id.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
07-02-2018
A3.4 Infiltration Basin Calculations

2/10/2018Rev 7/18/2018Dominion ACP ‐ CY SPR 10‐AINFILTRATION SIZINGActualSite Basin Rainfall Rainfall Drainage Drainage Total Soil Infiltration Factor of Time Req'd Actual Time NoteID (in) (ft) Area Area Volume Type Rate Safety Required Surface Area Surface Area to Drain(ac) (sf) Treated K (hrs) (sf) (sf) (hrs)(cf) (See Note 1)CY 10A 221 1 0.083 27.29 1,188,752.4098,666.45 Wm 0.11 2 72 6229 6240 72 Treat 1" runoff volume222 1 0.083 7.13 310,582.8025,778.37Ra 0.1 2 72 1790 2500 52 Treat 1" runoff volume
EROSION & SEDIMENT CONTROL PLAN
CUMBERLAND COUNTY, NORTH CAROLINA
ATLANTIC COAST PIPELINE PROJECT
PROJECT CONTACTS
OWNER/APPLICANT
CONSULTANT
ERM NC, INC.
LICENSE #F-1223
15720 BRIZHAM HILL AVENUE, SUITE 120
CHARLOTTE, NORTH CAROLINA 28277
SCOTT ROBINSON, PE
704-541-8345
[e-mail]
LOCATION MAP
1" = 2,000 FEET WHEN
PRINTED FULL SIZE
DOMINION ENERGY TRANSMISSION, INC.
5000 DOMINION BOULEVARD
GLEN ALLEN, VA 23060
PHONE: [phone]
EXISTING INFORMATION SOURCES
CONTOURS AND BASE MAP PROVIDED BY I3
CONSULTING, LLC WITH ADDITIONAL CONTOURS
OBTAINED FROM THE USGS NATIONAL ELEVATION
DATASET.
PLAN REPRODUCTION WARNING
THE PLANS HAVE BEEN CREATED ON 24"X36"
SHEETS FOR REDUCTIONS, REFER TO GRAPHIC
SCALE.
THE PLANS HAVE BEEN CREATED FOR FULL
COLOR PLOTTING, AND SET OF THE PLANS THAT
IS NOT PLOTTED IN FULL COLOR SHALL NOT BE
CONSIDERED ADEQUATE FOR CONSTRUCTION
PURPOSES.
***WARNING*** INFORMATION MAY BE LOST IN
COPYING AND/OR GRAY SCALE PLOTTING.
NORTH CAROLINA
SHEETS 2-3
CONTRACTOR YARDS - CUMBERLAND COUNTY (CY SPR 10-A)
SHEET INDEX
-X/XX/201X
SHEET 1 - COVER SHEET
SHEET X - SHEET TITLE
MOST RECENT ISSUE OR REVISION DATE
MOST RECENT REVISION NUMBER
FILLED CIRCLE INDICATES DRAWING INCLUDED WITHIN THIS ISSUE
DRAWING INDEX LEGEND
07/02/2018
SHEET 3 - CUMBERLAND (CY SPR10-A) INITIAL CLEARING & GRADING
SHEET 2 - CUMBERLAND (CY SPR10-A) AERIAL OVERVIEW
SHEET 7 - ESCP DETAILS
SHEET 6 - ESCP DETAILS
0
SHEET 8 - ESCP DETAILS
SHEET 9 - ESCP NOTES
ERM
SHEET 4 - CUMBERLAND (CY SPR10-A) PERMANENT PCSW
SHEET 5 - CUMBERLAND (CY SPR10-A) CROSS-SECTIONS
0
0
0
0
0
0
0
0
07/02/2018
07/02/2018
07/02/2018
07/02/2018
07/02/2018
07/02/2018
07/02/2018
07/02/2018
GAGA
GA
GA
E
E
E
E
E
TS
GP
G 281
G
G
LM
PIEDMONT
LM
PIEDMONT
90
410045701
LAT:35°02'38.27"
LON:78°49'20.7146"
APPROX.
LOCATION
APPROX.
LOCATION
wcuc 051e
90
E Q U I P M E N T
LM
PIEDMONT
S09° 33' 45.90"E1326.907S82° 48' 15.42"W
1195.159N08° 35' 40.83"W789.151N12° 47' 30.74"W671.599N66° 28'

1
7
.
5
5
"
E
445.385
S75° 03'

0
7
.
7
6
"
E
541.718
JOHN S HAIR
PARCEL 0457-40-6622
(52.4 ACRES)
MARY J YOUNG
PARCEL 0457-20-1369
(41.2 ACRES)
HOWARD H R & RICHARD KING
PARCEL 0457-21-1811
(6.7 ACRES)
JEANNE BRYAN DAVIS
PARCEL 0457-20-4762
(0.45 ACRES)
ELLA J CLARK
PARCEL 0456-39-9627
(60.4 ACRES)
MARTHA L HAIR &
KATHY RADCLIFF
PARCEL 0457-51-1976
(1.7 ACRES)
GATE POSTS
92 949494949494949292
92949290929494
96
9
6
94 96949294
9294969494CLEANOUT (TYP)
10'10'
3'
4'
20'
30'
8'
36'
2'
CLASS 'B' RIP RAP WEIRTOP ELEVATION =92.5'
#57 WASHED STONE
SAND FILTERTOP ELEVATION =92.0'
1.50
SKIMMER DEWATERING DEVICE1-1/4" SKIMMER
DAM EMBANKMENTCOMPACTED FILL
ROCK DAM (CLASSB STONE)
EMERGENCY SPILLWAY
1' WIDE GROUT ZONETO PREVENT SEEPAGETHROUGH RIPRAP
CROSS SECTION THROUGH EMBANKMENT AND SKIMMER PIPE
CROSS SECTION THROUGH EMERGENCY SPILLWAY (CROSS SECTION A-A')
VARIES
VARIES3:1 3:1
3:1 3:1
CLEANOUT STAKE
CLASS B STONE PAD
SKIMMER SEDIMENT BASIN
CROSS SECTIONS
BERMEMERGENCY SPILLWAY
PONDING DEPTHON INFILTRATION TRENCH
1' WIDE GROUTSTRIP 12"12"
CLASS B RIP RAP12" DEPTH
TYPE 1 NON-WOVENFILTER FABRIC
TYPE 1 NON-WOVENFILTER FABRICFOR INFILTRATION BASIN
TYPE 2 WOVENFILTER FABRIC FORRIP RAP SPILLWAY
PROVIDE 6" OVERLAP OFWOVEN AND NON-WOVENFILTER FABRIC (NON-WOVENUNDER WOVEN)
12" DEEP, 1.5" TO 2.5" DIACLEAN, WASHED STONE4" SAND FILTER LAYER CLEAN,WASHED SAND, NCDOT C33
2" DEEP, CLEAN, WASHED NO. 57 STONEOBSERVATION WELL PORT -LOCATE NEAR CENTER OFEACH INFILTRATION TRENCH
DETAILOBSERVATION WELL PORT
8" SCREW CAP ANDFITTING
8" DIA., C-900 PVCPIPE, 18" HEIGHTOBSERVATION PORT PIPETO BE OPEN ON THEBOTTOM, AND SITS ON FILTERFABRIC LAYERFILTER FABRIC18"
NOTES:1)CONSTRUCTION OF THE INFILTRATION BASINS TO BEGIN AFTER ALL UPSLOPE AREASARE STABILZED WITH GRASS AND NO EVIDENCE OF EROSIVE CONDITIONS.2)PROVIDE ONE OBSERVATION PORT FOR EACH INFILTRATION TRENCH.3)SEE SHEET 6 FOR INFILTRATION TRENCH DETAIL.
3:13:1
INFILTRATION TRENCH TYPICAL CROSS SECTION
6" C-900 PERFORATEDPVC PIPE @ 0.50%
30' - 6" C-900 SOLID WALLPVC PIPE @ 0.50%
COUPLER-CONVERSIONFROM SOLID WALL TOPERFORATED PIPE
3' - 6" C-900 SOLID WALLPVC PIPE @ 0.50%
SAND FILTERUNDERDRAIN LAYOUT
NOTES:1)REMOVE EXISTING GRASS VEGETATION, RAKE TO A DEPTH OF 1 INCH PRIOR TO PLACING FILL MATERIAL.2)CONSTRUCTION OF THE SAND FILTER TO BEGIN AFTER ALL UPSLOPE AREAS ARE STABILZED WITH GRASSAND NO EVIDENCE OF EROSIVE CONDITIONS.3)SEE SHEET 7 FOR SAND FILTER DETAIL.
18" DEEP, CLEAN WASHED ASTM C-33 SAND6" PERFORATED PVC @ 0.50%2" CLEAN, WASHED NO. 57 STONE6" C-900 SOLIDWALL PVC CLEANOUTWITH SCREW CAPSEDIMENT FOREBAYBERM TOP ELEV. 93.0
CLASS B RIP RAP
6" DEPTH NO. 57 STONE
CLASS ARIP RAP
TYPE 2 WOVENFILTER FABRIC UNDERFOREBAY BERM
92.092.5 forbay
94.1 top berm93.0 EOF
88.3 water
90.3 BTTM Sand
12"
3:13:1
8'
UNDISTURBEDGROUND ELEV. 90.0 SEASONAL HIGH WATER TABLE
6:16:1 93.594.5
92.0
90.3
88.32.0'6" C-900 SOLID WALL PVC PIPE @ 0.50%
18"
WRAP CLEAN SAND WITHTYPE 1 NON-WOVENFILTER FABRIC
GRASS BUFFER AREASEDIMENT FORBAY ELEV. 92.0
2'
WATER QUALITY STORAGE VOLUME
SAND FILTERSECTION A - A NOTES:1)CONSTRUCTION OF THE SAND FILTER TO BEGIN AFTER ALL UPSLOPE AREAS ARESTABILZED WITH GRASS AND NO EVIDENCE OF EROSIVE CONDITIONS.2)SEE SHEET 6 FOR SAND FILTER DETAIL.SAND FILTER CROSS SECTION (OLD)
12"
8'
18" DEEP, CLEANWASHED ASTM C-33 SAND6" PERFORATED PVC@ 0.50%
2" CLEAN, WASHEDNO. 57 STONE
ELEV=92.0ELEV=92.5
PONDING DEPTHON INFILTRATION TRENCH
6" C-900 SOLID WALL PVC PIPE @ 0.50%
6:1
6" CLEANOUTW/ SCREW CAP6" C-900 SOLIDWALL PVCCLEANOUT (TYP)SEE PLAN FORLOCATIONS
FOREBAYELEV=92.0
TYPE 2 WOVENFILTER FABRIC UNDERFOREBAY BERM
FOREBAYBERM
CLASS BRIP RAP
4" DEPTHNO. 57 STONE
6:1
CLASS ARIP RAP
SELECT FILL MATERIAL(REFER TO SPECS)
GRASS BUFFER SEEDING NOTES:1)WARM SEASON MIX (50-75 lbs per acre)70% BERMUDA HULLED15% BROWNTOP MILLET10% COATED CENTIPEDE5% WHITE CLOVERDATES: APRIL 1 - SEPTEMBER 152)COOL SEASON MIX (100 lbs per acre)65% HARD (FINE) FESCUE25% PERENNIAL RYE GRASS10% WHITE CLOVERDATES: SEPTEMBER 16 - MARCH 31
TYPE 1 NON-WOVENFILTER FABRIC
SPILLWAY GROUT
UNDISTURBED GROUND
SEASONAL HIGH WATER TABLE
93.594.5
88.3
TOP OF BERM 2:1 2:1
EMERGENCY SPILLWAYELEV: 93.5
1.1'
2.7'
SAND FILTERSECTION B - B
50'COMPACTED FILL MATERIAL(BERM)1.0'
90.090.3 BOTTOM OFSAND FILTER
94
92
94
94
94
94
94
94
94
9492
92
92929494929494
9292
92 94
94
92
949294
929492929494
92 92949494949494
9490OVERHEAD ELECTRIC LINEE
UNDERGROUND GAS LINEG
FENCE
xSTREAM
DITCH
PRIVACY FENCE
UTILITY POLE
GP GUY POLE
GUY ANCHORGA
UTILITY VALVE
POST
LM LINE MARKER
TS
TEST STAND
TBM TEMPORARY BENCH MARK
GRAVEL AREA.
TOP SOIL SEGREGATION AREA
WETLANDwcuc 051e
FUEL TANK AREA (25' x 250')
TRAILER (24' x 60')
GRAVEL AREA.
STORAGE UNITS
TOP SOIL SEGREGATION AREA
1000
200 0 100 200
CUMBERLAND
CUMBERLAND CONTRACTOR YARD AERIAL OVERVIEW
1.CONTOURS AND BASE MAP PROVIDED BY I3 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY.
2.DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER.
3.NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION.
4.DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO
CONTROL MEASURES ARE SPECIFIED.ACCORD ROADUNNAMED TRIBUTARY TO
LOCKS CREEK
GENERAL NOTES AND COMMENTS:SYM.DATE BY REVISION INFORMATION PROJECT/TASK APP.SEAL
APP. FOR CONST.:
SCALE:
APP. FOR BID:
CHECKED:
DRAWN:
DIR/FILE:
DISTRICT:
TITLE:
COUNTY:DWG. NO.GROUP REV.STATE:
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
Atlantic Coast Pipeline, LLC
ERM 15720 Brixham Hill Ave, Suite 120
License #F-1223
ERM NC, INC.
Charlotte, NC 28277 [phone]
AS NOTED
07/02/2018SAR
07/02/2018WTS
0-ACP\North Carolina\
CUMBERLAND-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWWTS07/02/180
2 OF 9
LIMITS OF DISTURBANCE
LIMITS OF CONSTRUCTION
UNNAMED
POND
DOWNING ROAD
NC ST
A
T
E

H
I
G
H
W
A
Y

2
4
CLIN
T
O
N

R
O
A
D
DOWNI
N
G

R
O
A
D
FLOW ARROW
PROPOSED CONTOUR
EXISTING CONTOUR
125
GAGA
GA
GA
E
E
E
E
E
TS
GP
281LM
PIEDMONT
LM
PIEDMONT
90410045701
LAT:35°02'38.27"
LON:78°49'20.7146"
wcuc 051e
90
E Q U I P M E N T
TRAI
L
E
R
S
LM
PIEDMONT
G R

A

V

E

L

R

O

A

D S09° 33' 45.90"E1326.907S82° 48' 15.42"W
1195.159N08° 35' 40.83"W789.151N12° 47' 30.74"W671.599N66° 28'

1
7
.
5
5
"
E
445.385
S75° 03'
0
7
.
7
6
"
E
541.718
JOHN S HAIR
PARCEL 0457-40-6622
(52.4 ACRES)
MARY J YOUNG
PARCEL 0457-20-1369
(41.2 ACRES)
HOWARD H R & RICHARD KING
PARCEL 0457-21-1811
(6.7 ACRES)
JEANNE BRYAN DAVIS
PARCEL 0457-20-4762
(0.45 ACRES)
ELLA J CLARK
PARCEL 0456-39-9627
(60.4 ACRES)
MARTHA L HAIR &
KATHY RADCLIFF
PARCEL 0457-51-1976
(1.7 ACRES)
GATE POSTS
GRAVEL
PARKING LOT
(12.3 ACRES)
GRAVEL
PARKING LOT
(3.2 ACRES)
GRAVEL
PARKING
LOT
(3.2 ACRES)
TOPSOIL
SEGREGATION
(2.9 ACRES)
TOPSOIL
SEGREGATION
(1.0 ACRES)
STOR
A
G
E

U
N
I
T
S
FUEL

T
A
N
K
S
92 949494949494949292
92949290929494
96
9
6
94 96949294
9294969494989694989694STAKE
ROPE
STAKE
ROPE
3'x3' CL A
STONE APRON
50' EMERGENCY SPILLWAY
CLASS B RIP RAP ON
TYPE 2 FILTER FABRIC
PROVIDE GROUT CORE
(REF. SHEET 6)
50' EMERGENCY SPILLWAY
CLASS B RIP RAP ON
TYPE 2 FILTER FABRIC
PROVIDE GROUT CORE
(REF.SHEET 6)
BAFFLES
PROVIDE STAKE WITH
SEDIMENT CLEANOUT
ELEVATION=92.5
PROVIDE STAKE WITH
SEDIMENT CLEANOUT
ELEVATION=92.5
BAFFLES
TOP O
F

B
E
R
M

=

9
5
.
1
TOP
O
F
B
E
R
M
=
9
5.
1
TOP OF BERM = 95.1TOP OF BERM =

9
4
.
1 TOP OF BERM = 94.1TOP OF BERM = 94.1TOP OF BER
M = 94.5
94
92
94
94
94
94
94
94
94
9492
92
929294949294949292
92 94
94
92
9492
94
929492929494
92 92949494949494
949096
98
OVERHEAD ELECTRIC LINEE
UNDERGROUND GAS LINEG
FENCE
xSTREAM
DITCH
PRIVACY FENCE
UTILITY POLE
GP GUY POLE
GUY ANCHORGA
UTILITY VALVE
POST
LM LINE MARKER
TS
TEST STAND
TBM TEMPORARY BENCH MARK
GRAVEL AREA.
TOP SOIL SEGREGATION AREA
WETLANDwcuc 051e
FUEL TANK AREA (25' x 250')
TRAILER (24' x 60')
STORAGE UNITS
1000
100 0 50 100
1.CONTOURS AND BASE MAP PROVIDED BY I3 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY.
2.DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER.
3.NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION.
4.DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO
CONTROL MEASURES ARE SPECIFIED.
CUMBERLAND
CUMBERLAND CY INITIAL CLEARING & GRADING
UNNAMED TRI
B
U
T
A
R
Y
TO LOCKS CRE
E
K
GENERAL NOTES AND COMMENTS:SYM.DATE BY REVISION INFORMATION PROJECT/TASK APP.SEAL
APP. FOR CONST.:
SCALE:
APP. FOR BID:
CHECKED:
DRAWN:
DIR/FILE:
DISTRICT:
TITLE:
COUNTY:DWG. NO.GROUP REV.STATE:
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
Atlantic Coast Pipeline, LLC
ERM 15720 Brixham Hill Ave, Suite 120
License #F-1223
ERM NC, INC.
Charlotte, NC 28277 [phone]
AS NOTED
07/02/2018SAR
07/02/2018WTS
0-ACP\North Carolina\
CUMBERLAND-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWWTS07/02/180
3 OF 9
LIMITS OF DISTURBANCE
(34.8 ACRES)
LIMITS OF CONSTRUCTION
(40.8 ACRES)
PROPOSED COMPOST FILTER
SOCK OR SILT FENCE
NC S
T
A
T
E

H
I
G
H
W
A
Y

2
4
DOWN
I
N
G

R
O
A
D
ACCORD ROADFLOW ARROW
ROCK CONSTRUCTION
ENTRANCE (OR APPROVED
ALT.)
OUTLET PROTECTION
PROPOSED CULVERT
PROPOSED DIVERSION SWALE
EX. 18" CULVERT
ROCK CONSTRUCTION
ENTRANCE
(REF. SHEET 6)
DIVERSION SWALE
(REF. SHEET 6)
DIVERSION SWALE
(REF. SHEET 6)
DIVERSION SWALE
(REF. SHEET 6)
PROP. (2) 18" CULVERT
& OUTLET PROTECTION
(REF. SHEET 8)
PROP. (2) 18" CULVERT
& OUTLET PROTECTION
(REF. SHEET 8)
UNNAMED
POND
INFILTRATION TRENCH
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 5)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 6)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 6)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 6)
PROPOSED CONTOUR125
EXISTING CONTOUR
BAFFLE
TEMPORARY
BRIDGE CROSSING
(REF. SHEET 8)
TEMPORARY BRIDGE CROSSING
SCM MAINTENANCE
EASEMENT
SCM MAINTENANCE
EASEMENT
SCM MAINTENANCE
EASEMENT
93
93
93
93
93
GAGA
GA
GA
E
E
E
E
E
TS
GP
281LM
PIEDMONT
LM
PIEDMONT
90410045701
LAT:35°02'38.27"
LON:78°49'20.7146"
wcuc 051e
90
E Q U I P M E N T
TRAI
L
E
R
S
LM
PIEDMONT
G R

A

V

E

L

R

O

A

D S09° 33' 45.90"E1326.907S82° 48' 15.42"W
1195.159N08° 35' 40.83"W789.151N12° 47' 30.74"W671.599N66° 28'

1
7
.
5
5
"
E
445.385
S75° 03'
0
7
.
7
6
"
E
541.718
JOHN S HAIR
PARCEL 0457-40-6622
(52.4 ACRES)
MARY J YOUNG
PARCEL 0457-20-1369
(41.2 ACRES)
HOWARD H R & RICHARD KING
PARCEL 0457-21-1811
(6.7 ACRES)
JEANNE BRYAN DAVIS
PARCEL 0457-20-4762
(0.45 ACRES)
ELLA J CLARK
PARCEL 0456-39-9627
(60.4 ACRES)
MARTHA L HAIR &
KATHY RADCLIFF
PARCEL 0457-51-1976
(1.7 ACRES)
GATE POSTS
GRAVEL
PARKING LOT
(12.3 ACRES)
GRAVEL
PARKING LOT
(3.2 ACRES)
GRAVEL
PARKING
LOT
(3.2 ACRES)
TOPSOIL
SEGREGATION
(2.9 ACRES)
TOPSOIL
SEGREGATION
(1.0 ACRES)
STOR
A
G
E

U
N
I
T
S
FUEL

T
A
N
K
S
92 949494949494949292
92949290929494
96
9
6
94 96949294
9294969494989694989694TOP O
F

B
E
R
M

=

9
5
.
1
TOP
O
F
B
E
R
M
=
9
5.
1
TOP OF BERM = 95.1TOP OF BERM =

9
4
.
1 TOP OF BERM = 94.1TOP OF BERM = 94.1TOP OF BER
M = 94.5
94
92
94
94
94
94
94
94
94
9492
92
929294949294949292
92 94
94
92
9492
94
929492929494
92 92949494949494
949096
98
OVERHEAD ELECTRIC LINEE
UNDERGROUND GAS LINEG
FENCE
xSTREAM
DITCH
PRIVACY FENCE
UTILITY POLE
GP GUY POLE
GUY ANCHORGA
UTILITY VALVE
POST
LM LINE MARKER
TS
TEST STAND
TBM TEMPORARY BENCH MARK
GRAVEL AREA.
TOP SOIL SEGREGATION AREA
WETLANDwcuc 051e
FUEL TANK AREA (25' x 250')
TRAILER (24' x 60')
STORAGE UNITS
1000
100 0 50 100
1.CONTOURS AND BASE MAP PROVIDED BY I3 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY.
2.DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER.
3.NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION.
4.DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO
CONTROL MEASURES ARE SPECIFIED.
CUMBERLAND
CUMBERLAND CY PERMANENT PCSW MEASURES
UNNAMED TRI
B
U
T
A
R
Y
TO LOCKS CRE
E
K
GENERAL NOTES AND COMMENTS:SYM.DATE BY REVISION INFORMATION PROJECT/TASK APP.SEAL
APP. FOR CONST.:
SCALE:
APP. FOR BID:
CHECKED:
DRAWN:
DIR/FILE:
DISTRICT:
TITLE:
COUNTY:DWG. NO.GROUP REV.STATE:
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
Atlantic Coast Pipeline, LLC
ERM 15720 Brixham Hill Ave, Suite 120
License #F-1223
ERM NC, INC.
Charlotte, NC 28277 [phone]
AS NOTED
07/02/2018SAR
07/02/2018WTS
0-ACP\North Carolina\
CUMBERLAND-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWWTS07/02/180
4 OF 9
LIMITS OF DISTURBANCE
(35.1 ACRES)
LIMITS OF CONSTRUCTION
(40.8 ACRES)
PROPOSED COMPOST FILTER
SOCK OR SILT FENCE
NC S
T
A
T
E

H
I
G
H
W
A
Y

2
4
DOWN
I
N
G

R
O
A
D
ACCORD ROADFLOW ARROW
ROCK CONSTRUCTION
ENTRANCE (OR APPROVED
ALT.)
OUTLET PROTECTION
PROPOSED CULVERT
PROPOSED DIVERSION SWALE
EX. 18" CULVERT
ROCK CONSTRUCTION
ENTRANCE
(REF. SHEET 6)
DIVERSION SWALE
(REF. SHEET 6)
DIVERSION SWALE
(REF. SHEET 6)
DIVERSION SWALE
(REF. SHEET 6)
PROP. (2) 18" CULVERT
& OUTLET PROTECTION
(REF. SHEET 8)
PROP. (2) 18" CULVERT
& OUTLET PROTECTION
(REF. SHEET 8)
TEMPORARY
BRIDGE CROSSING
(REF. SHEET 8)
UNNAMED
POND
INFILTRATION TRENCH
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 6)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 6)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 6)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 6)
PROPOSED CONTOUR125
EXISTING CONTOUR
BAFFLE TEMPORARY BRIDGE CROSSING
SCM MAINTENANCE
EASEMENT
SCM MAINTENANCE
EASEMENT
SCM MAINTENANCE
EASEMENT
INFILTRATION TRENCH
(REF SHEET 6)
INFILTRATION TRENCH
(REF SHEET 6)
BASIN BERM
88
92
94
96
98
100
0+200+0090
88
92
94
96
98
100
90
0+600+401+000+801+401+201+60ELEVATION (FEET)DISTANCE (FEET)3:1GRASS BUFFER AREA
(WARM SEASON MIX &
COOL SEASON MIX) AT
0.2% SLOPE
0% SLOPE AT FILTER
3:1
1% MIN.
EXISTING WETLAND
TOPSOIL
SEGREGATION AREA
wcuc 051e
90
9294 9494TOP OF BERM = 94.19293939292BASIN 221
INFILTRATION
TRENCH 92A
A 90PIEDMONT
9292BBA
A
5'
100'
25'
50'
22'
100' X 25' X 1' DEEP
INFILTRATION TRENCH
TOP
O
F
B
E
R
M
=
9
5.
1
93TOP OF BERM = 95.1959495949392BASIN 222
INFILTRATION
TRENCH92 93
94
92
949293UNDISTURBED GROUND
INFILTRATION TRENCH 221
SEASONAL HIGH WATER TABLE
WATER QUALITY STORAGE VOLUME
12"
15.6"
1.5" DEEP, CLEAN, WASHED NO. 57 STONE
OBSERVATION WELL PORT
REFER TO PLAN VIEW
FOR LOCATION
DETAIL
OBSERVATION WELL PORT
8" SCREW CAP AND
FITTING
8" DIA., C-900 PVC
PIPE, 18" HEIGHT
OBSERVATION PORT PIPE
TO BE OPEN ON THE
BOTTOM, AND SITS ON FILTER
FABRIC LAYER
FILTER FABRIC18"
NOTES:
1)REMOVE EXISTING GRASS VEGETATION, RAKE TO A DEPTH OF 1 INCH PRIOR TO PLACING FILL MATERIAL.
2)CONSTRUCTION OF THE INFILTRATION BASINS TO BEGIN AFTER ALL UPSLOPE AREAS ARE STABILZED
WITH GRASS AND NO EVIDENCE OF EROSIVE CONDITIONS.
3)PROVIDE ONE OBSERVATION PORT FOR EACH INFILTRATION TRENCH.
3:
1
3:1INFILTRATION TRENCH
SECTION A - A
93.3
92.0
91.0
94.1
89.0
89.4 Ex. Ground
5'
2'
GRASS BUFFER AREA
GRASS BUFFER SEEDING NOTES:
1)WARM SEASON MIX (50-75 lbs per acre)
70% BERMUDA HULLED
15% BROWNTOP MILLET
10% COATED CENTIPEDE
5% WHITE CLOVER
DATES: APRIL 1 - SEPTEMBER 15
2)COOL SEASON MIX (100 lbs per acre)
65% HARD (FINE) FESCUE
25% PERENNIAL RYE GRASS
10% WHITE CLOVER
DATES: SEPTEMBER 16 - MARCH 31
INFILTRATION TRENCH
UNDISTURBED GROUND
CONCRETE SPILLWAY
GROUTING
RIP-RAP LINED EMERGENCY SPILLWAY
SELECT FILL MATERIAL
(REFER TO SPECS)
10.5" DEEP, 1.5" TO 2.5" DIA
CLEAN, WASHED STONE
TYPE 1 NON-WOVEN FILTER FABRIC
PLACED IN TWO PROTECTIVE LAYERS
(AT BOTTOM AND 6 INCH DEPTH)
TOP OF BERM
2:1 2:1
EMERGENCY SPILLWAY
ELEV: 93.3
1.1'
4.0'
INFILTRATION TRENCH
SECTION B - B
50'COMPACTED FILL MATERIAL
(BERM)
SEASONAL HIGH WATER TABLE
94.1
89.0
89.4
93.32:1INSTALL 2' WIDE OPENING AT ELEV. 92.6
WHEN SITE IS STABILIZED AND
INFILTRATION TRENCH IS CONSTRUCTED
92.6
INFILTRATION TRENCH 222
SPILLWAY GROUT
UNDISTURBED GROUND
SEASONAL HIGH WATER TABLE
WATER QUALITY STORAGE VOLUME
12"
2'
1.5" DEEP, CLEAN, WASHED NO. 57 STONE
OBSERVATION WELL PORT
REFER TO PLAN VIEW
FOR LOCATION
DETAIL
OBSERVATION WELL PORT
8" SCREW CAP AND
FITTING
8" DIA., C-900 PVC
PIPE, 18" HEIGHT
OBSERVATION PORT PIPE
TO BE OPEN ON THE
BOTTOM, AND SITS ON FILTER
FABRIC LAYER
FILTER FABRIC18"
NOTES:
1)REMOVE EXISTING GRASS VEGETATION, RAKE TO A DEPTH OF 1 INCH PRIOR TO PLACING FILL MATERIAL.
2)CONSTRUCTION OF THE INFILTRATION BASINS TO BEGIN AFTER ALL UPSLOPE AREAS ARE STABILZED
WITH GRASS AND NO EVIDENCE OF EROSIVE CONDITIONS.
3)PROVIDE ONE OBSERVATION PORT FOR EACH INFILTRATION TRENCH.
3:
1
3:1
INFILTRATION TRENCH
SECTION A - A
94.0
95.1
88.9
90.0
5'
2.1'
GRASS BUFFER AREA
GRASS BUFFER SEEDING NOTES:
1)WARM SEASON MIX (50-75 lbs per acre)
70% BERMUDA HULLED
15% BROWNTOP MILLET
10% COATED CENTIPEDE
5% WHITE CLOVER
DATES: APRIL 1 - SEPTEMBER 15
2)COOL SEASON MIX (100 lbs per acre)
65% HARD (FINE) FESCUE
25% PERENNIAL RYE GRASS
10% WHITE CLOVER
DATES: SEPTEMBER 16 - MARCH 31
INFILTRATION TRENCH
UNDISTURBED
GROUND
CONCRETE SPILLWAY
GROUTING
RIP-RAP LINED EMERGENCY SPILLWAY
SELECT FILL MATERIAL
(REFER TO SPECS)
10.5" DEEP, 1.5" TO 2.5" DIA
CLEAN, WASHED STONE
TYPE 1 NON-WOVEN FILTER FABRIC
PLACED IN TWO PROTECTIVE LAYERS
(AT BOTTOM AND 6 INCH DEPTH)
TOP OF BERM
2:1 2:1
EMERGENCY SPILLWAY
ELEV: 94.0
1.1'
4.0'
INFILTRATION TRENCH
SECTION B - B
50'COMPACTED FILL MATERIAL
(BERM)
SEASONAL HIGH WATER TABLE
1.1'
94.0
95.1
88.9
90 Ex. Ground
92.0
91.0
93.1
INSTALL 2' WIDE OPENING AT ELEV. 93.1
WHEN SITE IS STABILIZED AND
INFILTRATION TRENCH IS CONSTRUCTED
2:
1
BASIN BERM
88
92
94
96
98
100
0+200+0090
88
92
94
96
98
100
90
0+600+401+000+801+20ELEVATION (FEET)DISTANCE (FEET)3:1GRASS BUFFER AREA
(WARM SEASON MIX &
COOL SEASON MIX) AT
0.2% SLOPE
0% SLOPE AT FILTER3:1
EXISTING DITCH
ACCESS
ROAD
EX. GRADE
1.CONTOURS AND BASE MAP PROVIDED BY I3 ENGINEERING AND CONSULTING, LLC WITH ADDITIONAL CONTOURS OBTAINED FROM THE USGS NATIONAL ELEVATION DATASET.
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ITS ACCURACY.
2.DISCREPANCIES FOUND IN THE PROJECT EXISTING CONDITIONS MUST BE REPORTED TO THE PROJECT ENGINEER/OWNER.
3.NO GUARANTEE OR ASSURANCE IS GIVEN BY THE OWNER OR ENGINEER AS TO THE ACCURACY, COMPLETENESS, OR VALIDITY OF THE EXISTING UTILITIES. CONTRACTOR TO
PERFORM "CALL BEFORE YOU DIG" TO COORDINATE WITH UTILITY COMPANIES, AND LOCATE AND IDENTIFY ALL UTILITIES PRIOR TO CONSTRUCTION.
4.DOMINION RESERVES THE RIGHT TO USE EITHER, OR BOTH, 12" COMPOST FILTER SOCK OR STANDARD SILT FENCE, FOR ANY APPLICATION IN WHICH EITHER OF THESE TWO
CONTROL MEASURES ARE SPECIFIED.
CUMBERLAND
CUMBERLAND CY CROSS-SECTIONS
GENERAL NOTES AND COMMENTS:SYM.DATE BY REVISION INFORMATION PROJECT/TASK APP.SEAL
APP. FOR CONST.:
SCALE:
APP. FOR BID:
CHECKED:
DRAWN:
DIR/FILE:
DISTRICT:
TITLE:
COUNTY:DWG. NO.GROUP REV.STATE:
925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
Atlantic Coast Pipeline, LLC
ERM 15720 Brixham Hill Ave, Suite 120
License #F-1223
ERM NC, INC.
Charlotte, NC 28277 [phone]
AS NOTED
07/02/2018SAR
07/02/2018WTS
0-ACP\North Carolina\
CUMBERLAND-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWWTS07/02/180
5 OF 9
OBSERVATION PORT
INFILTRATION TRENCH 222INFILTRATION TRENCH 221
20 0 10 20 20 0 10 20
OBSERVATION PORT
SELECT FILL SPECIFICATION
SOILS WITH UNIFIED SOIL CLASSIFICATION SYSTEM GROUP SYMBOL OF SM ARE SUITABLE FOR USE AS CONTROLLED FILL FOR THE INFILTRATION BASIN. THESE ARE
PRIMARILY SILT SANDS AND SAND SILT MIXTURES. PLACE MATERIAL IN 8 INCH LIFTS AND COMPACT TO 92% STANDARD PROCTOR BY APPROPRIATE METHODS. FINISH WITH A
LEVEL COMPACTED FILL SURFACE PRIOR TO PLACING INFILTRATION TRENCH STONE AND FINAL GRASS SEED MIX. ADD SOIL AMENDMENTS TO THE GRASS BUFFER AREAS AS
REQUIRED TO ESTABLISH GROWTH. CONTRACTOR TO PROVIDE DOCUMENTATION OF PROPOSED SOIL FOR APPROVAL BY THE ENGINEER PRIOR TO ORDER AND INSTALLATION.
5 0 2.5 5
5 0 2.5 5
INFILTRATION TRENCH 221
(CROSS SECTION A - A)
GRASS BUFFER AREA
(WARM SEASON MIX &
COOL SEASON MIX)
GRASS BUFFER AREA
(WARM SEASON MIX &
COOL SEASON MIX)
INFILTRATION TRENCH 222
(CROSS SECTION A - A)
1-411-421-431-458"4" x 8"Trench24"26"22"GENERAL NOTES AND COMMENTS:SYM.DATEBYREVISION INFORMATIONPROJECT/TASKAPP.SEALAPP. FOR CONST.:SCALE:APP. FOR BID:CHECKED:DRAWN:DIR/FILE:DISTRICT:TITLE:COUNTY:DWG. NO.GROUPREV.STATE:925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000Atlantic Coast Pipeline, LLCERM15720 Brixham Hill Ave, Suite 120License #F-1223ERM NC, INC.Charlotte, NC 28277 [phone]AS NOTED07/02/2018SAR07/02/2018WTS0-ACP\North Carolina\CUMBERLAND-ATLANTIC COAST PIPELINENC--ISSUED FOR REVIEWWTS07/02/180 6 OF 9EROSION AND SEDIMENT CONTROL PLAN DETAILS1-441-46    —’
GENERAL NOTES AND COMMENTS:SYM.DATEBYREVISION INFORMATIONPROJECT/TASKAPP.SEALAPP. FOR CONST.:SCALE:APP. FOR BID:CHECKED:DRAWN:DIR/FILE:DISTRICT:TITLE:COUNTY:DWG. NO.GROUPREV.STATE:925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000Atlantic Coast Pipeline, LLCERM15720 Brixham Hill Ave, Suite 120License #F-1223ERM NC, INC.Charlotte, NC 28277 [phone]AS NOTED07/02/2018SAR07/02/2018WTS0-ACP\North Carolina\CUMBERLAND-ATLANTIC COAST PIPELINENC--ISSUED FOR REVIEWWTS07/02/180 7 OF 9EROSION AND SEDIMENT CONTROL PLAN DETAILS2-42’2-412-432-44SAND FILTER(OR FABRIC EQUIVALENT)TRENCH FILLED WITH 1.5 - 2.5 INCHDIAMETER CLEAN STONE. DIMENSIONSOF THE TRENCH ARE TO BE 82'x20'PROTECTIVE LAYER OF FILTER FABRICPEA GRAVEL FILTER LAYEROVERFLOW BERMOBSERVATION WELLWITH SCREW TOP LIDRUNOFF FILTERS THROUGH GRASS BUFFERSTRIP, GRASS CHANNEL, OR SEDIMENTVAULTRUNOFF EXFILTRATES THROUGHUNDISTURBED SUBSOILS WITH A MINIMUMRATE OF 0.5 INCHES PER HOUR“”
2"-5"(5-12.5cm)62412"(30cm)6"(15cm)6"(15cm)4"-6"(10-15cm)86"(15cm)574"(10cm)314"(10cm)6"(15cm)ABCABC CRITICAL POINTSA. OVERLAPS AND SEAMSB. PROJECTED WATER LINEC. CHANNEL BOTTOM/SIDE SLOPEVERTICES NOTES:1.HORIZONTAL STAPLE SPACING SHOULD BE ALTERED IFNECESSARY TO ALLOW STAPLES TO SECURE THE CRITICALPOINTS ALONG THE CHANNEL SURFACE.2.IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKELENGTHS GREATER THAN 6"(15CM) MAY BE NECESSARY TOPROPERLY SECURE THE RECP'S.INSTALLATION NOTES:1.PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECPS), INCLUDING ANY NECESSARYAPPLICATION OF LIME, FERTILIZER, AND SEED.2.EROSION CONTROL MATTING TO BE NORTH AMERICAN GREEN OR APPROVED EQUAL.3.BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE RECPS IN A 6"(15CM) DEEP X 6"(15CM) WIDE TRENCH WITHAPPROXIMATELY 12"(30CM) OF RECPS EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. USESHOREMAX MAT AT THE CHANNEL/CULVERT OUTLET AS SUPPLEMENTAL SCOUR PROTECTION AS NEEDED. ANCHORTHE RECPS WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12"(30CM) APART IN THE BOTTOM OF THE TRENCH.BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO THE COMPACTED SOIL AND FOLD THEREMAINING 12"(30CM) PORTION OF RECPS BACK OVER THE SEED AND COMPACTED SOIL. SECURE RECPS OVERCOMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" APART ACROSS THE WIDTH OFTHE RECPS.4.ROLL CENTER RECPS IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. RECPS WILL UNROLL WITHAPPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL RECPS MUST BE SECURELY FASTENED TO SOIL SURFACE BYPLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE.5.PLACE CONSECUTIVE RECPS END-OVER-END (SHINGLE STYLE) WITH A 4"-6" OVERLAP. USE A DOUBLE ROW OFSTAPLES STAGGERED 4" APART AND 4" ON CENTER TO SECURE RECPS.6.FULL LENGTH EDGE OF RECPS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKESAPPROXIMATELY 12"(30CM) APART IN A 6"(15CM) DEEP X 6"(15CM) WIDE TRENCH. BACKFILL AND COMPACT THETRENCH AFTER STAPLING.7.ADJACENT RECPS MUST BE OVERLAPPED APPROXIMATELY 2"-5" (5-12.5CM) (DEPENDING ON RECPS TYPE) ANDSTAPLED.8.IN HIGH FLOW CHANNEL APPLICATIONS A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9 -12M)INTERVALS. USE A DOUBLE ROW OF STAPLES STAGGERED 4"(10CM) APART AND 4"(10CM) ON CENTER OVER ENTIREWIDTH OF THE CHANNEL.9.THE TERMINAL END OF THE RECPS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12"(30CM) APART IN A 6"(15CM) DEEP X 6"(15CM) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.3-42SEEDING AND MULCHINGSEE SEED MIXES, SOIL AMENDMENTS, AND MULCHSPECIFICATIONS SPECIFIED IN THE ACPRESTORATION AND REHABILITATION PLAN.1.SEEDBED PREPARATION: AREAS TO BE SEEDEDSHALL BE DISKED TO A DEPTH OF 4-IN TO 6-INWHENEVER FEASIBLE, AND SMOOTHLY GRADED.2.IN TOPSOILED AREAS, SOIL TO BEREDISTRIBUTED EVENLY AND STABILIZED PRIORTO SEEDING.3.STABILIZATION MEASURES SHALL BE INITIATEDAS SOON AS PRACTICABLE IN PORTIONS OF THESITE WHERE CONSTRUCTION ACTIVITIES HAVETEMPORARILY OR PERMANENTLY CEASED, BUTIN NO CASE MORE THAN 21 DAYS AFTER THECONSTRUCTION ACTIVITY IN THAT PORTION OFTHE SITE HAS PERMANENTLY CEASED.4.WHERE THE INITIATION OF STABILIZATIONMEASURES WITHIN 7 DAYS AFTERCONSTRUCTION ACTIVITY TEMPORARILY ORPERMANENTLY CEASES IS PRECLUDED BYSNOW COVER, STABILIZATION MEASURES SHALLBE INITIATED AS SOON AS CONDITIONS ALLOW.5.WHERE CONSTRUCTION ACTIVITY WILL RESUMEON A PORTION OF THE SITE WITHIN 21 DAYSFROM WHEN ACTIVITIES CEASED (E.G., THETOTAL TIME PERIOD THAT CONSTRUCTIONACTIVITY IS TEMPORARILY HALTED IS LESS THAN14 DAYS), THEN STABILIZATION MEASURES DONOT HAVE TO BE INITIATED ON THAT PORTIONOF THE SITE BY THE SEVENTH DAY AFTERCONSTRUCTION ACTIVITIES HAVE TEMPORARILYCEASED.6.AREAS WHERE THE SEED HAS FAILED TOGERMINATE ADEQUATELY (UNIFORM PERENNIALVEGETATIVE COVER WITH A DENSITY OF 80%)WITHIN 30 DAYS, SEEDING AND MULCHING MUSTBE RE-SEEDED IMMEDIATELY, OR AS SOON ASWEATHER PERMITS.3-413-43GENERAL NOTES AND COMMENTS:SYM.DATEBYREVISION INFORMATIONPROJECT/TASKAPP.SEALAPP. FOR CONST.:SCALE:APP. FOR BID:CHECKED:DRAWN:DIR/FILE:DISTRICT:TITLE:COUNTY:DWG. NO.GROUPREV.STATE:925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000Atlantic Coast Pipeline, LLCERM15720 Brixham Hill Ave, Suite 120License #F-1223ERM NC, INC.Charlotte, NC 28277 [phone]AS NOTED07/02/2018SAR07/02/2018WTS0-ACP\North Carolina\CUMBERLAND-ATLANTIC COAST PIPELINENC--ISSUED FOR REVIEWWTS07/02/180 8 OF 9EROSION AND SEDIMENT CONTROL PLAN DETAILS3-44PIPE OUTLET TO FLAT AREA - NO WELL DEFINED CHANNELPIPE OUTLET TO WELL DEFINED CHANNELMAINTENANCE1.INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (0.5INCH OR GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND ORBELOW THE RIPRAP HAS TAKEN PLACE, OR IF STONES HAVE BEEN DISLODGED.IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.CONSTRUCTION SPECIFICATIONS1.ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THEREQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILLREQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDINGUNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBEDSOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS.2.THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADINGLIMITS SHOWN ON THE PLANS.3.FILTER FABRIC (MIRAFI 500X OR APPROVED EQUAL), WHEN USED, MUST MEETDESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING ORTEARING DURING INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THERIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGEDAREA. ALL CONNECTING JOINTS SHOULD OVERLAP SO THE TOP LAYER IS ABOVETHE DOWNSTREAM LAYER A MINIMUM OF 1 FOOT. IF THE DAMAGE IS EXTENSIVE,REPLACE THE ENTIRE FILTER CLOTH.4.RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGINGTHE FILTER.5.THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAX.STONE DIAMETER.6.RIPRAP MAY BE FILED STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD,ANGULAR, HIGHLY WEATHER-RESISTANT AND WELL GRADED.7.CONSTRUCT THE APRON ON ZERO GRAD WITH NO OVERFILL AT THE END. MAKETHE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH THERECEIVING AREA OR SLIGHTLY BELOW IT.8.ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECIEVING STREAMAND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDEDTO FIT THE SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.9.IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITHVEGETATION.3-45
EROSION AND SEDIMENT CONTROL PLAN NARRATIVETHE EROSION AND SEDIMENT (E&S) CONTROL MEASURES FOR THE PIPELINE AND CONTRACTOR YARD CONSTRUCTION ACTIVITIES PRIMARILYCONSIST OF BUT ARE NOT LIMITED TO COMPOST FILTER SOCK, BELTED SILT RETENTION FENCE, SUPER SILT FENCE, SLOPE BREAKERS,SEDIMENT TRAPS, AND TEMPORARY AND PERMANENT SEEDING AND MULCHING. BEST MANAGEMENT PRACTICES (BMP) SPECIFICATIONS FORTHE E&S CONTROL PLAN (E&SCP) ARE TO BE UTILIZED BY THE CONSTRUCTION CONTRACTOR ACCORDING TO THE PROVIDED PLAN.GENERAL CONSTRUCTION NOTES:1.DISCHARGING SEDIMENT LADEN WATER WHICH WILL CAUSE OR CONTRIBUTE TO THE DEGRADATION OF A BENEFICIAL USE OF A WATEROF THE STATE FROM THE CONSTRUCTION SITE, A DEWATERING SITE, OR SEDIMENT BASIN/TRAP INTO ANY SURFACE WATER WITHOUTFILTRATION OR EQUIVALENT TREATMENT IS PROHIBITED.2.THE DISCHARGER SHALL AMEND THE EROSION & SEDIMENT CONTROL PLAN WHENEVER THERE IS A CHANGE IN THE CONSTRUCTION OROPERATIONS, WHICH MAY EFFECT THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER.3.DISCHARGES ORIGINATING FROM OFF-SITE SOURCES, WHICH FLOW THROUGH OR ACROSS THE AREAS DISTURBED BY CONSTRUCTION,MAY BE DIVERTED AROUND THE ACTIVE CONSTRUCTION AREA WHENEVER POSSIBLE.4.DUE TO VARYING SITE CONDITIONS, ADDITIONAL SEDIMENT CONTROL BMPS MAY BE NECESSARY BEYOND THE MEASURES SHOWN ONTHE E&S CONTROL PLAN.5.CONTACT THE DEMLR RALEIGH REGIONAL OFFICE (CONTACT NUMBER: [phone]) OR FAYETTEVILLE REGIONAL OFFICE (CONTACTNUMBER: [phone]) AT LEAST 48 HOURS PRIOR TO COMMENCING IN LAND DISTURBING ACTIVITY FOR EACH SECTION OF THEPROJECT.6.STAGING AREAS, ASSEMBLY AREAS, TEMPORARY EQUIPMENT AND NON-HAZARDOUS MATERIAL STORAGE AREAS SHALL BE LOCATEDOUTSIDE 100-YR FLOOD ZONES. HAZARDOUS MATERIAL STORAGE AREAS SHALL BE LOCATED AT LEAST 100 FEET BACK FROM SURFACEWATER BODIES.7.EQUIPMENT STORAGE IN CONSTRUCTION STAGING AREAS SHALL BE LOCATED A MINIMUM OF 100 FEET AWAY FROM A STREAM ORWETLAND EDGE.8.AT MINIMUM, ALL BMPS ARE TO BE INSPECTED ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS AFTER ANY STORM EVENTGREATER THAN 0.5-INCH PER 24-HOUR PERIOD DURING THE ENTIRE PROJECT. A WRITTEN REPORT MUST ALSO BE COMPLETED,DOCUMENTING EACH INSPECTION AND, IF NECESSARY, ANY REPAIR, REPLACEMENT OR MAINTENANCE ACTIVITY.9.THE CONTRACTOR SHALL TAKE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING FACILITY SHOWN ON THE DRAWINGS, AND ANYOTHER WHICH IS NOT ON RECORD OR NOT SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL POTHOLE EXISTING UTILITIES AT THEPOINTS OF CONNECTION AND ALL UTILITY CROSSINGS TO DETERMINE EXACT LOCATIONS PRIOR TO THE START OF WORK. ANYDISCREPANCIES BETWEEN THESE DRAWINGS AND EXISTING CONDITIONS SHALL BE REPORTED TO THE ENGINEER OF RECORDIMMEDIATELY.10.ALL WORK WITHIN A PUBLIC RIGHT-OF-WAY SHALL BE COORDINATED WITH THE AGENCY HAVING JURISDICTION.11.ALL REQUIRED PERMITS MUST BE OBTAINED PRIOR TO STARTING WORK.12.DURING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION, STABILIZATION AND MAINTENANCE OF ALLEXISTING AND PROPOSED SITE EROSION & SEDIMENTATION CONTROL DEVICES AND FACILITIES.13.THE CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR WILLBE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTIONOF THE PROJECT, INCLUDING EROSION & SEDIMENTATION DEVICES AND SAFETY OF ALL PERSONS AND PROPERTY; THAT THISREQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTIONCONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD THE ENGINEER OF RECORD HARMLESS OF ANY AND ALL LIABILITY,REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THESOLE NEGLIGENCE OF ENGINEER OF RECORD.14.AS SITE SPECIFIC CONDITIONS MAY WARRANT, THE E&SC PLAN MAY REQUIRE MINOR MODIFICATIONS TO ENSURE PROPER PROTECTIONOF RECEIVING WATERS. THE RESPECTIVE PROJECT ENVIRONMENTAL INSPECTOR (EI) WILL IDENTIFY SITE SPECIFIC AREAS WHERE ACERTAIN BMP MODIFICATION(S) IS NECESSARY TO EITHER OMIT OR ENHANCE BMPS IN SUCH AREAS. THIS PROCESS ENTAILS THE EI TOIDENTIFY LOCATIONS WHERE BMPS WILL NEED TO BE ALTERED, SUBSTITUTED OR OMITTED AND CONTACT THE DOMINION GASCOMPLIANCE SPECIALIST TO REVIEW PROPOSED CHANGES. UPON REVIEW AND APPROVAL BY THE DOMINION COMPLIANCE SPECIALIST,THE EI WILL REDLINE, DATE, AND SIGN THE E&SCP DRAWING(S) DEPICTING THE REDLINE CHANGE(S). ONCE THIS PROCESS ISCOMPLETED, THE EI WILL NOTIFY NCDEQ OF SUCH MINOR MODIFICATION REDLINE AMENDMENTS AS REQUIRED BY THE GENERALPERMIT.SEQUENCE OF CONSTRUCTION1.A PRE-CONSTRUCTION MEETING SHOULD TAKE PLACE PRIOR TO START OF CONSTRUCTION ACTIVITIES.2.INSTALL SILT FENCE AROUND THE PROJECT SITE AS SHOWN ON THE PLANS, AND INSTALL TEMPORARY DIVERSION DITCHES ANDSTRUCTURES TO SEPARATE ON-SITE AND OFF-SITE RUN-OFF. ALL MEASURES TO BE INSTALLED WITHIN THE LIMITS OF DISTURBANCE.3.INSTALL EROSION CONTROL AROUND TOPSOIL STORAGE AREA.4.CLEAR AND GRUB THE AREA FOR THE BMP AND INSTALL CHANNEL CONVEYANCE STABILIZATION, THE BASIN AND SKIMMER PER THEPLANS.5.ONCE INITIAL EROSION CONTROL MEASURES HAVE BEEN INSTALLED AND PRIOR TO SEDIMENT REMOVAL ACTIVITIES, THE SITE IS TO BEINSPECTED BY NCDEQ - DEMLR.6.GRADE SITE ACCORDING TO THE CONTRACT DOCUMENTS. MAINTAIN EROSION CONTROL DEVICES AS NEEDED.7.GRASS OR OTHERWISE STABILIZE ALL AREAS AS THEY ARE BROUGHT TO FINAL GRADES.8.THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES TO MINIMIZEEROSION. INSPECT AND REPAIR MEASURES AFTER EACH RAINFALL AS NEEDED THROUGHOUT THE PROJECT. NOTE THAT THERE ARE NOPERMANENT SEDIMENT CONTROL MEASURES ON THIS SITE. A PERMANENT INFILTRATION TRENCH FOR WATER QUALITY IS PROPOSEDAFTER REMOVAL OF SEDIMENT CONTROL PRACTICES. REMOVE SEDIMENT FROM BASIN WITH USE OF SILT BAG PRIOR TO CONSTRUCTIONOF INFILTRATION BASIN.9.CONTRACTOR TO REMOVE EROSION CONTROL DEVICES AT THE CONCLUSION OF THIS CONTRACT UPON APPROVAL BY NCDEQ-DEMLR. REMOVE EROSION CONTROL FOR THE TOPSOIL SEGREGATION AREA AND SEED AREA. REMOVE BMP, DIVERSIONS, AND ESTABLISHGRASS ON THE ENTIRE SITE PRIOR TO REMOVAL OF SILT FENCE. REPAIR AND GRASS STABILIZE ALL DENUDED AREAS. ALL AREAS WILLBE RETURNED TO THE STATE OF EXISTING CONDITIONS PRIOR TO CONTRACT COMPLETION AS A MINIMUM.10.IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTAIN SEDIMENT ONSITE. ADDITIONAL EROSION CONTROL MEASURES MAY BEREQUIRED BY THE ENGINEER.11.ALL EROSION CONTROL MEASURES TO BE IN ACCORDANCE WITH THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNINGAND DESIGN REQUIREMENTS AND LAND DEVELOPMENT STANDARDS.MAINTENANCE SCHEDULEAFTER FULL REVEGETATION HAS BEEN ACHIEVED, ALL BMPS WILL BE REMOVED AND ANY LAND DISTURBED BY REMOVAL WILL BEPERMANENTLY STABILIZED. UNLESS OTHERWISE SPECIFIED, ALL MAINTENANCE MUST BE COMPLETED IMMEDIATELY AFTER AN INSPECTIONIDENTIFIES THAT A BMP IS NOT FUNCTIONING AS REQUIRED.·THE ROW AND ESC DEVICES WILL BE INSPECTED DAILY AT THE ACTIVE CONSTRUCTION SITE AND AT LEAST ONCE EVERY SEVENCALENDAR DAYS FOR ACTIVELY DISTURBED AREAS, 14 CALENDAR DAYS FOR RESTORED AREAS, AND WITHIN 24 HOURS AFTER ANYSTORM EVENT GREATER THAN ONE-HALF-INCH PER 24-HOUR PERIOD.·SEDIMENT MUST BE REMOVED WHERE ACCUMULATION REACHES ONE-HALF THE ABOVE GROUND HEIGHT OF THE CONTROL MEASURE.·EROSION CONTROL MEASURES, WHICH HAVE BEEN UNDERMINED OR TOPPED, SHALL BE REPAIRED IMMEDIATELY.·OTHER REQUIRED REPAIRS OR MAINTENANCE SHALL BE MADE IMMEDIATELY.·TEMPORARY AND PERMANENT E&S CONTROL BMPS SHALL BE MAINTAINED AND REPAIRED AS NEEDED TO ASSURE CONTINUEDPERFORMANCE OF THEIR INTENDED FUNCTION.·A SELF-INSPECTION AND COMPLETION OF SELF-INSPECTION FORM IS REQUIRED AFTER EACH PHASE OF CONSTRUCTION IS COMPLETED.SELF-INSPECTION FORM CAN BE FOUND HERE: http://deq.nc.gov/about/divisions/energy-mineral-land-resources/erosion-sediment-control/formsMATERIAL WASTE HANDLING AND RECYCLING1.SOLID WASTE DISPOSAL SHALL BE HANDLED THROUGH ONE OF THE LOCAL LICENSED WASTE MANAGEMENT PROVIDERS AND PERMITTEDDISPOSAL FACILITIES. THE CONTRACTOR WILL PROVIDE MOBILE AND COVERED WASTE RECEPTACLES AS NEEDED ALONG THE PROJECTLIMITS. CONTRACTOR SHALL ALSO PROVIDE A COVERED DUMPSTER FOR CONSOLIDATION OF WASTE FOR PICK UP AND DISPOSAL FORTHE DURATION OF THE PROJECT. ALL SOLID WASTE SHALL BE DISPOSED OF AT A LICENSED PERMITTED MUNICIPAL LANDFILL.2.THE CONTRACTOR WILL BE RESPONSIBLE FOR ANY PERMITS AN DOR DISPOSAL FEES. THE CONTRACTOR SHALL BE SOLELYRESPONSIBLE TO ASSURE THAT ALL MATERIALS AREA HANDLED AND DISPOSED OF IN ACCORDANCE WITH APPLICABLE LAWS, RULES,AND REGULATIONS, INCLUDING BUT NOT LIMITED TO THOSE ISSUED BY THE ENVIRONMENTAL PROTECTION AGENCY, NCDEQ, ANDOCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION.3.CONTRACTOR SHALL PRACTICE GOOD HOUSEKEEPING FOR THE DURATION OF THE PROJECT INCLUDING THE ROUTINE REMOVAL ANDDISPOSAL OF SOLID WASTE.4.CONTRACTOR SHALL KEEP RECORDS OF PROPER SOLID WASTE DISPOSAL AND PROVIDE COPIES TO THE EI.POLLUTANT CONTROLS·SPILLS OCCURRING DURING CONSTRUCTION, OPERATION, AND MAINTENANCE ARE TO BE REPORTED IMMEDIATELY TO THEMONITORING CENTER IN ACCORDANCE WITH DOMINION POLICIES, PLANS, AND PROCEDURES. DOMINION'S ENVIRONMENTALHEALTH AND SAFETY DEPARTMENT WILL BE RESPONSIBLE FOR CONTACTING THE APPROPRIATE AGENCIES, EXCEPT AS PROVIDEDFOR BELOW.·ANY FACILITY OWNER/OPERATOR WHO IS SUBJECT TO THE SPCC RULE MUST COMPLY WITH THE REPORTING REQUIREMENTSFOUND IN 40 CFR 112.4. A DISCHARGE MUST BE REPORTED TO THE EPA REGIONAL ADMINISTRATOR (RA) WHEN THERE IS ADISCHARGE OF:··MORE THAN 1,000 GALLONS OF OIL IN A SINGLE DISCHARGE TO NAVIGABLE WATERS OR ADJOINING SHORELINES,··MORE THAN 42 GALLONS OF OIL IN EACH OF TWO DISCHARGES TO NAVIGABLE WATERS OR ADJOINING SHORELINES OCCURRINGWITHIN ANY TWELVE-MONTH PERIOD.·IF A DOMINION REPRESENTATIVE CANNOT BE PROMPTLY CONTACTED AND THE SPILL HAS IMPACTED WATER, THE PERSONDISCOVERING THE SPILL OR RELEASE WILL CONTACT THE NATIONAL RESPONSE CENTER AT 1-800-424-8802 AND REPORT THERELEASE. THAT PERSON WILL CONTINUE CALLING DOMINION UNTIL A REPRESENTATIVE IS REACHED.BMP INSTALLATION AND REMOVAL SEQUENCECONSTRUCTION MUST BE IN ACCORDANCE WITH THE FOLLOWING SEQUENCE. THIS SEQUENCE IS DESIGNED TO MINIMIZE SOIL EROSIONAND SEDIMENTATION. THE CONTRACTOR MAY DEVIATE SLIGHTLY FROM THE STAGING OF PERMANENT SITE IMPROVEMENTS, BUT NODEVIATION FROM THE RELATIVE ORDER OF EROSION AND SEDIMENTATION CONTROL MEASURES WILL BE ALLOWED.THE STAGING OF EARTHMOVING ACTIVITIES FOR THIS PROJECT IS A GENERAL DESCRIPTION OF THE WORK REQUIRED. ALL WORK SHALLBE COMPLETED IN ACCORDANCE WITH COMPANY STANDARDS, THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITYREGULATIONS AND ALL OTHER APPLICABLE FEDERAL, STATE OR LOCAL REQUIREMENTS.THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN INCLUDING THE SOIL EROSION CONTROL DRAWINGS AND NARRATIVESHALL BE AVAILABLE ON SITE AT ALL TIMES DURING EARTH DISTURBANCE.1.STAKE AND/OR FLAG ALL LIMITS OF DISTURBANCE FOR CONSTRUCTION ACTIVITIES, CLEARLY IDENTIFYING WETLAND AND STREAMEDGES. INSTALL SIGNS TO DESIGNATE THE AREA TO IDENTIFY IMPORTANT PROJECT ATTRIBUTES SUCH AS WETLANDSTREAMBOUNDS, EXCLUSION AREAS ETC.2.INSTALL ROCK CONSTRUCTION ENTRANCES IMMEDIATELY BEFORE INITIAL DISTURBANCES. THE ROCK CONSTRUCTIONENTRANCES TO BE UNDERLAIN BY FILTER FABRIC. ALL CONSTRUCTION TRAFFIC SHOULD USE ONLY ROCK CONSTRUCTIONENTRANCE FOR INGRESS AND EGRESS. ALL MUD OR SEDIMENT TRACKED ONTO THE EXISTING ROADWAY SHALL BE REMOVED BYTHE CONTRACTOR AS NECESSARY.3.INSTALL SILT FENCE AND COMPOST FILTER SOCKS AS DEPICTED ON THE ESC PLAN AND AS NECESSARY ALONG THE ACCESSROADS TO PREVENT SEDIMENT LADEN RUNOFF FROM ENTERING DOWNSTREAM WATER BODIES. MAINTAIN THE CONTRACTOR ANDPIPE YARD SITE, ACCESS ROADS, ASSOCIATED DITCHES, AND NECESSARY OUTLET PROTECTION AS REQUIRED.4.PRIOR TO AND SIMULTANEOUS WITH GRADING AND EXCAVATION, INSTALL REMAINING EROSION CONTROL DEVICES (ECD) SHOWNON THE PLANS WITHIN THE L.O.D.5.COMMENCE GRADING AND ASSOCIATED CUT AND FILL SLOPES. THE EARTH MOVING ACTIVITY SHALL BEGIN IN AREA OF CUT SO THATTHE CUTS CAN BE PLACED IN AREAS OF FILL. REMOVE TOPSOIL FROM AREAS TO RECEIVE FILL PRIOR TO FILLING.6.FINALIZE UTILITY INSTALLATION AND ROADWAY GRADES AND PLACE TOPSOIL ON THE CUT AND FILL AREAS. STABILIZE CUT ANDFILL SLOPES, AFTER PLACEMENT OF STOCKPILED TOPSOIL ON EXCAVATED SLOPES, AND AS DIRECTED.7.RE-DISTRIBUTION OF WET SEDIMENT FROM DEVICES AND FACILITIES SHALL ONLY BE PERMITTED UPHILL OF AN EFFECTIVESEDIMENT CONTROL DEVICE OR FACILITY. SEDIMENT LADEN RUNOFF SHALL NOT BE ALLOWED TO FLOW DIRECTLY INTO WATERBODIES.8.ANY EXPOSED TOPSOIL PILES SHOULD BE STABILIZED & SEEDED PER THE PERMIT REGULATIONS, AND BY TABLES SHOWN ON THEAPPROVED EROSION CONTROL PLANS AND MULCHED AS SPECIFIED BY THE PROJECT OWNER.9.UPON MINIMUM 80% UNIFORM PERENNIAL VEGETATIVE GROWTH, REMOVE TEMPORARY SEDIMENT CONTROLS. REMOVEACCUMULATED SEDIMENTS WITHIN THE TRAPS, RE-GRADE TRAPS TO FINAL CONTOURS. STABILIZE SITE PER THE PLANS.EROSION AND SEDIMENT CONTROL DETAIL NOTES1.THE DETAILS ON EROSION AND SEDIMENT CONTROL DETAIL SHEETS 4 THROUGH 6 CORRESPOND TO E&S CONTROL MEASURESSPECIFICALLY IDENTIFIED ON THE E&SC PLAN AND DETAILS TO E&S CONTROL MEASURES THAT WHILE NOT SPECIFICALLY IDENTIFIEDON THE E&SC PLANS, COULD POTENTIALLY BE REQUIRED.GENERAL NOTES AND COMMENTS:SYM.DATEBYREVISION INFORMATIONPROJECT/TASKAPP.SEALAPP. FOR CONST.:SCALE:APP. FOR BID:CHECKED:DRAWN:DIR/FILE:DISTRICT:TITLE:COUNTY:DWG. NO.GROUPREV.STATE:925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000Atlantic Coast Pipeline, LLCERM15720 Brixham Hill Ave, Suite 120License #F-1223ERM NC, INC.Charlotte, NC 28277 [phone]AS NOTED07/02/2018SAR07/02/2018WTS0-ACP\North Carolina\CUMBERLAND-ATLANTIC COAST PIPELINENC--ISSUED FOR REVIEWWTS07/02/180 9 OF 9EROSION AND SEDIMENT CONTROL PLAN NOTES