Atlantic Coast Pipeline - Fayetteville CY10A SWU-101 Permit Applciation Package

Form SWU-101 Version Oct. 31, 2013 Page 3 of 7

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Structural storm water BMP's (sediment traps and infiltration trenches) are used to manage storm water
runoff from the site. Drainage Area #1 is shown as drainage node 221S (221S-C1, 221-C2); Drainage Area #2
is shown as drainage node 222S; Drainage Area #3 is shown as drainage node 223S; and Drainage Area #4 is
shown as 224S.

2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
Approval of a Site Specific Development Plan or PUD Approval Date:
Valid Building Permit Issued Date:
Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
Coastal SW – 1995 Ph II – Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 40.16 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) – Total Coastal Wetlands Area (5) – Total Surface Water Area (6) = Total Project
Area+: 40.16 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 17.9/40.16 = 44.6 %
9. How many drainage areas does the project have?4 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
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

Atlantic Coast Pipeline Project
NC Contractor & Pipe Yard ESC Plan – Hydraulic Calculations
02-12-2018 i
I. Introduction ....................................................................................................................... 1
II. CUMBERLAND ACP 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
APPENDICES .............................................................................................................................. 8
APPENDIX A (CUMBERLAND ACP PY 10-A) ........................................................................ 9
APPENDIX A1: SOILS REPORT .......................................................................................... 10
APPENDIX A2: DRAINAGE AREA MAPS ........................................................................... 11
APPENDIX A3: CALCULATIONS ......................................................................................... 12
A3.1 Hydrologic and Hydraulics Calculations – HydroCAD ........................................ 13
A3.2 Composite Curve Number Calculations ............................................................... 14
A3.3 Sediment Basin Calculations ................................................................................. 15
A3.4 Infiltration Basin Calculations ............................................................................... 16

Atlantic Coast Pipeline Project
NC Contractor & Pipe Yard ESC Plan – Hydraulic Calculations
02-12-2018 ii
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

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
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.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
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.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
 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.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
II. CUMBERLAND ACP 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.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
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.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
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 7.

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. The
northeast portion of the site (area 223S) will drain north to a swale along NC Highway 24.

A large portion of the site located to the south of the 222S and 223S 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 221. 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).

The southeast corner of the site (area 224S) will discharge southeast to an existing swale which
ultimately combines with runoff from the discharge from 221S.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
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
Drainage
Area
Pre Pre‐Q1
(CFS)
Pre‐Q2
(CFS)
Pre‐Q10
(CFS)
Post Post‐Q1
(CFS)
Post‐Q2
(CFS)
Post‐Q10
(CFS)
24.59 121S 20.4 30.8 64.5 221S 2.6 11.4 63.6
5.33 122S 6.8 10.4 22.1 222S 0.21 0.81 18.6
3.71 123S 2.5 3.9 8.6 223S 0.26 1.1 6.8
3.19 124S 4.1 6.2 13.2 224S 0.1 0.1 0.94

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.

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, each of the basins 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.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
APPENDICES

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
APPENDIX A (CUMBERLAND ACP PY 10-A)

A1 Soils Report
A2 Drainage Area Maps
A3 Calculations

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
APPENDIX A1: SOILS REPORT

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
APPENDIX A2: DRAINAGE AREA MAPS
GAGA
GA
GA
E
E
E
E
E
TS
GP
G 281
G
G
LM
PIEDMONT
LM
PIEDMONT
90410045701
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
GATE POSTS
OVERHEAD 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
02/12/2018WTS
02/12/2018NJB
2-ACP\North Carolina\
-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWNJB03/10/170
--ISSUED FOR REVIEWWTS08/04/171
--ISSUED FOR REVIEWNJB02/12/20182
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 = 285 LF
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
93 94
94 93
93929494939294
93
95
95
94
93
92
9291 93 93 92 91 90 9291939392919392
94
94 93 92 91
91
93
92
94
94
93
92
91
91
92
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
GATE POSTS
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
02/12/2018WTS
02/12/2018NJB
2-ACP\North Carolina\
-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWNJB03/10/170
--ISSUED FOR REVIEWWTS08/04/171
--ISSUED FOR REVIEWNJB02/12/20182
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 = 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 = 285 LF
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
>Tc SHEET FLOW
>Tc SHALLOW
CONCENTRATED FLOW
>Tc CHANNEL FLOW
DRAINAGE AREA BOUNDARY
>Tc PIPE FLOW
PROPOSED CONTOUR125
EXISTING CONTOUR
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
02-12-2018
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
02-12-2018
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 (s)
222S
Post CY (nw)
223S
Post CY (ne)
224S
Post CY (se)
221P
221
222P
SF
223P
223
224P
224
Routing Diagram for Site ContractorY10A
Prepared by AECOM, Printed 2/12/2018
HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 2HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
24.590 75 (121S)
12.230 73 (122S, 123S, 124S)
24.590 87 (221S)
5.330 85 (222S)
3.710 89 (223S)
3.190 69 (224S)
73.640 80 TOTAL AREA
Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 3HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Soil Listing (all nodes)
Area
(acres)
Soil
Group
Subcatchment
Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
0.000 HSG D
73.640 Other 121S, 122S, 123S, 124S, 221S, 222S, 223S, 224S
73.640 TOTAL AREA
Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 4HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
(acres)
HSG-B
(acres)
HSG-C
(acres)
HSG-D
(acres)
Other
(acres)
Total
(acres)
Ground
Cover
Subcatchment
Numbers
0.000 0.000 0.000 0.000 73.640 73.640 121S, 122S, 123S,
124S, 221S, 222S,
223S, 224S
0.000 0.000 0.000 0.000 73.640 73.640 TOTAL
AREA
Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 5HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Diam/Width
(inches)
Height
(inches)
Inside-Fill
(inches)
1 121S 0.00 0.00 24.0 0.0083 0.030 36.0 0.0 0.0
2 121S 0.00 0.00 32.0 0.0063 0.030 3.0 0.0 0.0
3 221S 0.00 0.00 24.0 0.0083 0.030 3.0 0.0 0.0
4 221S 0.00 0.00 32.0 0.0063 0.030 3.0 0.0 0.0
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 6HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=24.590 ac 0.00% Impervious Runoff Depth>0.96"Subcatchment 121S: Pre Dev't
Flow Length=1,245' Tc=27.6 min CN=75 Runoff=20.44 cfs 1.977 af
Runoff Area=5.330 ac 0.00% Impervious Runoff Depth>0.87"Subcatchment 122S: Pre Dev't
Tc=10.0 min CN=73 Runoff=6.84 cfs 0.385 af
Runoff Area=3.710 ac 0.00% Impervious Runoff Depth>0.86"Subcatchment 123S: Pre Dev't
Tc=30.0 min CN=73 Runoff=2.52 cfs 0.266 af
Runoff Area=3.190 ac 0.00% Impervious Runoff Depth>0.87"Subcatchment 124S: Pre Dev't
Tc=10.0 min CN=73 Runoff=4.09 cfs 0.230 af
Runoff Area=24.590 ac 0.00% Impervious Runoff Depth>1.75"Subcatchment 221S: Post CY (s)
Flow Length=979' Tc=14.1 min CN=87 Runoff=57.39 cfs 3.587 af
Runoff Area=5.330 ac 0.00% Impervious Runoff Depth>1.60"Subcatchment 222S: Post CY (nw)
Tc=5.0 min CN=85 Runoff=15.67 cfs 0.712 af
Runoff Area=3.710 ac 0.00% Impervious Runoff Depth>1.92"Subcatchment 223S: Post CY (ne)
Tc=5.0 min CN=89 Runoff=12.76 cfs 0.592 af
Runoff Area=3.190 ac 0.00% Impervious Runoff Depth>0.68"Subcatchment 224S: Post CY (se)
Tc=5.0 min CN=69 Runoff=3.79 cfs 0.181 af
Peak Elev=93.54' Storage=136,153 cf Inflow=57.39 cfs 3.587 afPond 221P: 221
Outflow=1.07 cfs 0.476 af
Peak Elev=92.01' Storage=27,347 cf Inflow=15.67 cfs 0.712 afPond 222P: SF
Outflow=0.21 cfs 0.086 af
Peak Elev=93.64' Storage=25,797 cf Inflow=12.76 cfs 0.592 afPond 223P: 223
Outflow=0.00 cfs 0.000 af
Peak Elev=91.21' Storage=7,863 cf Inflow=3.79 cfs 0.181 afPond 224P: 224
Outflow=0.00 cfs 0.000 af
Total Runoff Area = 73.640 ac Runoff Volume = 7.931 af Average Runoff Depth = 1.29"
100.00% Pervious = 73.640 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 7HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 121S: Pre Dev't
Runoff = 20.44 cfs @ 12.24 hrs, Volume= 1.977 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
* 24.590 75
24.590 100.00% 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
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 8HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Subcatchment 121S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
1 yr Rainfall=3.02"
Runoff Area=24.590 ac
Runoff Volume=1.977 af
Runoff Depth>0.96"
Flow Length=1,245'
Tc=27.6 min
CN=75
20.44 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 9HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 121S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 0.00
5.10 0.20 0.00 0.00
5.40 0.21 0.00 0.00
5.70 0.23 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6.60 0.28 0.00 0.00
6.90 0.29 0.00 0.00
7.20 0.31 0.00 0.00
7.50 0.33 0.00 0.00
7.80 0.35 0.00 0.00
8.10 0.37 0.00 0.00
8.40 0.39 0.00 0.00
8.70 0.42 0.00 0.00
9.00 0.44 0.00 0.00
9.30 0.47 0.00 0.00
9.60 0.50 0.00 0.00
9.90 0.53 0.00 0.00
10.20 0.57 0.00 0.00
10.50 0.62 0.00 0.00
10.80 0.67 0.00 0.00
11.10 0.73 0.00 0.02
11.40 0.82 0.01 0.16
11.70 1.07 0.04 0.64
12.00 2.00 0.38 7.83
12.30 2.15 0.46 19.39
12.60 2.25 0.51 8.78
12.90 2.31 0.54 4.65
13.20 2.37 0.57 3.21
13.50 2.41 0.60 2.53
13.80 2.45 0.62 2.16
14.10 2.49 0.64 1.88
14.40 2.52 0.66 1.66
14.70 2.55 0.68 1.55
15.00 2.58 0.70 1.46
15.30 2.60 0.71 1.37
15.60 2.63 0.73 1.29
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 2.65 0.74 1.20
16.20 2.67 0.75 1.12
16.50 2.69 0.77 1.05
16.80 2.71 0.78 1.01
17.10 2.73 0.79 0.98
17.40 2.75 0.80 0.95
17.70 2.76 0.81 0.92
18.00 2.78 0.82 0.89
18.30 2.80 0.83 0.86
18.60 2.81 0.84 0.82
18.90 2.83 0.85 0.79
19.20 2.84 0.86 0.76
19.50 2.85 0.87 0.73
19.80 2.87 0.87 0.69
20.10 2.88 0.88 0.66
20.40 2.89 0.89 0.63
20.70 2.90 0.90 0.62
21.00 2.91 0.90 0.61
21.30 2.92 0.91 0.60
21.60 2.94 0.92 0.60
21.90 2.95 0.93 0.59
22.20 2.96 0.93 0.59
22.50 2.97 0.94 0.58
22.80 2.98 0.95 0.57
23.10 2.99 0.95 0.57
23.40 3.00 0.96 0.56
23.70 3.01 0.97 0.56
24.00 3.02 0.97 0.55
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 10HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 122S: Pre Dev't
Runoff = 6.84 cfs @ 12.03 hrs, Volume= 0.385 af, Depth> 0.87"
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
* 5.330 73
5.330 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct
Subcatchment 122S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)7
6
5
4
3
2
1
0
Type II 24-hr
1 yr Rainfall=3.02"
Runoff Area=5.330 ac
Runoff Volume=0.385 af
Runoff Depth>0.87"
Tc=10.0 min
CN=73
6.84 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 11HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 122S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 0.00
5.10 0.20 0.00 0.00
5.40 0.21 0.00 0.00
5.70 0.23 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6.60 0.28 0.00 0.00
6.90 0.29 0.00 0.00
7.20 0.31 0.00 0.00
7.50 0.33 0.00 0.00
7.80 0.35 0.00 0.00
8.10 0.37 0.00 0.00
8.40 0.39 0.00 0.00
8.70 0.42 0.00 0.00
9.00 0.44 0.00 0.00
9.30 0.47 0.00 0.00
9.60 0.50 0.00 0.00
9.90 0.53 0.00 0.00
10.20 0.57 0.00 0.00
10.50 0.62 0.00 0.00
10.80 0.67 0.00 0.00
11.10 0.73 0.00 0.00
11.40 0.82 0.00 0.03
11.70 1.07 0.03 0.37
12.00 2.00 0.32 6.51
12.30 2.15 0.39 1.45
12.60 2.25 0.44 0.79
12.90 2.31 0.47 0.60
13.20 2.37 0.50 0.50
13.50 2.41 0.52 0.43
13.80 2.45 0.54 0.38
14.10 2.49 0.56 0.33
14.40 2.52 0.58 0.31
14.70 2.55 0.59 0.29
15.00 2.58 0.61 0.28
15.30 2.60 0.62 0.26
15.60 2.63 0.64 0.24
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 2.65 0.65 0.23
16.20 2.67 0.66 0.21
16.50 2.69 0.67 0.20
16.80 2.71 0.69 0.20
17.10 2.73 0.70 0.19
17.40 2.75 0.71 0.19
17.70 2.76 0.72 0.18
18.00 2.78 0.73 0.17
18.30 2.80 0.74 0.17
18.60 2.81 0.74 0.16
18.90 2.83 0.75 0.15
19.20 2.84 0.76 0.15
19.50 2.85 0.77 0.14
19.80 2.87 0.78 0.13
20.10 2.88 0.78 0.13
20.40 2.89 0.79 0.13
20.70 2.90 0.80 0.12
21.00 2.91 0.80 0.12
21.30 2.92 0.81 0.12
21.60 2.94 0.82 0.12
21.90 2.95 0.82 0.12
22.20 2.96 0.83 0.12
22.50 2.97 0.84 0.12
22.80 2.98 0.84 0.12
23.10 2.99 0.85 0.11
23.40 3.00 0.86 0.11
23.70 3.01 0.86 0.11
24.00 3.02 0.87 0.11
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 12HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 123S: Pre Dev't
Runoff = 2.52 cfs @ 12.27 hrs, Volume= 0.266 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
* 3.710 73
3.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
Subcatchment 123S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)2
1
0
Type II 24-hr
1 yr Rainfall=3.02"
Runoff Area=3.710 ac
Runoff Volume=0.266 af
Runoff Depth>0.86"
Tc=30.0 min
CN=73
2.52 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 13HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 123S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 0.00
5.10 0.20 0.00 0.00
5.40 0.21 0.00 0.00
5.70 0.23 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6.60 0.28 0.00 0.00
6.90 0.29 0.00 0.00
7.20 0.31 0.00 0.00
7.50 0.33 0.00 0.00
7.80 0.35 0.00 0.00
8.10 0.37 0.00 0.00
8.40 0.39 0.00 0.00
8.70 0.42 0.00 0.00
9.00 0.44 0.00 0.00
9.30 0.47 0.00 0.00
9.60 0.50 0.00 0.00
9.90 0.53 0.00 0.00
10.20 0.57 0.00 0.00
10.50 0.62 0.00 0.00
10.80 0.67 0.00 0.00
11.10 0.73 0.00 0.00
11.40 0.82 0.00 0.00
11.70 1.07 0.03 0.04
12.00 2.00 0.32 0.78
12.30 2.15 0.39 2.50
12.60 2.25 0.44 1.29
12.90 2.31 0.47 0.69
13.20 2.37 0.50 0.47
13.50 2.41 0.52 0.36
13.80 2.45 0.54 0.31
14.10 2.49 0.56 0.27
14.40 2.52 0.58 0.24
14.70 2.55 0.59 0.22
15.00 2.58 0.61 0.21
15.30 2.60 0.62 0.19
15.60 2.63 0.64 0.18
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 2.65 0.65 0.17
16.20 2.67 0.66 0.16
16.50 2.69 0.67 0.15
16.80 2.71 0.69 0.14
17.10 2.73 0.70 0.14
17.40 2.75 0.71 0.13
17.70 2.76 0.72 0.13
18.00 2.78 0.73 0.13
18.30 2.80 0.74 0.12
18.60 2.81 0.74 0.12
18.90 2.83 0.75 0.11
19.20 2.84 0.76 0.11
19.50 2.85 0.77 0.10
19.80 2.87 0.78 0.10
20.10 2.88 0.78 0.09
20.40 2.89 0.79 0.09
20.70 2.90 0.80 0.09
21.00 2.91 0.80 0.09
21.30 2.92 0.81 0.09
21.60 2.94 0.82 0.08
21.90 2.95 0.82 0.08
22.20 2.96 0.83 0.08
22.50 2.97 0.84 0.08
22.80 2.98 0.84 0.08
23.10 2.99 0.85 0.08
23.40 3.00 0.86 0.08
23.70 3.01 0.86 0.08
24.00 3.02 0.87 0.08
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 14HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 124S: Pre Dev't
Runoff = 4.09 cfs @ 12.03 hrs, Volume= 0.230 af, Depth> 0.87"
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
* 3.190 73
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 124S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)4
3
2
1
0
Type II 24-hr
1 yr Rainfall=3.02"
Runoff Area=3.190 ac
Runoff Volume=0.230 af
Runoff Depth>0.87"
Tc=10.0 min
CN=73
4.09 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 15HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 124S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 0.00
5.10 0.20 0.00 0.00
5.40 0.21 0.00 0.00
5.70 0.23 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6.60 0.28 0.00 0.00
6.90 0.29 0.00 0.00
7.20 0.31 0.00 0.00
7.50 0.33 0.00 0.00
7.80 0.35 0.00 0.00
8.10 0.37 0.00 0.00
8.40 0.39 0.00 0.00
8.70 0.42 0.00 0.00
9.00 0.44 0.00 0.00
9.30 0.47 0.00 0.00
9.60 0.50 0.00 0.00
9.90 0.53 0.00 0.00
10.20 0.57 0.00 0.00
10.50 0.62 0.00 0.00
10.80 0.67 0.00 0.00
11.10 0.73 0.00 0.00
11.40 0.82 0.00 0.02
11.70 1.07 0.03 0.22
12.00 2.00 0.32 3.90
12.30 2.15 0.39 0.87
12.60 2.25 0.44 0.47
12.90 2.31 0.47 0.36
13.20 2.37 0.50 0.30
13.50 2.41 0.52 0.26
13.80 2.45 0.54 0.23
14.10 2.49 0.56 0.20
14.40 2.52 0.58 0.19
14.70 2.55 0.59 0.18
15.00 2.58 0.61 0.17
15.30 2.60 0.62 0.16
15.60 2.63 0.64 0.15
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 2.65 0.65 0.14
16.20 2.67 0.66 0.13
16.50 2.69 0.67 0.12
16.80 2.71 0.69 0.12
17.10 2.73 0.70 0.12
17.40 2.75 0.71 0.11
17.70 2.76 0.72 0.11
18.00 2.78 0.73 0.10
18.30 2.80 0.74 0.10
18.60 2.81 0.74 0.10
18.90 2.83 0.75 0.09
19.20 2.84 0.76 0.09
19.50 2.85 0.77 0.08
19.80 2.87 0.78 0.08
20.10 2.88 0.78 0.08
20.40 2.89 0.79 0.07
20.70 2.90 0.80 0.07
21.00 2.91 0.80 0.07
21.30 2.92 0.81 0.07
21.60 2.94 0.82 0.07
21.90 2.95 0.82 0.07
22.20 2.96 0.83 0.07
22.50 2.97 0.84 0.07
22.80 2.98 0.84 0.07
23.10 2.99 0.85 0.07
23.40 3.00 0.86 0.07
23.70 3.01 0.86 0.07
24.00 3.02 0.87 0.07
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 16HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 221S: Post CY (s)
Runoff = 57.39 cfs @ 12.06 hrs, Volume= 3.587 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"
Area (ac) CN Description
* 24.590 87
24.590 100.00% 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
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 17HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Subcatchment 221S: Post CY (s)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1 yr Rainfall=3.02"
Runoff Area=24.590 ac
Runoff Volume=3.587 af
Runoff Depth>1.75"
Flow Length=979'
Tc=14.1 min
CN=87
57.39 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 18HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 221S: Post CY (s)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 0.00
5.10 0.20 0.00 0.00
5.40 0.21 0.00 0.00
5.70 0.23 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6.60 0.28 0.00 0.00
6.90 0.29 0.00 0.00
7.20 0.31 0.00 0.00
7.50 0.33 0.00 0.04
7.80 0.35 0.00 0.07
8.10 0.37 0.00 0.12
8.40 0.39 0.01 0.17
8.70 0.42 0.01 0.24
9.00 0.44 0.01 0.33
9.30 0.47 0.02 0.42
9.60 0.50 0.02 0.49
9.90 0.53 0.03 0.61
10.20 0.57 0.04 0.79
10.50 0.62 0.06 1.03
10.80 0.67 0.07 1.37
11.10 0.73 0.10 1.87
11.40 0.82 0.13 2.79
11.70 1.07 0.26 6.71
12.00 2.00 0.91 49.89
12.30 2.15 1.03 17.57
12.60 2.25 1.10 7.15
12.90 2.31 1.16 4.78
13.20 2.37 1.20 3.85
13.50 2.41 1.24 3.28
13.80 2.45 1.27 2.83
14.10 2.49 1.30 2.46
14.40 2.52 1.33 2.24
14.70 2.55 1.35 2.11
15.00 2.58 1.38 1.99
15.30 2.60 1.40 1.86
15.60 2.63 1.42 1.73
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 2.65 1.44 1.60
16.20 2.67 1.46 1.48
16.50 2.69 1.47 1.42
16.80 2.71 1.49 1.38
17.10 2.73 1.51 1.33
17.40 2.75 1.52 1.28
17.70 2.76 1.54 1.24
18.00 2.78 1.55 1.19
18.30 2.80 1.56 1.14
18.60 2.81 1.58 1.10
18.90 2.83 1.59 1.05
19.20 2.84 1.60 1.00
19.50 2.85 1.61 0.96
19.80 2.87 1.62 0.91
20.10 2.88 1.63 0.86
20.40 2.89 1.64 0.84
20.70 2.90 1.65 0.83
21.00 2.91 1.66 0.82
21.30 2.92 1.67 0.81
21.60 2.94 1.68 0.80
21.90 2.95 1.69 0.79
22.20 2.96 1.70 0.78
22.50 2.97 1.71 0.77
22.80 2.98 1.72 0.76
23.10 2.99 1.73 0.75
23.40 3.00 1.74 0.75
23.70 3.01 1.75 0.74
24.00 3.02 1.76 0.73
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 19HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 222S: Post CY (nw)
Runoff = 15.67 cfs @ 11.96 hrs, Volume= 0.712 af, Depth> 1.60"
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
* 5.330 85
5.330 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 222S: Post CY (nw)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)16
14
12
10
8
6
4
2
0
Type II 24-hr
1 yr Rainfall=3.02"
Runoff Area=5.330 ac
Runoff Volume=0.712 af
Runoff Depth>1.60"
Tc=5.0 min
CN=85
15.67 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 20HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 222S: Post CY (nw)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 0.00
5.10 0.20 0.00 0.00
5.40 0.21 0.00 0.00
5.70 0.23 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6.60 0.28 0.00 0.00
6.90 0.29 0.00 0.00
7.20 0.31 0.00 0.00
7.50 0.33 0.00 0.00
7.80 0.35 0.00 0.00
8.10 0.37 0.00 0.00
8.40 0.39 0.00 0.01
8.70 0.42 0.00 0.03
9.00 0.44 0.00 0.04
9.30 0.47 0.01 0.06
9.60 0.50 0.01 0.08
9.90 0.53 0.02 0.10
10.20 0.57 0.02 0.14
10.50 0.62 0.03 0.19
10.80 0.67 0.05 0.27
11.10 0.73 0.07 0.38
11.40 0.82 0.10 0.60
11.70 1.07 0.21 3.00
12.00 2.00 0.80 13.51
12.30 2.15 0.91 1.83
12.60 2.25 0.98 1.08
12.90 2.31 1.03 0.88
13.20 2.37 1.07 0.73
13.50 2.41 1.11 0.63
13.80 2.45 1.14 0.55
14.10 2.49 1.17 0.48
14.40 2.52 1.19 0.45
14.70 2.55 1.22 0.42
15.00 2.58 1.24 0.40
15.30 2.60 1.26 0.37
15.60 2.63 1.28 0.35
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 2.65 1.30 0.32
16.20 2.67 1.32 0.30
16.50 2.69 1.33 0.29
16.80 2.71 1.35 0.28
17.10 2.73 1.36 0.27
17.40 2.75 1.38 0.26
17.70 2.76 1.39 0.25
18.00 2.78 1.41 0.24
18.30 2.80 1.42 0.23
18.60 2.81 1.43 0.22
18.90 2.83 1.44 0.21
19.20 2.84 1.46 0.20
19.50 2.85 1.47 0.19
19.80 2.87 1.48 0.18
20.10 2.88 1.49 0.18
20.40 2.89 1.50 0.17
20.70 2.90 1.51 0.17
21.00 2.91 1.52 0.17
21.30 2.92 1.53 0.17
21.60 2.94 1.53 0.17
21.90 2.95 1.54 0.16
22.20 2.96 1.55 0.16
22.50 2.97 1.56 0.16
22.80 2.98 1.57 0.16
23.10 2.99 1.58 0.16
23.40 3.00 1.59 0.15
23.70 3.01 1.60 0.15
24.00 3.02 1.61 0.15
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 21HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 223S: Post CY (ne)
Runoff = 12.76 cfs @ 11.96 hrs, Volume= 0.592 af, Depth> 1.92"
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
* 3.710 89
3.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 223S: Post CY (ne)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)14
12
10
8
6
4
2
0
Type II 24-hr
1 yr Rainfall=3.02"
Runoff Area=3.710 ac
Runoff Volume=0.592 af
Runoff Depth>1.92"
Tc=5.0 min
CN=89
12.76 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 22HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 223S: Post CY (ne)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 0.00
5.10 0.20 0.00 0.00
5.40 0.21 0.00 0.00
5.70 0.23 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6.60 0.28 0.00 0.01
6.90 0.29 0.00 0.01
7.20 0.31 0.00 0.02
7.50 0.33 0.01 0.03
7.80 0.35 0.01 0.03
8.10 0.37 0.01 0.04
8.40 0.39 0.02 0.05
8.70 0.42 0.02 0.07
9.00 0.44 0.03 0.09
9.30 0.47 0.03 0.10
9.60 0.50 0.04 0.11
9.90 0.53 0.05 0.14
10.20 0.57 0.07 0.18
10.50 0.62 0.08 0.23
10.80 0.67 0.11 0.30
11.10 0.73 0.14 0.40
11.40 0.82 0.18 0.61
11.70 1.07 0.33 2.79
12.00 2.00 1.03 10.85
12.30 2.15 1.16 1.43
12.60 2.25 1.23 0.84
12.90 2.31 1.29 0.68
13.20 2.37 1.34 0.56
13.50 2.41 1.38 0.48
13.80 2.45 1.41 0.42
14.10 2.49 1.44 0.36
14.40 2.52 1.47 0.34
14.70 2.55 1.50 0.32
15.00 2.58 1.52 0.30
15.30 2.60 1.55 0.28
15.60 2.63 1.57 0.26
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 2.65 1.59 0.24
16.20 2.67 1.61 0.23
16.50 2.69 1.62 0.22
16.80 2.71 1.64 0.21
17.10 2.73 1.66 0.21
17.40 2.75 1.67 0.20
17.70 2.76 1.69 0.19
18.00 2.78 1.70 0.18
18.30 2.80 1.72 0.18
18.60 2.81 1.73 0.17
18.90 2.83 1.74 0.16
19.20 2.84 1.76 0.15
19.50 2.85 1.77 0.15
19.80 2.87 1.78 0.14
20.10 2.88 1.79 0.13
20.40 2.89 1.80 0.13
20.70 2.90 1.81 0.13
21.00 2.91 1.82 0.13
21.30 2.92 1.83 0.13
21.60 2.94 1.84 0.12
21.90 2.95 1.85 0.12
22.20 2.96 1.86 0.12
22.50 2.97 1.87 0.12
22.80 2.98 1.88 0.12
23.10 2.99 1.89 0.12
23.40 3.00 1.90 0.12
23.70 3.01 1.91 0.11
24.00 3.02 1.92 0.11
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 23HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 224S: Post CY (se)
Runoff = 3.79 cfs @ 11.97 hrs, Volume= 0.181 af, Depth> 0.68"
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 1 yr Rainfall=3.02"
Area (ac) CN Description
* 3.190 69
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 224S: Post CY (se)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)4
3
2
1
0
Type II 24-hr
1 yr Rainfall=3.02"
Runoff Area=3.190 ac
Runoff Volume=0.181 af
Runoff Depth>0.68"
Tc=5.0 min
CN=69
3.79 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 24HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 224S: Post CY (se)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.50 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.10 0.07 0.00 0.00
2.40 0.08 0.00 0.00
2.70 0.09 0.00 0.00
3.00 0.10 0.00 0.00
3.30 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.90 0.14 0.00 0.00
4.20 0.15 0.00 0.00
4.50 0.17 0.00 0.00
4.80 0.18 0.00 0.00
5.10 0.20 0.00 0.00
5.40 0.21 0.00 0.00
5.70 0.23 0.00 0.00
6.00 0.24 0.00 0.00
6.30 0.26 0.00 0.00
6.60 0.28 0.00 0.00
6.90 0.29 0.00 0.00
7.20 0.31 0.00 0.00
7.50 0.33 0.00 0.00
7.80 0.35 0.00 0.00
8.10 0.37 0.00 0.00
8.40 0.39 0.00 0.00
8.70 0.42 0.00 0.00
9.00 0.44 0.00 0.00
9.30 0.47 0.00 0.00
9.60 0.50 0.00 0.00
9.90 0.53 0.00 0.00
10.20 0.57 0.00 0.00
10.50 0.62 0.00 0.00
10.80 0.67 0.00 0.00
11.10 0.73 0.00 0.00
11.40 0.82 0.00 0.00
11.70 1.07 0.01 0.12
12.00 2.00 0.22 3.49
12.30 2.15 0.27 0.56
12.60 2.25 0.31 0.34
12.90 2.31 0.34 0.29
13.20 2.37 0.36 0.24
13.50 2.41 0.38 0.21
13.80 2.45 0.40 0.18
14.10 2.49 0.42 0.16
14.40 2.52 0.43 0.15
14.70 2.55 0.44 0.15
15.00 2.58 0.46 0.14
15.30 2.60 0.47 0.13
15.60 2.63 0.48 0.12
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 2.65 0.49 0.11
16.20 2.67 0.50 0.11
16.50 2.69 0.51 0.10
16.80 2.71 0.52 0.10
17.10 2.73 0.53 0.10
17.40 2.75 0.54 0.10
17.70 2.76 0.55 0.09
18.00 2.78 0.56 0.09
18.30 2.80 0.56 0.09
18.60 2.81 0.57 0.08
18.90 2.83 0.58 0.08
19.20 2.84 0.59 0.08
19.50 2.85 0.59 0.07
19.80 2.87 0.60 0.07
20.10 2.88 0.61 0.07
20.40 2.89 0.61 0.06
20.70 2.90 0.62 0.06
21.00 2.91 0.62 0.06
21.30 2.92 0.63 0.06
21.60 2.94 0.64 0.06
21.90 2.95 0.64 0.06
22.20 2.96 0.65 0.06
22.50 2.97 0.65 0.06
22.80 2.98 0.66 0.06
23.10 2.99 0.66 0.06
23.40 3.00 0.67 0.06
23.70 3.01 0.68 0.06
24.00 3.02 0.68 0.06
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 25HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 221P: 221
Inflow Area = 24.590 ac, 0.00% Impervious, Inflow Depth > 1.75" for 1 yr event
Inflow = 57.39 cfs @ 12.06 hrs, Volume= 3.587 af
Outflow = 1.07 cfs @ 18.75 hrs, Volume= 0.476 af, Atten= 98%, Lag= 401.5 min
Primary = 1.07 cfs @ 18.75 hrs, Volume= 0.476 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.54' @ 18.75 hrs Surf.Area= 61,293 sf Storage= 136,153 cf
Plug-Flow detention time= 567.2 min calculated for 0.475 af (13% of inflow)
Center-of-Mass det. time= 410.7 min ( 1,234.4 - 823.6 )
Volume Invert Avail.Storage Storage Description
#1 91.00' 196,497 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
91.00 29,222 0 0
91.50 51,128 20,088 20,088
92.00 54,024 26,288 46,376
92.50 56,935 27,740 74,115
93.00 59,864 29,200 103,315
94.00 62,500 61,182 164,497
94.50 65,500 32,000 196,497
Device Routing Invert Outlet Devices
#1 Primary 93.50'50.0' 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=1.01 cfs @ 18.75 hrs HW=93.54' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 1.01 cfs @ 0.48 fps)
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 26HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 221P: 221
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)60
50
40
30
20
10
0
Inflow Area=24.590 ac
Peak Elev=93.54'
Storage=136,153 cf
57.39 cfs
1.07 cfs
Pond 221P: 221
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 27HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 221P: 221
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
150,000100,00050,0000
Surface/Horizontal/Wetted Area (sq-ft)
60,00050,00040,00030,00020,00010,0000
Elevation (feet)94
93
92
91 Custom Stage Data
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 28HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 221P: 221
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 91.00 0.00
0.60 0.00 0 91.00 0.00
1.20 0.00 0 91.00 0.00
1.80 0.00 0 91.00 0.00
2.40 0.00 0 91.00 0.00
3.00 0.00 0 91.00 0.00
3.60 0.00 0 91.00 0.00
4.20 0.00 0 91.00 0.00
4.80 0.00 0 91.00 0.00
5.40 0.00 0 91.00 0.00
6.00 0.00 0 91.00 0.00
6.60 0.00 0 91.00 0.00
7.20 0.00 1 91.00 0.00
7.80 0.07 80 91.00 0.00
8.40 0.17 334 91.01 0.00
9.00 0.33 864 91.03 0.00
9.60 0.49 1,769 91.06 0.00
10.20 0.79 3,108 91.10 0.00
10.80 1.37 5,371 91.16 0.00
11.40 2.79 9,566 91.27 0.00
12.00 49.89 38,002 91.84 0.00
12.60 7.15 93,542 92.84 0.00
13.20 3.85 104,264 93.02 0.00
13.80 2.83 111,385 93.13 0.00
14.40 2.24 116,753 93.22 0.00
15.00 1.99 121,316 93.30 0.00
15.60 1.73 125,331 93.36 0.00
16.20 1.48 128,791 93.42 0.00
16.80 1.38 131,864 93.47 0.00
17.40 1.28 134,607 93.52 0.28
18.00 1.19 135,876 93.54 0.92
18.60 1.10 136,147 93.54 1.07
19.20 1.00 136,111 93.54 1.05
19.80 0.91 135,980 93.54 0.98
20.40 0.84 135,828 93.54 0.90
21.00 0.82 135,741 93.54 0.85
21.60 0.80 135,691 93.53 0.82
22.20 0.78 135,653 93.53 0.80
22.80 0.76 135,618 93.53 0.78
23.40 0.75 135,584 93.53 0.76
24.00 0.73 135,550 93.53 0.74
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 29HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 221P: 221
Elevation
(feet)
Primary
(cfs)
91.00 0.00
91.02 0.00
91.04 0.00
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.00
92.04 0.00
Elevation
(feet)
Primary
(cfs)
92.06 0.00
92.08 0.00
92.10 0.00
92.12 0.00
92.14 0.00
92.16 0.00
92.18 0.00
92.20 0.00
92.22 0.00
92.24 0.00
92.26 0.00
92.28 0.00
92.30 0.00
92.32 0.00
92.34 0.00
92.36 0.00
92.38 0.00
92.40 0.00
92.42 0.00
92.44 0.00
92.46 0.00
92.48 0.00
92.50 0.00
92.52 0.00
92.54 0.00
92.56 0.00
92.58 0.00
92.60 0.00
92.62 0.00
92.64 0.00
92.66 0.00
92.68 0.00
92.70 0.00
92.72 0.00
92.74 0.00
92.76 0.00
92.78 0.00
92.80 0.00
92.82 0.00
92.84 0.00
92.86 0.00
92.88 0.00
92.90 0.00
92.92 0.00
92.94 0.00
92.96 0.00
92.98 0.00
93.00 0.00
93.02 0.00
93.04 0.00
93.06 0.00
93.08 0.00
93.10 0.00
Elevation
(feet)
Primary
(cfs)
93.12 0.00
93.14 0.00
93.16 0.00
93.18 0.00
93.20 0.00
93.22 0.00
93.24 0.00
93.26 0.00
93.28 0.00
93.30 0.00
93.32 0.00
93.34 0.00
93.36 0.00
93.38 0.00
93.40 0.00
93.42 0.00
93.44 0.00
93.46 0.00
93.48 0.00
93.50 0.00
93.52 0.33
93.54 0.94
93.56 1.72
93.58 2.65
93.60 3.70
93.62 4.86
93.64 6.13
93.66 7.49
93.68 8.94
93.70 10.46
93.72 12.16
93.74 13.94
93.76 15.83
93.78 17.81
93.80 19.88
93.82 22.05
93.84 24.31
93.86 26.65
93.88 29.09
93.90 31.62
93.92 34.30
93.94 37.07
93.96 39.93
93.98 42.90
94.00 45.96
94.02 49.12
94.04 52.38
94.06 55.74
94.08 59.19
94.10 62.74
94.12 65.86
94.14 69.02
94.16 72.22
Elevation
(feet)
Primary
(cfs)
94.18 75.48
94.20 78.77
94.22 82.11
94.24 85.49
94.26 88.91
94.28 92.38
94.30 95.88
94.32 99.50
94.34 103.16
94.36 106.87
94.38 110.62
94.40 114.41
94.42 118.25
94.44 122.12
94.46 126.04
94.48 130.00
94.50 134.00
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 30HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 221P: 221
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
91.00 29,222 0
91.05 31,413 1,516
91.10 33,603 3,141
91.15 35,794 4,876
91.20 37,984 6,721
91.25 40,175 8,675
91.30 42,366 10,738
91.35 44,556 12,911
91.40 46,747 15,194
91.45 48,937 17,586
91.50 51,128 20,088
91.55 51,418 22,651
91.60 51,707 25,229
91.65 51,997 27,822
91.70 52,286 30,429
91.75 52,576 33,051
91.80 52,866 35,687
91.85 53,155 38,337
91.90 53,445 41,002
91.95 53,734 43,682
92.00 54,024 46,376
92.05 54,315 49,084
92.10 54,606 51,807
92.15 54,897 54,545
92.20 55,188 57,297
92.25 55,480 60,063
92.30 55,771 62,845
92.35 56,062 65,640
92.40 56,353 68,451
92.45 56,644 71,276
92.50 56,935 74,115
92.55 57,228 76,969
92.60 57,521 79,838
92.65 57,814 82,721
92.70 58,107 85,619
92.75 58,400 88,532
92.80 58,692 91,459
92.85 58,985 94,401
92.90 59,278 97,358
92.95 59,571 100,329
93.00 59,864 103,315
93.05 59,996 106,311
93.10 60,128 109,315
93.15 60,259 112,324
93.20 60,391 115,341
93.25 60,523 118,363
93.30 60,655 121,393
93.35 60,787 124,429
93.40 60,918 127,471
93.45 61,050 130,521
93.50 61,182 133,577
93.55 61,314 136,639
93.60 61,446 139,708
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.65 61,577 142,783
93.70 61,709 145,866
93.75 61,841 148,954
93.80 61,973 152,050
93.85 62,105 155,152
93.90 62,236 158,260
93.95 62,368 161,375
94.00 62,500 164,497
94.05 62,800 167,629
94.10 63,100 170,777
94.15 63,400 173,940
94.20 63,700 177,117
94.25 64,000 180,310
94.30 64,300 183,517
94.35 64,600 186,739
94.40 64,900 189,977
94.45 65,200 193,230
94.50 65,500 196,497
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 31HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 222P: SF
Inflow Area = 5.330 ac, 0.00% Impervious, Inflow Depth > 1.60" for 1 yr event
Inflow = 15.67 cfs @ 11.96 hrs, Volume= 0.712 af
Outflow = 0.21 cfs @ 19.10 hrs, Volume= 0.086 af, Atten= 99%, Lag= 428.4 min
Primary = 0.21 cfs @ 19.10 hrs, Volume= 0.086 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 92.01' @ 19.10 hrs Surf.Area= 27,354 sf Storage= 27,347 cf
Plug-Flow detention time= 584.9 min calculated for 0.086 af (12% of inflow)
Center-of-Mass det. time= 431.0 min ( 1,255.0 - 824.0 )
Volume Invert Avail.Storage Storage Description
#1 90.50' 55,826 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.50 4,842 0 0
91.00 18,475 5,829 5,829
91.50 19,525 9,500 15,329
92.00 27,321 11,712 27,041
93.00 30,250 28,786 55,826
Device Routing Invert Outlet Devices
#1 Primary 92.00'50.0' 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=0.14 cfs @ 19.10 hrs HW=92.01' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 0.14 cfs @ 0.25 fps)
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 32HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)16
14
12
10
8
6
4
2
0
Inflow Area=5.330 ac
Peak Elev=92.01'
Storage=27,347 cf
15.67 cfs
0.21 cfs
Pond 222P: SF
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 33HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
40,00020,0000
Surface/Horizontal/Wetted Area (sq-ft)
30,00025,00020,00015,00010,0005,0000
Elevation (feet)93
92
91
Custom Stage Data
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 34HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 222P: SF
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.50 0.00
0.60 0.00 0 90.50 0.00
1.20 0.00 0 90.50 0.00
1.80 0.00 0 90.50 0.00
2.40 0.00 0 90.50 0.00
3.00 0.00 0 90.50 0.00
3.60 0.00 0 90.50 0.00
4.20 0.00 0 90.50 0.00
4.80 0.00 0 90.50 0.00
5.40 0.00 0 90.50 0.00
6.00 0.00 0 90.50 0.00
6.60 0.00 0 90.50 0.00
7.20 0.00 0 90.50 0.00
7.80 0.00 0 90.50 0.00
8.40 0.01 11 90.50 0.00
9.00 0.04 73 90.51 0.00
9.60 0.08 204 90.54 0.00
10.20 0.14 429 90.57 0.00
10.80 0.27 850 90.63 0.00
11.40 0.60 1,716 90.72 0.00
12.00 13.51 12,662 91.36 0.00
12.60 1.08 18,650 91.66 0.00
13.20 0.73 20,563 91.74 0.00
13.80 0.55 21,926 91.80 0.00
14.40 0.45 22,976 91.84 0.00
15.00 0.40 23,892 91.88 0.00
15.60 0.35 24,696 91.91 0.00
16.20 0.30 25,386 91.94 0.00
16.80 0.28 26,013 91.96 0.00
17.40 0.26 26,599 91.98 0.00
18.00 0.24 27,131 92.00 0.06
18.60 0.22 27,324 92.01 0.19
19.20 0.20 27,347 92.01 0.21
19.80 0.18 27,330 92.01 0.20
20.40 0.17 27,307 92.01 0.18
21.00 0.17 27,297 92.01 0.17
21.60 0.17 27,290 92.01 0.17
22.20 0.16 27,284 92.01 0.16
22.80 0.16 27,279 92.01 0.16
23.40 0.15 27,273 92.01 0.16
24.00 0.15 27,268 92.01 0.15
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 35HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 222P: SF
Elevation
(feet)
Primary
(cfs)
90.50 0.00
90.52 0.00
90.54 0.00
90.56 0.00
90.58 0.00
90.60 0.00
90.62 0.00
90.64 0.00
90.66 0.00
90.68 0.00
90.70 0.00
90.72 0.00
90.74 0.00
90.76 0.00
90.78 0.00
90.80 0.00
90.82 0.00
90.84 0.00
90.86 0.00
90.88 0.00
90.90 0.00
90.92 0.00
90.94 0.00
90.96 0.00
90.98 0.00
91.00 0.00
91.02 0.00
91.04 0.00
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
Elevation
(feet)
Primary
(cfs)
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.33
92.04 0.94
92.06 1.72
92.08 2.65
92.10 3.70
92.12 4.86
92.14 6.13
92.16 7.49
92.18 8.94
92.20 10.46
92.22 12.16
92.24 13.94
92.26 15.83
92.28 17.81
92.30 19.88
92.32 22.05
92.34 24.31
92.36 26.65
92.38 29.09
92.40 31.62
92.42 34.30
92.44 37.07
92.46 39.93
92.48 42.90
92.50 45.96
92.52 49.12
92.54 52.38
92.56 55.74
92.58 59.19
92.60 62.74
Elevation
(feet)
Primary
(cfs)
92.62 65.86
92.64 69.02
92.66 72.22
92.68 75.48
92.70 78.77
92.72 82.11
92.74 85.49
92.76 88.91
92.78 92.38
92.80 95.88
92.82 99.50
92.84 103.16
92.86 106.87
92.88 110.62
92.90 114.41
92.92 118.25
92.94 122.12
92.96 126.04
92.98 130.00
93.00 134.00
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 36HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 222P: SF
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.50 4,842 0
90.55 6,205 276
90.60 7,569 621
90.65 8,932 1,033
90.70 10,295 1,514
90.75 11,659 2,063
90.80 13,022 2,680
90.85 14,385 3,365
90.90 15,748 4,118
90.95 17,112 4,940
91.00 18,475 5,829
91.05 18,580 6,756
91.10 18,685 7,687
91.15 18,790 8,624
91.20 18,895 9,566
91.25 19,000 10,514
91.30 19,105 11,466
91.35 19,210 12,424
91.40 19,315 13,387
91.45 19,420 14,356
91.50 19,525 15,329
91.55 20,305 16,325
91.60 21,084 17,360
91.65 21,864 18,433
91.70 22,643 19,546
91.75 23,423 20,698
91.80 24,203 21,888
91.85 24,982 23,118
91.90 25,762 24,387
91.95 26,541 25,694
92.00 27,321 27,041
92.05 27,467 28,410
92.10 27,614 29,787
92.15 27,760 31,172
92.20 27,907 32,564
92.25 28,053 33,963
92.30 28,200 35,369
92.35 28,346 36,783
92.40 28,493 38,203
92.45 28,639 39,632
92.50 28,786 41,067
92.55 28,932 42,510
92.60 29,078 43,961
92.65 29,225 45,418
92.70 29,371 46,883
92.75 29,518 48,355
92.80 29,664 49,835
92.85 29,811 51,322
92.90 29,957 52,816
92.95 30,104 54,317
93.00 30,250 55,826
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 37HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 223P: 223
Inflow Area = 3.710 ac, 0.00% Impervious, Inflow Depth > 1.92" for 1 yr event
Inflow = 12.76 cfs @ 11.96 hrs, Volume= 0.592 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= 93.64' @ 24.00 hrs Surf.Area= 12,149 sf Storage= 25,797 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 90.50' 44,430 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.50 5,898 0 0
92.00 7,314 9,909 9,909
92.50 8,772 4,022 13,931
93.00 10,247 4,755 18,685
93.50 11,740 5,497 24,182
94.00 13,251 6,248 30,430
95.00 14,750 14,001 44,430
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=90.50' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 38HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 223P: 223
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)14
12
10
8
6
4
2
0
Inflow Area=3.710 ac
Peak Elev=93.64'
Storage=25,797 cf
12.76 cfs
0.00 cfs
Pond 223P: 223
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)95
94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 39HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 223P: 223
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
40,00030,00020,00010,0000
Surface/Horizontal/Wetted Area (sq-ft)
14,00012,00010,0008,0006,0004,0002,0000
Elevation (feet)95
94
93
92
91 Custom Stage Data
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 40HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 223P: 223
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.50 0.00
0.60 0.00 0 90.50 0.00
1.20 0.00 0 90.50 0.00
1.80 0.00 0 90.50 0.00
2.40 0.00 0 90.50 0.00
3.00 0.00 0 90.50 0.00
3.60 0.00 0 90.50 0.00
4.20 0.00 0 90.50 0.00
4.80 0.00 0 90.50 0.00
5.40 0.00 0 90.50 0.00
6.00 0.00 0 90.50 0.00
6.60 0.01 6 90.50 0.00
7.20 0.02 37 90.51 0.00
7.80 0.03 95 90.52 0.00
8.40 0.05 187 90.53 0.00
9.00 0.09 339 90.56 0.00
9.60 0.11 555 90.59 0.00
10.20 0.18 861 90.64 0.00
10.80 0.30 1,358 90.73 0.00
11.40 0.61 2,268 90.87 0.00
12.00 10.85 11,669 92.23 0.00
12.60 0.84 16,396 92.77 0.00
13.20 0.56 17,875 92.92 0.00
13.80 0.42 18,922 93.02 0.00
14.40 0.34 19,725 93.10 0.00
15.00 0.30 20,424 93.17 0.00
15.60 0.26 21,035 93.22 0.00
16.20 0.23 21,560 93.27 0.00
16.80 0.21 22,034 93.31 0.00
17.40 0.20 22,478 93.35 0.00
18.00 0.18 22,890 93.39 0.00
18.60 0.17 23,270 93.42 0.00
19.20 0.15 23,618 93.45 0.00
19.80 0.14 23,934 93.48 0.00
20.40 0.13 24,222 93.50 0.00
21.00 0.13 24,500 93.53 0.00
21.60 0.12 24,772 93.55 0.00
22.20 0.12 25,038 93.57 0.00
22.80 0.12 25,298 93.59 0.00
23.40 0.12 25,551 93.61 0.00
24.00 0.11 25,798 93.64 0.00
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 41HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 223P: 223
Elevation
(feet)
Primary
(cfs)
90.50 0.00
90.55 0.00
90.60 0.00
90.65 0.00
90.70 0.00
90.75 0.00
90.80 0.00
90.85 0.00
90.90 0.00
90.95 0.00
91.00 0.00
91.05 0.00
91.10 0.00
91.15 0.00
91.20 0.00
91.25 0.00
91.30 0.00
91.35 0.00
91.40 0.00
91.45 0.00
91.50 0.00
91.55 0.00
91.60 0.00
91.65 0.00
91.70 0.00
91.75 0.00
91.80 0.00
91.85 0.00
91.90 0.00
91.95 0.00
92.00 0.00
92.05 0.00
92.10 0.00
92.15 0.00
92.20 0.00
92.25 0.00
92.30 0.00
92.35 0.00
92.40 0.00
92.45 0.00
92.50 0.00
92.55 0.00
92.60 0.00
92.65 0.00
92.70 0.00
92.75 0.00
92.80 0.00
92.85 0.00
92.90 0.00
92.95 0.00
93.00 0.00
93.05 0.00
93.10 0.00
Elevation
(feet)
Primary
(cfs)
93.15 0.00
93.20 0.00
93.25 0.00
93.30 0.00
93.35 0.00
93.40 0.00
93.45 0.00
93.50 0.00
93.55 0.00
93.60 0.00
93.65 0.00
93.70 0.00
93.75 0.00
93.80 0.00
93.85 0.00
93.90 0.00
93.95 0.00
94.00 0.00
94.05 1.31
94.10 3.70
94.15 6.80
94.20 10.46
94.25 14.88
94.30 19.88
94.35 25.47
94.40 31.62
94.45 38.49
94.50 45.96
94.55 54.05
94.60 62.74
94.65 70.62
94.70 78.77
94.75 87.20
94.80 95.88
94.85 105.01
94.90 114.41
94.95 124.08
95.00 134.00
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 42HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 223P: 223
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.50 5,898 0
90.55 5,945 296
90.60 5,992 595
90.65 6,040 895
90.70 6,087 1,198
90.75 6,134 1,504
90.80 6,181 1,812
90.85 6,228 2,122
90.90 6,276 2,435
90.95 6,323 2,750
91.00 6,370 3,067
91.05 6,417 3,387
91.10 6,464 3,709
91.15 6,512 4,033
91.20 6,559 4,360
91.25 6,606 4,689
91.30 6,653 5,020
91.35 6,700 5,354
91.40 6,748 5,691
91.45 6,795 6,029
91.50 6,842 6,370
91.55 6,889 6,713
91.60 6,936 7,059
91.65 6,984 7,407
91.70 7,031 7,757
91.75 7,078 8,110
91.80 7,125 8,465
91.85 7,172 8,823
91.90 7,220 9,182
91.95 7,267 9,544
92.00 7,314 9,909
92.05 7,460 10,278
92.10 7,606 10,655
92.15 7,751 11,039
92.20 7,897 11,430
92.25 8,043 11,829
92.30 8,189 12,234
92.35 8,335 12,648
92.40 8,480 13,068
92.45 8,626 13,496
92.50 8,772 13,931
92.55 8,919 14,373
92.60 9,067 14,822
92.65 9,215 15,279
92.70 9,362 15,744
92.75 9,510 16,216
92.80 9,657 16,695
92.85 9,804 17,181
92.90 9,952 17,675
92.95 10,100 18,177
93.00 10,247 18,685
93.05 10,396 19,201
93.10 10,546 19,725
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.15 10,695 20,256
93.20 10,844 20,794
93.25 10,994 21,340
93.30 11,143 21,894
93.35 11,292 22,455
93.40 11,441 23,023
93.45 11,591 23,599
93.50 11,740 24,182
93.55 11,891 24,773
93.60 12,042 25,371
93.65 12,193 25,977
93.70 12,344 26,590
93.75 12,496 27,211
93.80 12,647 27,840
93.85 12,798 28,476
93.90 12,949 29,120
93.95 13,100 29,771
94.00 13,251 30,430
94.05 13,326 31,094
94.10 13,401 31,762
94.15 13,476 32,434
94.20 13,551 33,110
94.25 13,626 33,789
94.30 13,701 34,473
94.35 13,776 35,159
94.40 13,851 35,850
94.45 13,926 36,544
94.50 14,001 37,243
94.55 14,075 37,945
94.60 14,150 38,650
94.65 14,225 39,360
94.70 14,300 40,073
94.75 14,375 40,790
94.80 14,450 41,510
94.85 14,525 42,235
94.90 14,600 42,963
94.95 14,675 43,695
95.00 14,750 44,430
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 43HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 224P: 224
Inflow Area = 3.190 ac, 0.00% Impervious, Inflow Depth > 0.68" for 1 yr event
Inflow = 3.79 cfs @ 11.97 hrs, Volume= 0.181 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= 91.21' @ 24.00 hrs Surf.Area= 7,658 sf Storage= 7,863 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 90.00' 24,373 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.00 5,642 0 0
90.50 6,177 2,955 2,955
91.00 7,286 3,366 6,321
91.50 8,188 3,869 10,189
92.00 9,216 4,351 14,540
93.00 10,450 9,833 24,373
Device Routing Invert Outlet Devices
#1 Primary 92.00'50.0' 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=90.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 44HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 224P: 224
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)4
3
2
1
0
Inflow Area=3.190 ac
Peak Elev=91.21'
Storage=7,863 cf
3.79 cfs
0.00 cfs
Pond 224P: 224
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)93
92
91
90
Broad-Crested Rectangular Weir
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 45HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 224P: 224
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
20,00015,00010,0005,0000
Surface/Horizontal/Wetted Area (sq-ft)
10,0008,0006,0004,0002,0000
Elevation (feet)93
92
91
90 Custom Stage Data
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 46HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 224P: 224
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.00 0.00
0.60 0.00 0 90.00 0.00
1.20 0.00 0 90.00 0.00
1.80 0.00 0 90.00 0.00
2.40 0.00 0 90.00 0.00
3.00 0.00 0 90.00 0.00
3.60 0.00 0 90.00 0.00
4.20 0.00 0 90.00 0.00
4.80 0.00 0 90.00 0.00
5.40 0.00 0 90.00 0.00
6.00 0.00 0 90.00 0.00
6.60 0.00 0 90.00 0.00
7.20 0.00 0 90.00 0.00
7.80 0.00 0 90.00 0.00
8.40 0.00 0 90.00 0.00
9.00 0.00 0 90.00 0.00
9.60 0.00 0 90.00 0.00
10.20 0.00 0 90.00 0.00
10.80 0.00 0 90.00 0.00
11.40 0.00 0 90.00 0.00
12.00 3.49 1,783 90.31 0.00
12.60 0.34 3,503 90.59 0.00
13.20 0.24 4,121 90.68 0.00
13.80 0.18 4,575 90.75 0.00
14.40 0.15 4,933 90.80 0.00
15.00 0.14 5,251 90.85 0.00
15.60 0.12 5,533 90.89 0.00
16.20 0.11 5,779 90.92 0.00
16.80 0.10 6,003 90.96 0.00
17.40 0.10 6,216 90.99 0.00
18.00 0.09 6,414 91.01 0.00
18.60 0.08 6,599 91.04 0.00
19.20 0.08 6,770 91.06 0.00
19.80 0.07 6,926 91.08 0.00
20.40 0.06 7,068 91.10 0.00
21.00 0.06 7,207 91.12 0.00
21.60 0.06 7,343 91.14 0.00
22.20 0.06 7,477 91.16 0.00
22.80 0.06 7,608 91.17 0.00
23.40 0.06 7,737 91.19 0.00
24.00 0.06 7,863 91.21 0.00
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 47HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 224P: 224
Elevation
(feet)
Primary
(cfs)
90.00 0.00
90.02 0.00
90.04 0.00
90.06 0.00
90.08 0.00
90.10 0.00
90.12 0.00
90.14 0.00
90.16 0.00
90.18 0.00
90.20 0.00
90.22 0.00
90.24 0.00
90.26 0.00
90.28 0.00
90.30 0.00
90.32 0.00
90.34 0.00
90.36 0.00
90.38 0.00
90.40 0.00
90.42 0.00
90.44 0.00
90.46 0.00
90.48 0.00
90.50 0.00
90.52 0.00
90.54 0.00
90.56 0.00
90.58 0.00
90.60 0.00
90.62 0.00
90.64 0.00
90.66 0.00
90.68 0.00
90.70 0.00
90.72 0.00
90.74 0.00
90.76 0.00
90.78 0.00
90.80 0.00
90.82 0.00
90.84 0.00
90.86 0.00
90.88 0.00
90.90 0.00
90.92 0.00
90.94 0.00
90.96 0.00
90.98 0.00
91.00 0.00
91.02 0.00
91.04 0.00
Elevation
(feet)
Primary
(cfs)
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.33
92.04 0.94
92.06 1.72
92.08 2.65
92.10 3.70
Elevation
(feet)
Primary
(cfs)
92.12 4.86
92.14 6.13
92.16 7.49
92.18 8.94
92.20 10.46
92.22 12.16
92.24 13.94
92.26 15.83
92.28 17.81
92.30 19.88
92.32 22.05
92.34 24.31
92.36 26.65
92.38 29.09
92.40 31.62
92.42 34.30
92.44 37.07
92.46 39.93
92.48 42.90
92.50 45.96
92.52 49.12
92.54 52.38
92.56 55.74
92.58 59.19
92.60 62.74
92.62 65.86
92.64 69.02
92.66 72.22
92.68 75.48
92.70 78.77
92.72 82.11
92.74 85.49
92.76 88.91
92.78 92.38
92.80 95.88
92.82 99.50
92.84 103.16
92.86 106.87
92.88 110.62
92.90 114.41
92.92 118.25
92.94 122.12
92.96 126.04
92.98 130.00
93.00 134.00
Type II 24-hr 1 yr Rainfall=3.02"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 48HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 224P: 224
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.00 5,642 0
90.05 5,695 283
90.10 5,749 570
90.15 5,803 858
90.20 5,856 1,150
90.25 5,910 1,444
90.30 5,963 1,741
90.35 6,016 2,040
90.40 6,070 2,342
90.45 6,124 2,647
90.50 6,177 2,955
90.55 6,288 3,266
90.60 6,399 3,584
90.65 6,510 3,906
90.70 6,621 4,235
90.75 6,732 4,568
90.80 6,842 4,908
90.85 6,953 5,253
90.90 7,064 5,603
90.95 7,175 5,959
91.00 7,286 6,321
91.05 7,376 6,687
91.10 7,466 7,058
91.15 7,557 7,434
91.20 7,647 7,814
91.25 7,737 8,198
91.30 7,827 8,587
91.35 7,917 8,981
91.40 8,008 9,379
91.45 8,098 9,782
91.50 8,188 10,189
91.55 8,291 10,601
91.60 8,394 11,018
91.65 8,496 11,440
91.70 8,599 11,868
91.75 8,702 12,300
91.80 8,805 12,738
91.85 8,908 13,181
91.90 9,010 13,629
91.95 9,113 14,082
92.00 9,216 14,540
92.05 9,278 15,002
92.10 9,339 15,468
92.15 9,401 15,936
92.20 9,463 16,408
92.25 9,525 16,883
92.30 9,586 17,360
92.35 9,648 17,841
92.40 9,710 18,325
92.45 9,771 18,812
92.50 9,833 19,302
92.55 9,895 19,795
92.60 9,956 20,292
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
92.65 10,018 20,791
92.70 10,080 21,294
92.75 10,142 21,799
92.80 10,203 22,308
92.85 10,265 22,819
92.90 10,327 23,334
92.95 10,388 23,852
93.00 10,450 24,373
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 49HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=24.590 ac 0.00% Impervious Runoff Depth>1.40"Subcatchment 121S: Pre Dev't
Flow Length=1,245' Tc=27.6 min CN=75 Runoff=30.78 cfs 2.877 af
Runoff Area=5.330 ac 0.00% Impervious Runoff Depth>1.28"Subcatchment 122S: Pre Dev't
Tc=10.0 min CN=73 Runoff=10.40 cfs 0.571 af
Runoff Area=3.710 ac 0.00% Impervious Runoff Depth>1.28"Subcatchment 123S: Pre Dev't
Tc=30.0 min CN=73 Runoff=3.92 cfs 0.394 af
Runoff Area=3.190 ac 0.00% Impervious Runoff Depth>1.28"Subcatchment 124S: Pre Dev't
Tc=10.0 min CN=73 Runoff=6.22 cfs 0.341 af
Runoff Area=24.590 ac 0.00% Impervious Runoff Depth>2.32"Subcatchment 221S: Post CY (s)
Flow Length=979' Tc=14.1 min CN=87 Runoff=75.53 cfs 4.753 af
Runoff Area=5.330 ac 0.00% Impervious Runoff Depth>2.15"Subcatchment 222S: Post CY (nw)
Tc=5.0 min CN=85 Runoff=20.84 cfs 0.957 af
Runoff Area=3.710 ac 0.00% Impervious Runoff Depth>2.50"Subcatchment 223S: Post CY (ne)
Tc=5.0 min CN=89 Runoff=16.43 cfs 0.774 af
Runoff Area=3.190 ac 0.00% Impervious Runoff Depth>1.05"Subcatchment 224S: Post CY (se)
Tc=5.0 min CN=69 Runoff=6.08 cfs 0.279 af
Peak Elev=93.60' Storage=139,996 cf Inflow=75.53 cfs 4.753 afPond 221P: 221
Outflow=4.00 cfs 1.633 af
Peak Elev=92.04' Storage=28,003 cf Inflow=20.84 cfs 0.957 afPond 222P: SF
Outflow=0.81 cfs 0.329 af
Peak Elev=94.01' Storage=30,596 cf Inflow=16.43 cfs 0.774 afPond 223P: 223
Outflow=0.20 cfs 0.072 af
Peak Elev=91.73' Storage=12,150 cf Inflow=6.08 cfs 0.279 afPond 224P: 224
Outflow=0.00 cfs 0.000 af
Total Runoff Area = 73.640 ac Runoff Volume = 10.946 af Average Runoff Depth = 1.78"
100.00% Pervious = 73.640 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 50HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 121S: Pre Dev't
Runoff = 30.78 cfs @ 12.23 hrs, Volume= 2.877 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
* 24.590 75
24.590 100.00% 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
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 51HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Subcatchment 121S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)30
25
20
15
10
5
0
Type II 24-hr
2 yr Rainfall=3.66"
Runoff Area=24.590 ac
Runoff Volume=2.877 af
Runoff Depth>1.40"
Flow Length=1,245'
Tc=27.6 min
CN=75
30.78 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 52HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 121S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.05 0.00 0.00
1.50 0.06 0.00 0.00
1.80 0.07 0.00 0.00
2.10 0.08 0.00 0.00
2.40 0.10 0.00 0.00
2.70 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.30 0.14 0.00 0.00
3.60 0.16 0.00 0.00
3.90 0.17 0.00 0.00
4.20 0.19 0.00 0.00
4.50 0.20 0.00 0.00
4.80 0.22 0.00 0.00
5.10 0.24 0.00 0.00
5.40 0.25 0.00 0.00
5.70 0.27 0.00 0.00
6.00 0.29 0.00 0.00
6.30 0.31 0.00 0.00
6.60 0.33 0.00 0.00
6.90 0.36 0.00 0.00
7.20 0.38 0.00 0.00
7.50 0.40 0.00 0.00
7.80 0.42 0.00 0.00
8.10 0.45 0.00 0.00
8.40 0.47 0.00 0.00
8.70 0.50 0.00 0.00
9.00 0.54 0.00 0.00
9.30 0.57 0.00 0.00
9.60 0.61 0.00 0.00
9.90 0.65 0.00 0.00
10.20 0.69 0.00 0.00
10.50 0.75 0.00 0.04
10.80 0.81 0.01 0.16
11.10 0.89 0.01 0.38
11.40 0.99 0.03 0.74
11.70 1.30 0.10 1.60
12.00 2.43 0.61 13.08
12.30 2.61 0.72 28.87
12.60 2.72 0.78 12.65
12.90 2.80 0.83 6.56
13.20 2.87 0.88 4.45
13.50 2.92 0.91 3.48
13.80 2.97 0.94 2.96
14.10 3.01 0.97 2.57
14.40 3.05 1.00 2.28
14.70 3.09 1.02 2.11
15.00 3.12 1.04 1.99
15.30 3.16 1.06 1.87
15.60 3.19 1.08 1.75
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 3.21 1.10 1.63
16.20 3.24 1.12 1.51
16.50 3.26 1.14 1.42
16.80 3.29 1.15 1.37
17.10 3.31 1.17 1.33
17.40 3.33 1.18 1.28
17.70 3.35 1.20 1.24
18.00 3.37 1.21 1.20
18.30 3.39 1.22 1.15
18.60 3.41 1.24 1.11
18.90 3.43 1.25 1.07
19.20 3.44 1.26 1.02
19.50 3.46 1.27 0.97
19.80 3.47 1.28 0.93
20.10 3.49 1.29 0.88
20.40 3.50 1.30 0.85
20.70 3.52 1.31 0.83
21.00 3.53 1.32 0.82
21.30 3.54 1.33 0.81
21.60 3.56 1.34 0.80
21.90 3.57 1.35 0.79
22.20 3.58 1.36 0.78
22.50 3.60 1.37 0.78
22.80 3.61 1.38 0.77
23.10 3.62 1.39 0.76
23.40 3.64 1.40 0.75
23.70 3.65 1.41 0.74
24.00 3.66 1.42 0.73
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 53HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 122S: Pre Dev't
Runoff = 10.40 cfs @ 12.02 hrs, Volume= 0.571 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
* 5.330 73
5.330 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct
Subcatchment 122S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
2 yr Rainfall=3.66"
Runoff Area=5.330 ac
Runoff Volume=0.571 af
Runoff Depth>1.28"
Tc=10.0 min
CN=73
10.40 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 54HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 122S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.05 0.00 0.00
1.50 0.06 0.00 0.00
1.80 0.07 0.00 0.00
2.10 0.08 0.00 0.00
2.40 0.10 0.00 0.00
2.70 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.30 0.14 0.00 0.00
3.60 0.16 0.00 0.00
3.90 0.17 0.00 0.00
4.20 0.19 0.00 0.00
4.50 0.20 0.00 0.00
4.80 0.22 0.00 0.00
5.10 0.24 0.00 0.00
5.40 0.25 0.00 0.00
5.70 0.27 0.00 0.00
6.00 0.29 0.00 0.00
6.30 0.31 0.00 0.00
6.60 0.33 0.00 0.00
6.90 0.36 0.00 0.00
7.20 0.38 0.00 0.00
7.50 0.40 0.00 0.00
7.80 0.42 0.00 0.00
8.10 0.45 0.00 0.00
8.40 0.47 0.00 0.00
8.70 0.50 0.00 0.00
9.00 0.54 0.00 0.00
9.30 0.57 0.00 0.00
9.60 0.61 0.00 0.00
9.90 0.65 0.00 0.00
10.20 0.69 0.00 0.00
10.50 0.75 0.00 0.00
10.80 0.81 0.00 0.02
11.10 0.89 0.01 0.08
11.40 0.99 0.02 0.19
11.70 1.30 0.07 0.88
12.00 2.43 0.53 10.04
12.30 2.61 0.63 2.09
12.60 2.72 0.69 1.12
12.90 2.80 0.74 0.85
13.20 2.87 0.78 0.70
13.50 2.92 0.81 0.61
13.80 2.97 0.84 0.53
14.10 3.01 0.87 0.46
14.40 3.05 0.89 0.43
14.70 3.09 0.91 0.41
15.00 3.12 0.93 0.38
15.30 3.16 0.95 0.36
15.60 3.19 0.97 0.34
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 3.21 0.99 0.31
16.20 3.24 1.01 0.29
16.50 3.26 1.02 0.28
16.80 3.29 1.04 0.27
17.10 3.31 1.05 0.26
17.40 3.33 1.07 0.26
17.70 3.35 1.08 0.25
18.00 3.37 1.09 0.24
18.30 3.39 1.11 0.23
18.60 3.41 1.12 0.22
18.90 3.43 1.13 0.21
19.20 3.44 1.14 0.20
19.50 3.46 1.15 0.19
19.80 3.47 1.16 0.18
20.10 3.49 1.17 0.17
20.40 3.50 1.18 0.17
20.70 3.52 1.19 0.17
21.00 3.53 1.20 0.17
21.30 3.54 1.21 0.17
21.60 3.56 1.22 0.16
21.90 3.57 1.23 0.16
22.20 3.58 1.24 0.16
22.50 3.60 1.25 0.16
22.80 3.61 1.25 0.16
23.10 3.62 1.26 0.15
23.40 3.64 1.27 0.15
23.70 3.65 1.28 0.15
24.00 3.66 1.29 0.15
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 55HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 123S: Pre Dev't
Runoff = 3.92 cfs @ 12.26 hrs, Volume= 0.394 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
* 3.710 73
3.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
Subcatchment 123S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)4
3
2
1
0
Type II 24-hr
2 yr Rainfall=3.66"
Runoff Area=3.710 ac
Runoff Volume=0.394 af
Runoff Depth>1.28"
Tc=30.0 min
CN=73
3.92 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 56HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 123S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.05 0.00 0.00
1.50 0.06 0.00 0.00
1.80 0.07 0.00 0.00
2.10 0.08 0.00 0.00
2.40 0.10 0.00 0.00
2.70 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.30 0.14 0.00 0.00
3.60 0.16 0.00 0.00
3.90 0.17 0.00 0.00
4.20 0.19 0.00 0.00
4.50 0.20 0.00 0.00
4.80 0.22 0.00 0.00
5.10 0.24 0.00 0.00
5.40 0.25 0.00 0.00
5.70 0.27 0.00 0.00
6.00 0.29 0.00 0.00
6.30 0.31 0.00 0.00
6.60 0.33 0.00 0.00
6.90 0.36 0.00 0.00
7.20 0.38 0.00 0.00
7.50 0.40 0.00 0.00
7.80 0.42 0.00 0.00
8.10 0.45 0.00 0.00
8.40 0.47 0.00 0.00
8.70 0.50 0.00 0.00
9.00 0.54 0.00 0.00
9.30 0.57 0.00 0.00
9.60 0.61 0.00 0.00
9.90 0.65 0.00 0.00
10.20 0.69 0.00 0.00
10.50 0.75 0.00 0.00
10.80 0.81 0.00 0.00
11.10 0.89 0.01 0.02
11.40 0.99 0.02 0.06
11.70 1.30 0.07 0.16
12.00 2.43 0.53 1.41
12.30 2.61 0.63 3.87
12.60 2.72 0.69 1.91
12.90 2.80 0.74 1.00
13.20 2.87 0.78 0.66
13.50 2.92 0.81 0.51
13.80 2.97 0.84 0.43
14.10 3.01 0.87 0.37
14.40 3.05 0.89 0.33
14.70 3.09 0.91 0.30
15.00 3.12 0.93 0.28
15.30 3.16 0.95 0.27
15.60 3.19 0.97 0.25
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 3.21 0.99 0.23
16.20 3.24 1.01 0.22
16.50 3.26 1.02 0.20
16.80 3.29 1.04 0.20
17.10 3.31 1.05 0.19
17.40 3.33 1.07 0.18
17.70 3.35 1.08 0.18
18.00 3.37 1.09 0.17
18.30 3.39 1.11 0.17
18.60 3.41 1.12 0.16
18.90 3.43 1.13 0.15
19.20 3.44 1.14 0.15
19.50 3.46 1.15 0.14
19.80 3.47 1.16 0.13
20.10 3.49 1.17 0.13
20.40 3.50 1.18 0.12
20.70 3.52 1.19 0.12
21.00 3.53 1.20 0.12
21.30 3.54 1.21 0.12
21.60 3.56 1.22 0.11
21.90 3.57 1.23 0.11
22.20 3.58 1.24 0.11
22.50 3.60 1.25 0.11
22.80 3.61 1.25 0.11
23.10 3.62 1.26 0.11
23.40 3.64 1.27 0.11
23.70 3.65 1.28 0.11
24.00 3.66 1.29 0.11
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 57HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 124S: Pre Dev't
Runoff = 6.22 cfs @ 12.02 hrs, Volume= 0.341 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
* 3.190 73
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 124S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)6
5
4
3
2
1
0
Type II 24-hr
2 yr Rainfall=3.66"
Runoff Area=3.190 ac
Runoff Volume=0.341 af
Runoff Depth>1.28"
Tc=10.0 min
CN=73
6.22 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 58HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 124S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.05 0.00 0.00
1.50 0.06 0.00 0.00
1.80 0.07 0.00 0.00
2.10 0.08 0.00 0.00
2.40 0.10 0.00 0.00
2.70 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.30 0.14 0.00 0.00
3.60 0.16 0.00 0.00
3.90 0.17 0.00 0.00
4.20 0.19 0.00 0.00
4.50 0.20 0.00 0.00
4.80 0.22 0.00 0.00
5.10 0.24 0.00 0.00
5.40 0.25 0.00 0.00
5.70 0.27 0.00 0.00
6.00 0.29 0.00 0.00
6.30 0.31 0.00 0.00
6.60 0.33 0.00 0.00
6.90 0.36 0.00 0.00
7.20 0.38 0.00 0.00
7.50 0.40 0.00 0.00
7.80 0.42 0.00 0.00
8.10 0.45 0.00 0.00
8.40 0.47 0.00 0.00
8.70 0.50 0.00 0.00
9.00 0.54 0.00 0.00
9.30 0.57 0.00 0.00
9.60 0.61 0.00 0.00
9.90 0.65 0.00 0.00
10.20 0.69 0.00 0.00
10.50 0.75 0.00 0.00
10.80 0.81 0.00 0.01
11.10 0.89 0.01 0.05
11.40 0.99 0.02 0.11
11.70 1.30 0.07 0.53
12.00 2.43 0.53 6.01
12.30 2.61 0.63 1.25
12.60 2.72 0.69 0.67
12.90 2.80 0.74 0.51
13.20 2.87 0.78 0.42
13.50 2.92 0.81 0.36
13.80 2.97 0.84 0.32
14.10 3.01 0.87 0.28
14.40 3.05 0.89 0.26
14.70 3.09 0.91 0.24
15.00 3.12 0.93 0.23
15.30 3.16 0.95 0.22
15.60 3.19 0.97 0.20
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 3.21 0.99 0.19
16.20 3.24 1.01 0.17
16.50 3.26 1.02 0.17
16.80 3.29 1.04 0.16
17.10 3.31 1.05 0.16
17.40 3.33 1.07 0.15
17.70 3.35 1.08 0.15
18.00 3.37 1.09 0.14
18.30 3.39 1.11 0.14
18.60 3.41 1.12 0.13
18.90 3.43 1.13 0.13
19.20 3.44 1.14 0.12
19.50 3.46 1.15 0.11
19.80 3.47 1.16 0.11
20.10 3.49 1.17 0.10
20.40 3.50 1.18 0.10
20.70 3.52 1.19 0.10
21.00 3.53 1.20 0.10
21.30 3.54 1.21 0.10
21.60 3.56 1.22 0.10
21.90 3.57 1.23 0.10
22.20 3.58 1.24 0.10
22.50 3.60 1.25 0.09
22.80 3.61 1.25 0.09
23.10 3.62 1.26 0.09
23.40 3.64 1.27 0.09
23.70 3.65 1.28 0.09
24.00 3.66 1.29 0.09
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 59HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 221S: Post CY (s)
Runoff = 75.53 cfs @ 12.06 hrs, Volume= 4.753 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"
Area (ac) CN Description
* 24.590 87
24.590 100.00% 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
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 60HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Subcatchment 221S: Post CY (s)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)80
70
60
50
40
30
20
10
0
Type II 24-hr
2 yr Rainfall=3.66"
Runoff Area=24.590 ac
Runoff Volume=4.753 af
Runoff Depth>2.32"
Flow Length=979'
Tc=14.1 min
CN=87
75.53 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 61HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 221S: Post CY (s)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.05 0.00 0.00
1.50 0.06 0.00 0.00
1.80 0.07 0.00 0.00
2.10 0.08 0.00 0.00
2.40 0.10 0.00 0.00
2.70 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.30 0.14 0.00 0.00
3.60 0.16 0.00 0.00
3.90 0.17 0.00 0.00
4.20 0.19 0.00 0.00
4.50 0.20 0.00 0.00
4.80 0.22 0.00 0.00
5.10 0.24 0.00 0.00
5.40 0.25 0.00 0.00
5.70 0.27 0.00 0.00
6.00 0.29 0.00 0.00
6.30 0.31 0.00 0.01
6.60 0.33 0.00 0.04
6.90 0.36 0.00 0.09
7.20 0.38 0.00 0.14
7.50 0.40 0.01 0.19
7.80 0.42 0.01 0.25
8.10 0.45 0.01 0.31
8.40 0.47 0.02 0.39
8.70 0.50 0.02 0.50
9.00 0.54 0.03 0.64
9.30 0.57 0.04 0.77
9.60 0.61 0.05 0.85
9.90 0.65 0.07 1.02
10.20 0.69 0.08 1.28
10.50 0.75 0.10 1.63
10.80 0.81 0.13 2.11
11.10 0.89 0.17 2.79
11.40 0.99 0.22 4.08
11.70 1.30 0.40 9.51
12.00 2.43 1.25 66.32
12.30 2.61 1.40 22.76
12.60 2.72 1.50 9.15
12.90 2.80 1.57 6.10
13.20 2.87 1.62 4.90
13.50 2.92 1.67 4.18
13.80 2.97 1.72 3.59
14.10 3.01 1.75 3.12
14.40 3.05 1.79 2.84
14.70 3.09 1.82 2.68
15.00 3.12 1.85 2.51
15.30 3.16 1.88 2.35
15.60 3.19 1.90 2.19
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 3.21 1.93 2.02
16.20 3.24 1.95 1.87
16.50 3.26 1.97 1.79
16.80 3.29 1.99 1.74
17.10 3.31 2.01 1.68
17.40 3.33 2.03 1.62
17.70 3.35 2.05 1.56
18.00 3.37 2.07 1.50
18.30 3.39 2.08 1.44
18.60 3.41 2.10 1.38
18.90 3.43 2.12 1.32
19.20 3.44 2.13 1.26
19.50 3.46 2.15 1.20
19.80 3.47 2.16 1.14
20.10 3.49 2.17 1.08
20.40 3.50 2.19 1.05
20.70 3.52 2.20 1.04
21.00 3.53 2.21 1.03
21.30 3.54 2.22 1.02
21.60 3.56 2.23 1.01
21.90 3.57 2.25 0.99
22.20 3.58 2.26 0.98
22.50 3.60 2.27 0.97
22.80 3.61 2.28 0.96
23.10 3.62 2.29 0.95
23.40 3.64 2.30 0.94
23.70 3.65 2.32 0.92
24.00 3.66 2.33 0.91
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 62HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 222S: Post CY (nw)
Runoff = 20.84 cfs @ 11.96 hrs, Volume= 0.957 af, Depth> 2.15"
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
* 5.330 85
5.330 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 222S: Post CY (nw)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
2 yr Rainfall=3.66"
Runoff Area=5.330 ac
Runoff Volume=0.957 af
Runoff Depth>2.15"
Tc=5.0 min
CN=85
20.84 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 63HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 222S: Post CY (nw)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.05 0.00 0.00
1.50 0.06 0.00 0.00
1.80 0.07 0.00 0.00
2.10 0.08 0.00 0.00
2.40 0.10 0.00 0.00
2.70 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.30 0.14 0.00 0.00
3.60 0.16 0.00 0.00
3.90 0.17 0.00 0.00
4.20 0.19 0.00 0.00
4.50 0.20 0.00 0.00
4.80 0.22 0.00 0.00
5.10 0.24 0.00 0.00
5.40 0.25 0.00 0.00
5.70 0.27 0.00 0.00
6.00 0.29 0.00 0.00
6.30 0.31 0.00 0.00
6.60 0.33 0.00 0.00
6.90 0.36 0.00 0.00
7.20 0.38 0.00 0.01
7.50 0.40 0.00 0.02
7.80 0.42 0.00 0.03
8.10 0.45 0.00 0.04
8.40 0.47 0.01 0.06
8.70 0.50 0.01 0.08
9.00 0.54 0.02 0.11
9.30 0.57 0.02 0.13
9.60 0.61 0.03 0.15
9.90 0.65 0.04 0.19
10.20 0.69 0.06 0.24
10.50 0.75 0.07 0.32
10.80 0.81 0.09 0.43
11.10 0.89 0.12 0.59
11.40 0.99 0.17 0.91
11.70 1.30 0.33 4.31
12.00 2.43 1.12 17.82
12.30 2.61 1.27 2.37
12.60 2.72 1.36 1.40
12.90 2.80 1.42 1.14
13.20 2.87 1.48 0.94
13.50 2.92 1.52 0.81
13.80 2.97 1.57 0.70
14.10 3.01 1.60 0.61
14.40 3.05 1.63 0.58
14.70 3.09 1.66 0.54
15.00 3.12 1.69 0.51
15.30 3.16 1.72 0.48
15.60 3.19 1.74 0.44
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 3.21 1.77 0.41
16.20 3.24 1.79 0.38
16.50 3.26 1.81 0.37
16.80 3.29 1.83 0.36
17.10 3.31 1.85 0.35
17.40 3.33 1.87 0.33
17.70 3.35 1.89 0.32
18.00 3.37 1.90 0.31
18.30 3.39 1.92 0.30
18.60 3.41 1.94 0.28
18.90 3.43 1.95 0.27
19.20 3.44 1.97 0.26
19.50 3.46 1.98 0.25
19.80 3.47 1.99 0.23
20.10 3.49 2.01 0.22
20.40 3.50 2.02 0.22
20.70 3.52 2.03 0.22
21.00 3.53 2.04 0.22
21.30 3.54 2.06 0.21
21.60 3.56 2.07 0.21
21.90 3.57 2.08 0.21
22.20 3.58 2.09 0.21
22.50 3.60 2.10 0.20
22.80 3.61 2.11 0.20
23.10 3.62 2.12 0.20
23.40 3.64 2.13 0.20
23.70 3.65 2.15 0.19
24.00 3.66 2.16 0.19
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 64HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 223S: Post CY (ne)
Runoff = 16.43 cfs @ 11.96 hrs, Volume= 0.774 af, Depth> 2.50"
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
* 3.710 89
3.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 223S: Post CY (ne)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)18
16
14
12
10
8
6
4
2
0
Type II 24-hr
2 yr Rainfall=3.66"
Runoff Area=3.710 ac
Runoff Volume=0.774 af
Runoff Depth>2.50"
Tc=5.0 min
CN=89
16.43 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 65HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 223S: Post CY (ne)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.05 0.00 0.00
1.50 0.06 0.00 0.00
1.80 0.07 0.00 0.00
2.10 0.08 0.00 0.00
2.40 0.10 0.00 0.00
2.70 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.30 0.14 0.00 0.00
3.60 0.16 0.00 0.00
3.90 0.17 0.00 0.00
4.20 0.19 0.00 0.00
4.50 0.20 0.00 0.00
4.80 0.22 0.00 0.00
5.10 0.24 0.00 0.00
5.40 0.25 0.00 0.00
5.70 0.27 0.00 0.01
6.00 0.29 0.00 0.02
6.30 0.31 0.00 0.02
6.60 0.33 0.01 0.03
6.90 0.36 0.01 0.04
7.20 0.38 0.01 0.05
7.50 0.40 0.02 0.06
7.80 0.42 0.02 0.07
8.10 0.45 0.03 0.08
8.40 0.47 0.04 0.10
8.70 0.50 0.04 0.12
9.00 0.54 0.06 0.14
9.30 0.57 0.07 0.16
9.60 0.61 0.08 0.18
9.90 0.65 0.10 0.21
10.20 0.69 0.12 0.27
10.50 0.75 0.14 0.33
10.80 0.81 0.18 0.43
11.10 0.89 0.22 0.57
11.40 0.99 0.28 0.85
11.70 1.30 0.48 3.79
12.00 2.43 1.39 13.90
12.30 2.61 1.55 1.81
12.60 2.72 1.65 1.06
12.90 2.80 1.72 0.86
13.20 2.87 1.78 0.71
13.50 2.92 1.83 0.61
13.80 2.97 1.88 0.53
14.10 3.01 1.91 0.46
14.40 3.05 1.95 0.43
14.70 3.09 1.98 0.41
15.00 3.12 2.01 0.38
15.30 3.16 2.04 0.35
15.60 3.19 2.07 0.33
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 3.21 2.09 0.30
16.20 3.24 2.12 0.28
16.50 3.26 2.14 0.27
16.80 3.29 2.16 0.27
17.10 3.31 2.18 0.26
17.40 3.33 2.20 0.25
17.70 3.35 2.22 0.24
18.00 3.37 2.24 0.23
18.30 3.39 2.26 0.22
18.60 3.41 2.27 0.21
18.90 3.43 2.29 0.20
19.20 3.44 2.30 0.19
19.50 3.46 2.32 0.18
19.80 3.47 2.33 0.17
20.10 3.49 2.35 0.16
20.40 3.50 2.36 0.16
20.70 3.52 2.37 0.16
21.00 3.53 2.39 0.16
21.30 3.54 2.40 0.16
21.60 3.56 2.41 0.16
21.90 3.57 2.42 0.15
22.20 3.58 2.44 0.15
22.50 3.60 2.45 0.15
22.80 3.61 2.46 0.15
23.10 3.62 2.47 0.15
23.40 3.64 2.48 0.14
23.70 3.65 2.49 0.14
24.00 3.66 2.51 0.14
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 66HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 224S: Post CY (se)
Runoff = 6.08 cfs @ 11.97 hrs, Volume= 0.279 af, Depth> 1.05"
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 2 yr Rainfall=3.66"
Area (ac) CN Description
* 3.190 69
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 224S: Post CY (se)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)6
5
4
3
2
1
0
Type II 24-hr
2 yr Rainfall=3.66"
Runoff Area=3.190 ac
Runoff Volume=0.279 af
Runoff Depth>1.05"
Tc=5.0 min
CN=69
6.08 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 67HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 224S: Post CY (se)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.01 0.00 0.00
0.60 0.02 0.00 0.00
0.90 0.03 0.00 0.00
1.20 0.05 0.00 0.00
1.50 0.06 0.00 0.00
1.80 0.07 0.00 0.00
2.10 0.08 0.00 0.00
2.40 0.10 0.00 0.00
2.70 0.11 0.00 0.00
3.00 0.13 0.00 0.00
3.30 0.14 0.00 0.00
3.60 0.16 0.00 0.00
3.90 0.17 0.00 0.00
4.20 0.19 0.00 0.00
4.50 0.20 0.00 0.00
4.80 0.22 0.00 0.00
5.10 0.24 0.00 0.00
5.40 0.25 0.00 0.00
5.70 0.27 0.00 0.00
6.00 0.29 0.00 0.00
6.30 0.31 0.00 0.00
6.60 0.33 0.00 0.00
6.90 0.36 0.00 0.00
7.20 0.38 0.00 0.00
7.50 0.40 0.00 0.00
7.80 0.42 0.00 0.00
8.10 0.45 0.00 0.00
8.40 0.47 0.00 0.00
8.70 0.50 0.00 0.00
9.00 0.54 0.00 0.00
9.30 0.57 0.00 0.00
9.60 0.61 0.00 0.00
9.90 0.65 0.00 0.00
10.20 0.69 0.00 0.00
10.50 0.75 0.00 0.00
10.80 0.81 0.00 0.00
11.10 0.89 0.00 0.00
11.40 0.99 0.00 0.03
11.70 1.30 0.03 0.54
12.00 2.43 0.39 5.48
12.30 2.61 0.47 0.83
12.60 2.72 0.53 0.50
12.90 2.80 0.57 0.42
13.20 2.87 0.60 0.35
13.50 2.92 0.63 0.30
13.80 2.97 0.66 0.27
14.10 3.01 0.68 0.23
14.40 3.05 0.70 0.22
14.70 3.09 0.72 0.21
15.00 3.12 0.74 0.20
15.30 3.16 0.75 0.19
15.60 3.19 0.77 0.17
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 3.21 0.79 0.16
16.20 3.24 0.80 0.15
16.50 3.26 0.81 0.15
16.80 3.29 0.83 0.14
17.10 3.31 0.84 0.14
17.40 3.33 0.85 0.13
17.70 3.35 0.87 0.13
18.00 3.37 0.88 0.12
18.30 3.39 0.89 0.12
18.60 3.41 0.90 0.12
18.90 3.43 0.91 0.11
19.20 3.44 0.92 0.11
19.50 3.46 0.93 0.10
19.80 3.47 0.94 0.10
20.10 3.49 0.95 0.09
20.40 3.50 0.96 0.09
20.70 3.52 0.96 0.09
21.00 3.53 0.97 0.09
21.30 3.54 0.98 0.09
21.60 3.56 0.99 0.09
21.90 3.57 1.00 0.09
22.20 3.58 1.01 0.09
22.50 3.60 1.01 0.08
22.80 3.61 1.02 0.08
23.10 3.62 1.03 0.08
23.40 3.64 1.04 0.08
23.70 3.65 1.04 0.08
24.00 3.66 1.05 0.08
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 68HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 221P: 221
Inflow Area = 24.590 ac, 0.00% Impervious, Inflow Depth > 2.32" for 2 yr event
Inflow = 75.53 cfs @ 12.06 hrs, Volume= 4.753 af
Outflow = 4.00 cfs @ 13.58 hrs, Volume= 1.633 af, Atten= 95%, Lag= 91.3 min
Primary = 4.00 cfs @ 13.58 hrs, Volume= 1.633 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.60' @ 13.58 hrs Surf.Area= 61,458 sf Storage= 139,996 cf
Plug-Flow detention time= 331.9 min calculated for 1.631 af (34% of inflow)
Center-of-Mass det. time= 207.9 min ( 1,023.6 - 815.7 )
Volume Invert Avail.Storage Storage Description
#1 91.00' 196,497 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
91.00 29,222 0 0
91.50 51,128 20,088 20,088
92.00 54,024 26,288 46,376
92.50 56,935 27,740 74,115
93.00 59,864 29,200 103,315
94.00 62,500 61,182 164,497
94.50 65,500 32,000 196,497
Device Routing Invert Outlet Devices
#1 Primary 93.50'50.0' 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=3.96 cfs @ 13.58 hrs HW=93.60' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 3.96 cfs @ 0.76 fps)
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 69HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 221P: 221
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)80
70
60
50
40
30
20
10
0
Inflow Area=24.590 ac
Peak Elev=93.60'
Storage=139,996 cf
75.53 cfs
4.00 cfs
Pond 221P: 221
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 70HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 221P: 221
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
150,000100,00050,0000
Surface/Horizontal/Wetted Area (sq-ft)
60,00050,00040,00030,00020,00010,0000
Elevation (feet)94
93
92
91 Custom Stage Data
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 71HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 221P: 221
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 91.00 0.00
0.60 0.00 0 91.00 0.00
1.20 0.00 0 91.00 0.00
1.80 0.00 0 91.00 0.00
2.40 0.00 0 91.00 0.00
3.00 0.00 0 91.00 0.00
3.60 0.00 0 91.00 0.00
4.20 0.00 0 91.00 0.00
4.80 0.00 0 91.00 0.00
5.40 0.00 0 91.00 0.00
6.00 0.00 0 91.00 0.00
6.60 0.04 26 91.00 0.00
7.20 0.14 225 91.01 0.00
7.80 0.25 646 91.02 0.00
8.40 0.39 1,317 91.04 0.00
9.00 0.64 2,413 91.08 0.00
9.60 0.85 4,052 91.13 0.00
10.20 1.28 6,288 91.19 0.00
10.80 2.11 9,849 91.28 0.00
11.40 4.08 16,114 91.42 0.00
12.00 66.32 55,151 92.16 0.00
12.60 9.15 127,657 93.40 0.00
13.20 4.90 139,070 93.59 3.14
13.80 3.59 139,861 93.60 3.88
14.40 2.84 139,080 93.59 3.15
15.00 2.51 138,537 93.58 2.73
15.60 2.19 138,091 93.57 2.39
16.20 1.87 137,661 93.57 2.06
16.80 1.74 137,367 93.56 1.83
17.40 1.62 137,187 93.56 1.69
18.00 1.50 137,029 93.56 1.57
18.60 1.38 136,868 93.55 1.47
19.20 1.26 136,672 93.55 1.36
19.80 1.14 136,461 93.55 1.24
20.40 1.05 136,255 93.54 1.13
21.00 1.03 136,140 93.54 1.07
21.60 1.01 136,075 93.54 1.03
22.20 0.98 136,026 93.54 1.00
22.80 0.96 135,982 93.54 0.98
23.40 0.94 135,938 93.54 0.96
24.00 0.91 135,895 93.54 0.93
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 72HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 221P: 221
Elevation
(feet)
Primary
(cfs)
91.00 0.00
91.02 0.00
91.04 0.00
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.00
92.04 0.00
Elevation
(feet)
Primary
(cfs)
92.06 0.00
92.08 0.00
92.10 0.00
92.12 0.00
92.14 0.00
92.16 0.00
92.18 0.00
92.20 0.00
92.22 0.00
92.24 0.00
92.26 0.00
92.28 0.00
92.30 0.00
92.32 0.00
92.34 0.00
92.36 0.00
92.38 0.00
92.40 0.00
92.42 0.00
92.44 0.00
92.46 0.00
92.48 0.00
92.50 0.00
92.52 0.00
92.54 0.00
92.56 0.00
92.58 0.00
92.60 0.00
92.62 0.00
92.64 0.00
92.66 0.00
92.68 0.00
92.70 0.00
92.72 0.00
92.74 0.00
92.76 0.00
92.78 0.00
92.80 0.00
92.82 0.00
92.84 0.00
92.86 0.00
92.88 0.00
92.90 0.00
92.92 0.00
92.94 0.00
92.96 0.00
92.98 0.00
93.00 0.00
93.02 0.00
93.04 0.00
93.06 0.00
93.08 0.00
93.10 0.00
Elevation
(feet)
Primary
(cfs)
93.12 0.00
93.14 0.00
93.16 0.00
93.18 0.00
93.20 0.00
93.22 0.00
93.24 0.00
93.26 0.00
93.28 0.00
93.30 0.00
93.32 0.00
93.34 0.00
93.36 0.00
93.38 0.00
93.40 0.00
93.42 0.00
93.44 0.00
93.46 0.00
93.48 0.00
93.50 0.00
93.52 0.33
93.54 0.94
93.56 1.72
93.58 2.65
93.60 3.70
93.62 4.86
93.64 6.13
93.66 7.49
93.68 8.94
93.70 10.46
93.72 12.16
93.74 13.94
93.76 15.83
93.78 17.81
93.80 19.88
93.82 22.05
93.84 24.31
93.86 26.65
93.88 29.09
93.90 31.62
93.92 34.30
93.94 37.07
93.96 39.93
93.98 42.90
94.00 45.96
94.02 49.12
94.04 52.38
94.06 55.74
94.08 59.19
94.10 62.74
94.12 65.86
94.14 69.02
94.16 72.22
Elevation
(feet)
Primary
(cfs)
94.18 75.48
94.20 78.77
94.22 82.11
94.24 85.49
94.26 88.91
94.28 92.38
94.30 95.88
94.32 99.50
94.34 103.16
94.36 106.87
94.38 110.62
94.40 114.41
94.42 118.25
94.44 122.12
94.46 126.04
94.48 130.00
94.50 134.00
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 73HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 221P: 221
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
91.00 29,222 0
91.05 31,413 1,516
91.10 33,603 3,141
91.15 35,794 4,876
91.20 37,984 6,721
91.25 40,175 8,675
91.30 42,366 10,738
91.35 44,556 12,911
91.40 46,747 15,194
91.45 48,937 17,586
91.50 51,128 20,088
91.55 51,418 22,651
91.60 51,707 25,229
91.65 51,997 27,822
91.70 52,286 30,429
91.75 52,576 33,051
91.80 52,866 35,687
91.85 53,155 38,337
91.90 53,445 41,002
91.95 53,734 43,682
92.00 54,024 46,376
92.05 54,315 49,084
92.10 54,606 51,807
92.15 54,897 54,545
92.20 55,188 57,297
92.25 55,480 60,063
92.30 55,771 62,845
92.35 56,062 65,640
92.40 56,353 68,451
92.45 56,644 71,276
92.50 56,935 74,115
92.55 57,228 76,969
92.60 57,521 79,838
92.65 57,814 82,721
92.70 58,107 85,619
92.75 58,400 88,532
92.80 58,692 91,459
92.85 58,985 94,401
92.90 59,278 97,358
92.95 59,571 100,329
93.00 59,864 103,315
93.05 59,996 106,311
93.10 60,128 109,315
93.15 60,259 112,324
93.20 60,391 115,341
93.25 60,523 118,363
93.30 60,655 121,393
93.35 60,787 124,429
93.40 60,918 127,471
93.45 61,050 130,521
93.50 61,182 133,577
93.55 61,314 136,639
93.60 61,446 139,708
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.65 61,577 142,783
93.70 61,709 145,866
93.75 61,841 148,954
93.80 61,973 152,050
93.85 62,105 155,152
93.90 62,236 158,260
93.95 62,368 161,375
94.00 62,500 164,497
94.05 62,800 167,629
94.10 63,100 170,777
94.15 63,400 173,940
94.20 63,700 177,117
94.25 64,000 180,310
94.30 64,300 183,517
94.35 64,600 186,739
94.40 64,900 189,977
94.45 65,200 193,230
94.50 65,500 196,497
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 74HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 222P: SF
Inflow Area = 5.330 ac, 0.00% Impervious, Inflow Depth > 2.15" for 2 yr event
Inflow = 20.84 cfs @ 11.96 hrs, Volume= 0.957 af
Outflow = 0.81 cfs @ 13.50 hrs, Volume= 0.329 af, Atten= 96%, Lag= 92.4 min
Primary = 0.81 cfs @ 13.50 hrs, Volume= 0.329 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 92.04' @ 13.50 hrs Surf.Area= 27,424 sf Storage= 28,003 cf
Plug-Flow detention time= 335.6 min calculated for 0.329 af (34% of inflow)
Center-of-Mass det. time= 211.3 min ( 1,026.9 - 815.6 )
Volume Invert Avail.Storage Storage Description
#1 90.50' 55,826 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.50 4,842 0 0
91.00 18,475 5,829 5,829
91.50 19,525 9,500 15,329
92.00 27,321 11,712 27,041
93.00 30,250 28,786 55,826
Device Routing Invert Outlet Devices
#1 Primary 92.00'50.0' 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=0.77 cfs @ 13.50 hrs HW=92.04' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 0.77 cfs @ 0.44 fps)
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 75HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=5.330 ac
Peak Elev=92.04'
Storage=28,003 cf
20.84 cfs
0.81 cfs
Pond 222P: SF
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 76HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
40,00020,0000
Surface/Horizontal/Wetted Area (sq-ft)
30,00025,00020,00015,00010,0005,0000
Elevation (feet)93
92
91
Custom Stage Data
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 77HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 222P: SF
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.50 0.00
0.60 0.00 0 90.50 0.00
1.20 0.00 0 90.50 0.00
1.80 0.00 0 90.50 0.00
2.40 0.00 0 90.50 0.00
3.00 0.00 0 90.50 0.00
3.60 0.00 0 90.50 0.00
4.20 0.00 0 90.50 0.00
4.80 0.00 0 90.50 0.00
5.40 0.00 0 90.50 0.00
6.00 0.00 0 90.50 0.00
6.60 0.00 0 90.50 0.00
7.20 0.01 4 90.50 0.00
7.80 0.03 44 90.51 0.00
8.40 0.06 134 90.53 0.00
9.00 0.11 310 90.56 0.00
9.60 0.15 584 90.59 0.00
10.20 0.24 996 90.65 0.00
10.80 0.43 1,698 90.72 0.00
11.40 0.91 3,039 90.83 0.00
12.00 17.82 18,053 91.63 0.00
12.60 1.40 25,874 91.96 0.00
13.20 0.94 27,886 92.03 0.66
13.80 0.70 27,963 92.03 0.76
14.40 0.58 27,845 92.03 0.61
15.00 0.51 27,784 92.03 0.54
15.60 0.44 27,728 92.03 0.47
16.20 0.38 27,655 92.02 0.42
16.80 0.36 27,600 92.02 0.38
17.40 0.33 27,560 92.02 0.35
18.00 0.31 27,523 92.02 0.33
18.60 0.28 27,486 92.02 0.30
19.20 0.26 27,449 92.01 0.28
19.80 0.23 27,412 92.01 0.25
20.40 0.22 27,380 92.01 0.23
21.00 0.22 27,366 92.01 0.22
21.60 0.21 27,357 92.01 0.21
22.20 0.21 27,350 92.01 0.21
22.80 0.20 27,342 92.01 0.20
23.40 0.20 27,335 92.01 0.20
24.00 0.19 27,328 92.01 0.19
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 78HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 222P: SF
Elevation
(feet)
Primary
(cfs)
90.50 0.00
90.52 0.00
90.54 0.00
90.56 0.00
90.58 0.00
90.60 0.00
90.62 0.00
90.64 0.00
90.66 0.00
90.68 0.00
90.70 0.00
90.72 0.00
90.74 0.00
90.76 0.00
90.78 0.00
90.80 0.00
90.82 0.00
90.84 0.00
90.86 0.00
90.88 0.00
90.90 0.00
90.92 0.00
90.94 0.00
90.96 0.00
90.98 0.00
91.00 0.00
91.02 0.00
91.04 0.00
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
Elevation
(feet)
Primary
(cfs)
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.33
92.04 0.94
92.06 1.72
92.08 2.65
92.10 3.70
92.12 4.86
92.14 6.13
92.16 7.49
92.18 8.94
92.20 10.46
92.22 12.16
92.24 13.94
92.26 15.83
92.28 17.81
92.30 19.88
92.32 22.05
92.34 24.31
92.36 26.65
92.38 29.09
92.40 31.62
92.42 34.30
92.44 37.07
92.46 39.93
92.48 42.90
92.50 45.96
92.52 49.12
92.54 52.38
92.56 55.74
92.58 59.19
92.60 62.74
Elevation
(feet)
Primary
(cfs)
92.62 65.86
92.64 69.02
92.66 72.22
92.68 75.48
92.70 78.77
92.72 82.11
92.74 85.49
92.76 88.91
92.78 92.38
92.80 95.88
92.82 99.50
92.84 103.16
92.86 106.87
92.88 110.62
92.90 114.41
92.92 118.25
92.94 122.12
92.96 126.04
92.98 130.00
93.00 134.00
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 79HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 222P: SF
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.50 4,842 0
90.55 6,205 276
90.60 7,569 621
90.65 8,932 1,033
90.70 10,295 1,514
90.75 11,659 2,063
90.80 13,022 2,680
90.85 14,385 3,365
90.90 15,748 4,118
90.95 17,112 4,940
91.00 18,475 5,829
91.05 18,580 6,756
91.10 18,685 7,687
91.15 18,790 8,624
91.20 18,895 9,566
91.25 19,000 10,514
91.30 19,105 11,466
91.35 19,210 12,424
91.40 19,315 13,387
91.45 19,420 14,356
91.50 19,525 15,329
91.55 20,305 16,325
91.60 21,084 17,360
91.65 21,864 18,433
91.70 22,643 19,546
91.75 23,423 20,698
91.80 24,203 21,888
91.85 24,982 23,118
91.90 25,762 24,387
91.95 26,541 25,694
92.00 27,321 27,041
92.05 27,467 28,410
92.10 27,614 29,787
92.15 27,760 31,172
92.20 27,907 32,564
92.25 28,053 33,963
92.30 28,200 35,369
92.35 28,346 36,783
92.40 28,493 38,203
92.45 28,639 39,632
92.50 28,786 41,067
92.55 28,932 42,510
92.60 29,078 43,961
92.65 29,225 45,418
92.70 29,371 46,883
92.75 29,518 48,355
92.80 29,664 49,835
92.85 29,811 51,322
92.90 29,957 52,816
92.95 30,104 54,317
93.00 30,250 55,826
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 80HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 223P: 223
Inflow Area = 3.710 ac, 0.00% Impervious, Inflow Depth > 2.50" for 2 yr event
Inflow = 16.43 cfs @ 11.96 hrs, Volume= 0.774 af
Outflow = 0.20 cfs @ 19.08 hrs, Volume= 0.072 af, Atten= 99%, Lag= 427.3 min
Primary = 0.20 cfs @ 19.08 hrs, Volume= 0.072 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 94.01' @ 19.08 hrs Surf.Area= 13,270 sf Storage= 30,596 cf
Plug-Flow detention time= 678.4 min calculated for 0.072 af (9% of inflow)
Center-of-Mass det. time= 469.3 min ( 1,270.5 - 801.2 )
Volume Invert Avail.Storage Storage Description
#1 90.50' 44,430 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.50 5,898 0 0
92.00 7,314 9,909 9,909
92.50 8,772 4,022 13,931
93.00 10,247 4,755 18,685
93.50 11,740 5,497 24,182
94.00 13,251 6,248 30,430
95.00 14,750 14,001 44,430
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=0.16 cfs @ 19.08 hrs HW=94.01' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.26 fps)
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 81HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 223P: 223
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)18
16
14
12
10
8
6
4
2
0
Inflow Area=3.710 ac
Peak Elev=94.01'
Storage=30,596 cf
16.43 cfs
0.20 cfs
Pond 223P: 223
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)95
94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 82HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 223P: 223
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
40,00030,00020,00010,0000
Surface/Horizontal/Wetted Area (sq-ft)
14,00012,00010,0008,0006,0004,0002,0000
Elevation (feet)95
94
93
92
91 Custom Stage Data
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 83HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 223P: 223
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.50 0.00
0.60 0.00 0 90.50 0.00
1.20 0.00 0 90.50 0.00
1.80 0.00 0 90.50 0.00
2.40 0.00 0 90.50 0.00
3.00 0.00 0 90.50 0.00
3.60 0.00 0 90.50 0.00
4.20 0.00 0 90.50 0.00
4.80 0.00 0 90.50 0.00
5.40 0.00 0 90.50 0.00
6.00 0.02 17 90.50 0.00
6.60 0.03 67 90.51 0.00
7.20 0.05 153 90.53 0.00
7.80 0.07 277 90.55 0.00
8.40 0.10 448 90.58 0.00
9.00 0.14 705 90.62 0.00
9.60 0.18 1,051 90.68 0.00
10.20 0.27 1,519 90.75 0.00
10.80 0.43 2,250 90.87 0.00
11.40 0.85 3,542 91.07 0.00
12.00 13.90 15,919 92.72 0.00
12.60 1.06 21,929 93.30 0.00
13.20 0.71 23,792 93.47 0.00
13.80 0.53 25,109 93.58 0.00
14.40 0.43 26,116 93.66 0.00
15.00 0.38 26,993 93.73 0.00
15.60 0.33 27,759 93.79 0.00
16.20 0.28 28,415 93.85 0.00
16.80 0.27 29,009 93.89 0.00
17.40 0.25 29,563 93.93 0.00
18.00 0.23 30,078 93.97 0.00
18.60 0.21 30,526 94.01 0.08
19.20 0.19 30,596 94.01 0.19
19.80 0.17 30,588 94.01 0.18
20.40 0.16 30,582 94.01 0.16
21.00 0.16 30,581 94.01 0.16
21.60 0.16 30,579 94.01 0.16
22.20 0.15 30,577 94.01 0.15
22.80 0.15 30,576 94.01 0.15
23.40 0.14 30,574 94.01 0.14
24.00 0.14 30,573 94.01 0.14
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 84HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 223P: 223
Elevation
(feet)
Primary
(cfs)
90.50 0.00
90.55 0.00
90.60 0.00
90.65 0.00
90.70 0.00
90.75 0.00
90.80 0.00
90.85 0.00
90.90 0.00
90.95 0.00
91.00 0.00
91.05 0.00
91.10 0.00
91.15 0.00
91.20 0.00
91.25 0.00
91.30 0.00
91.35 0.00
91.40 0.00
91.45 0.00
91.50 0.00
91.55 0.00
91.60 0.00
91.65 0.00
91.70 0.00
91.75 0.00
91.80 0.00
91.85 0.00
91.90 0.00
91.95 0.00
92.00 0.00
92.05 0.00
92.10 0.00
92.15 0.00
92.20 0.00
92.25 0.00
92.30 0.00
92.35 0.00
92.40 0.00
92.45 0.00
92.50 0.00
92.55 0.00
92.60 0.00
92.65 0.00
92.70 0.00
92.75 0.00
92.80 0.00
92.85 0.00
92.90 0.00
92.95 0.00
93.00 0.00
93.05 0.00
93.10 0.00
Elevation
(feet)
Primary
(cfs)
93.15 0.00
93.20 0.00
93.25 0.00
93.30 0.00
93.35 0.00
93.40 0.00
93.45 0.00
93.50 0.00
93.55 0.00
93.60 0.00
93.65 0.00
93.70 0.00
93.75 0.00
93.80 0.00
93.85 0.00
93.90 0.00
93.95 0.00
94.00 0.00
94.05 1.31
94.10 3.70
94.15 6.80
94.20 10.46
94.25 14.88
94.30 19.88
94.35 25.47
94.40 31.62
94.45 38.49
94.50 45.96
94.55 54.05
94.60 62.74
94.65 70.62
94.70 78.77
94.75 87.20
94.80 95.88
94.85 105.01
94.90 114.41
94.95 124.08
95.00 134.00
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 85HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 223P: 223
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.50 5,898 0
90.55 5,945 296
90.60 5,992 595
90.65 6,040 895
90.70 6,087 1,198
90.75 6,134 1,504
90.80 6,181 1,812
90.85 6,228 2,122
90.90 6,276 2,435
90.95 6,323 2,750
91.00 6,370 3,067
91.05 6,417 3,387
91.10 6,464 3,709
91.15 6,512 4,033
91.20 6,559 4,360
91.25 6,606 4,689
91.30 6,653 5,020
91.35 6,700 5,354
91.40 6,748 5,691
91.45 6,795 6,029
91.50 6,842 6,370
91.55 6,889 6,713
91.60 6,936 7,059
91.65 6,984 7,407
91.70 7,031 7,757
91.75 7,078 8,110
91.80 7,125 8,465
91.85 7,172 8,823
91.90 7,220 9,182
91.95 7,267 9,544
92.00 7,314 9,909
92.05 7,460 10,278
92.10 7,606 10,655
92.15 7,751 11,039
92.20 7,897 11,430
92.25 8,043 11,829
92.30 8,189 12,234
92.35 8,335 12,648
92.40 8,480 13,068
92.45 8,626 13,496
92.50 8,772 13,931
92.55 8,919 14,373
92.60 9,067 14,822
92.65 9,215 15,279
92.70 9,362 15,744
92.75 9,510 16,216
92.80 9,657 16,695
92.85 9,804 17,181
92.90 9,952 17,675
92.95 10,100 18,177
93.00 10,247 18,685
93.05 10,396 19,201
93.10 10,546 19,725
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.15 10,695 20,256
93.20 10,844 20,794
93.25 10,994 21,340
93.30 11,143 21,894
93.35 11,292 22,455
93.40 11,441 23,023
93.45 11,591 23,599
93.50 11,740 24,182
93.55 11,891 24,773
93.60 12,042 25,371
93.65 12,193 25,977
93.70 12,344 26,590
93.75 12,496 27,211
93.80 12,647 27,840
93.85 12,798 28,476
93.90 12,949 29,120
93.95 13,100 29,771
94.00 13,251 30,430
94.05 13,326 31,094
94.10 13,401 31,762
94.15 13,476 32,434
94.20 13,551 33,110
94.25 13,626 33,789
94.30 13,701 34,473
94.35 13,776 35,159
94.40 13,851 35,850
94.45 13,926 36,544
94.50 14,001 37,243
94.55 14,075 37,945
94.60 14,150 38,650
94.65 14,225 39,360
94.70 14,300 40,073
94.75 14,375 40,790
94.80 14,450 41,510
94.85 14,525 42,235
94.90 14,600 42,963
94.95 14,675 43,695
95.00 14,750 44,430
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 86HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 224P: 224
Inflow Area = 3.190 ac, 0.00% Impervious, Inflow Depth > 1.05" for 2 yr event
Inflow = 6.08 cfs @ 11.97 hrs, Volume= 0.279 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= 91.73' @ 24.00 hrs Surf.Area= 8,666 sf Storage= 12,150 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 90.00' 24,373 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.00 5,642 0 0
90.50 6,177 2,955 2,955
91.00 7,286 3,366 6,321
91.50 8,188 3,869 10,189
92.00 9,216 4,351 14,540
93.00 10,450 9,833 24,373
Device Routing Invert Outlet Devices
#1 Primary 92.00'50.0' 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=90.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 87HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 224P: 224
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)6
5
4
3
2
1
0
Inflow Area=3.190 ac
Peak Elev=91.73'
Storage=12,150 cf
6.08 cfs
0.00 cfs
Pond 224P: 224
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)93
92
91
90
Broad-Crested Rectangular Weir
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 88HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 224P: 224
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
20,00015,00010,0005,0000
Surface/Horizontal/Wetted Area (sq-ft)
10,0008,0006,0004,0002,0000
Elevation (feet)93
92
91
90 Custom Stage Data
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 89HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 224P: 224
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.00 0.00
0.60 0.00 0 90.00 0.00
1.20 0.00 0 90.00 0.00
1.80 0.00 0 90.00 0.00
2.40 0.00 0 90.00 0.00
3.00 0.00 0 90.00 0.00
3.60 0.00 0 90.00 0.00
4.20 0.00 0 90.00 0.00
4.80 0.00 0 90.00 0.00
5.40 0.00 0 90.00 0.00
6.00 0.00 0 90.00 0.00
6.60 0.00 0 90.00 0.00
7.20 0.00 0 90.00 0.00
7.80 0.00 0 90.00 0.00
8.40 0.00 0 90.00 0.00
9.00 0.00 0 90.00 0.00
9.60 0.00 0 90.00 0.00
10.20 0.00 0 90.00 0.00
10.80 0.00 0 90.00 0.00
11.40 0.03 11 90.00 0.00
12.00 5.48 3,346 90.56 0.00
12.60 0.50 5,953 90.95 0.00
13.20 0.35 6,855 91.07 0.00
13.80 0.27 7,513 91.16 0.00
14.40 0.22 8,027 91.23 0.00
15.00 0.20 8,480 91.29 0.00
15.60 0.17 8,882 91.34 0.00
16.20 0.15 9,230 91.38 0.00
16.80 0.14 9,548 91.42 0.00
17.40 0.13 9,848 91.46 0.00
18.00 0.12 10,127 91.49 0.00
18.60 0.12 10,387 91.52 0.00
19.20 0.11 10,626 91.55 0.00
19.80 0.10 10,844 91.58 0.00
20.40 0.09 11,044 91.60 0.00
21.00 0.09 11,237 91.63 0.00
21.60 0.09 11,427 91.65 0.00
22.20 0.09 11,614 91.67 0.00
22.80 0.08 11,797 91.69 0.00
23.40 0.08 11,975 91.71 0.00
24.00 0.08 12,150 91.73 0.00
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 90HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 224P: 224
Elevation
(feet)
Primary
(cfs)
90.00 0.00
90.02 0.00
90.04 0.00
90.06 0.00
90.08 0.00
90.10 0.00
90.12 0.00
90.14 0.00
90.16 0.00
90.18 0.00
90.20 0.00
90.22 0.00
90.24 0.00
90.26 0.00
90.28 0.00
90.30 0.00
90.32 0.00
90.34 0.00
90.36 0.00
90.38 0.00
90.40 0.00
90.42 0.00
90.44 0.00
90.46 0.00
90.48 0.00
90.50 0.00
90.52 0.00
90.54 0.00
90.56 0.00
90.58 0.00
90.60 0.00
90.62 0.00
90.64 0.00
90.66 0.00
90.68 0.00
90.70 0.00
90.72 0.00
90.74 0.00
90.76 0.00
90.78 0.00
90.80 0.00
90.82 0.00
90.84 0.00
90.86 0.00
90.88 0.00
90.90 0.00
90.92 0.00
90.94 0.00
90.96 0.00
90.98 0.00
91.00 0.00
91.02 0.00
91.04 0.00
Elevation
(feet)
Primary
(cfs)
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.33
92.04 0.94
92.06 1.72
92.08 2.65
92.10 3.70
Elevation
(feet)
Primary
(cfs)
92.12 4.86
92.14 6.13
92.16 7.49
92.18 8.94
92.20 10.46
92.22 12.16
92.24 13.94
92.26 15.83
92.28 17.81
92.30 19.88
92.32 22.05
92.34 24.31
92.36 26.65
92.38 29.09
92.40 31.62
92.42 34.30
92.44 37.07
92.46 39.93
92.48 42.90
92.50 45.96
92.52 49.12
92.54 52.38
92.56 55.74
92.58 59.19
92.60 62.74
92.62 65.86
92.64 69.02
92.66 72.22
92.68 75.48
92.70 78.77
92.72 82.11
92.74 85.49
92.76 88.91
92.78 92.38
92.80 95.88
92.82 99.50
92.84 103.16
92.86 106.87
92.88 110.62
92.90 114.41
92.92 118.25
92.94 122.12
92.96 126.04
92.98 130.00
93.00 134.00
Type II 24-hr 2 yr Rainfall=3.66"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 91HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 224P: 224
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.00 5,642 0
90.05 5,695 283
90.10 5,749 570
90.15 5,803 858
90.20 5,856 1,150
90.25 5,910 1,444
90.30 5,963 1,741
90.35 6,016 2,040
90.40 6,070 2,342
90.45 6,124 2,647
90.50 6,177 2,955
90.55 6,288 3,266
90.60 6,399 3,584
90.65 6,510 3,906
90.70 6,621 4,235
90.75 6,732 4,568
90.80 6,842 4,908
90.85 6,953 5,253
90.90 7,064 5,603
90.95 7,175 5,959
91.00 7,286 6,321
91.05 7,376 6,687
91.10 7,466 7,058
91.15 7,557 7,434
91.20 7,647 7,814
91.25 7,737 8,198
91.30 7,827 8,587
91.35 7,917 8,981
91.40 8,008 9,379
91.45 8,098 9,782
91.50 8,188 10,189
91.55 8,291 10,601
91.60 8,394 11,018
91.65 8,496 11,440
91.70 8,599 11,868
91.75 8,702 12,300
91.80 8,805 12,738
91.85 8,908 13,181
91.90 9,010 13,629
91.95 9,113 14,082
92.00 9,216 14,540
92.05 9,278 15,002
92.10 9,339 15,468
92.15 9,401 15,936
92.20 9,463 16,408
92.25 9,525 16,883
92.30 9,586 17,360
92.35 9,648 17,841
92.40 9,710 18,325
92.45 9,771 18,812
92.50 9,833 19,302
92.55 9,895 19,795
92.60 9,956 20,292
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
92.65 10,018 20,791
92.70 10,080 21,294
92.75 10,142 21,799
92.80 10,203 22,308
92.85 10,265 22,819
92.90 10,327 23,334
92.95 10,388 23,852
93.00 10,450 24,373
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 92HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=24.590 ac 0.00% Impervious Runoff Depth>2.86"Subcatchment 121S: Pre Dev't
Flow Length=1,245' Tc=27.6 min CN=75 Runoff=64.47 cfs 5.853 af
Runoff Area=5.330 ac 0.00% Impervious Runoff Depth>2.69"Subcatchment 122S: Pre Dev't
Tc=10.0 min CN=73 Runoff=22.06 cfs 1.194 af
Runoff Area=3.710 ac 0.00% Impervious Runoff Depth>2.67"Subcatchment 123S: Pre Dev't
Tc=30.0 min CN=73 Runoff=8.61 cfs 0.826 af
Runoff Area=3.190 ac 0.00% Impervious Runoff Depth>2.69"Subcatchment 124S: Pre Dev't
Tc=10.0 min CN=73 Runoff=13.21 cfs 0.715 af
Runoff Area=24.590 ac 0.00% Impervious Runoff Depth>4.05"Subcatchment 221S: Post CY (s)
Flow Length=979' Tc=14.1 min CN=87 Runoff=128.95 cfs 8.294 af
Runoff Area=5.330 ac 0.00% Impervious Runoff Depth>3.85"Subcatchment 222S: Post CY (nw)
Tc=5.0 min CN=85 Runoff=36.13 cfs 1.709 af
Runoff Area=3.710 ac 0.00% Impervious Runoff Depth>4.27"Subcatchment 223S: Post CY (ne)
Tc=5.0 min CN=89 Runoff=27.08 cfs 1.319 af
Runoff Area=3.190 ac 0.00% Impervious Runoff Depth>2.34"Subcatchment 224S: Post CY (se)
Tc=5.0 min CN=69 Runoff=13.82 cfs 0.622 af
Peak Elev=94.11' Storage=171,159 cf Inflow=128.95 cfs 8.294 afPond 221P: 221
Outflow=63.57 cfs 5.152 af
Peak Elev=92.29' Storage=35,032 cf Inflow=36.13 cfs 1.709 afPond 222P: SF
Outflow=18.63 cfs 1.078 af
Peak Elev=94.15' Storage=32,427 cf Inflow=27.08 cfs 1.319 afPond 223P: 223
Outflow=6.78 cfs 0.617 af
Peak Elev=92.04' Storage=14,910 cf Inflow=13.82 cfs 0.622 afPond 224P: 224
Outflow=0.94 cfs 0.286 af
Total Runoff Area = 73.640 ac Runoff Volume = 20.533 af Average Runoff Depth = 3.35"
100.00% Pervious = 73.640 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 93HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 121S: Pre Dev't
Runoff = 64.47 cfs @ 12.22 hrs, Volume= 5.853 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
* 24.590 75
24.590 100.00% 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
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 94HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Subcatchment 121S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)70
60
50
40
30
20
10
0
Type II 24-hr
10 yr Rainfall=5.52"
Runoff Area=24.590 ac
Runoff Volume=5.853 af
Runoff Depth>2.86"
Flow Length=1,245'
Tc=27.6 min
CN=75
64.47 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 95HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 121S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.02 0.00 0.00
0.60 0.03 0.00 0.00
0.90 0.05 0.00 0.00
1.20 0.07 0.00 0.00
1.50 0.09 0.00 0.00
1.80 0.11 0.00 0.00
2.10 0.13 0.00 0.00
2.40 0.15 0.00 0.00
2.70 0.17 0.00 0.00
3.00 0.19 0.00 0.00
3.30 0.21 0.00 0.00
3.60 0.23 0.00 0.00
3.90 0.26 0.00 0.00
4.20 0.28 0.00 0.00
4.50 0.30 0.00 0.00
4.80 0.33 0.00 0.00
5.10 0.36 0.00 0.00
5.40 0.38 0.00 0.00
5.70 0.41 0.00 0.00
6.00 0.44 0.00 0.00
6.30 0.47 0.00 0.00
6.60 0.50 0.00 0.00
6.90 0.54 0.00 0.00
7.20 0.57 0.00 0.00
7.50 0.60 0.00 0.00
7.80 0.64 0.00 0.00
8.10 0.67 0.00 0.00
8.40 0.72 0.00 0.01
8.70 0.76 0.00 0.07
9.00 0.81 0.01 0.17
9.30 0.86 0.01 0.30
9.60 0.92 0.02 0.42
9.90 0.98 0.03 0.56
10.20 1.05 0.04 0.77
10.50 1.13 0.06 1.06
10.80 1.22 0.08 1.46
11.10 1.34 0.11 2.06
11.40 1.50 0.17 3.01
11.70 1.96 0.36 5.22
12.00 3.66 1.42 31.04
12.30 3.94 1.62 59.40
12.60 4.10 1.74 24.85
12.90 4.23 1.84 12.44
13.20 4.33 1.91 8.27
13.50 4.41 1.98 6.39
13.80 4.48 2.04 5.41
14.10 4.55 2.09 4.68
14.40 4.61 2.13 4.12
14.70 4.66 2.18 3.81
15.00 4.71 2.22 3.58
15.30 4.76 2.26 3.36
15.60 4.80 2.29 3.14
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 4.84 2.32 2.92
16.20 4.88 2.35 2.70
16.50 4.92 2.38 2.54
16.80 4.95 2.41 2.44
17.10 4.99 2.44 2.36
17.40 5.02 2.47 2.28
17.70 5.05 2.49 2.20
18.00 5.08 2.52 2.12
18.30 5.11 2.54 2.04
18.60 5.14 2.56 1.96
18.90 5.17 2.59 1.88
19.20 5.19 2.61 1.80
19.50 5.22 2.63 1.72
19.80 5.24 2.65 1.64
20.10 5.26 2.66 1.55
20.40 5.28 2.68 1.49
20.70 5.30 2.70 1.45
21.00 5.33 2.72 1.44
21.30 5.35 2.73 1.42
21.60 5.37 2.75 1.40
21.90 5.39 2.77 1.39
22.20 5.41 2.78 1.37
22.50 5.43 2.80 1.36
22.80 5.45 2.81 1.34
23.10 5.46 2.83 1.33
23.40 5.48 2.85 1.31
23.70 5.50 2.86 1.30
24.00 5.52 2.88 1.28
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 96HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 122S: Pre Dev't
Runoff = 22.06 cfs @ 12.02 hrs, Volume= 1.194 af, Depth> 2.69"
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
* 5.330 73
5.330 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Direct
Subcatchment 122S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
10 yr Rainfall=5.52"
Runoff Area=5.330 ac
Runoff Volume=1.194 af
Runoff Depth>2.69"
Tc=10.0 min
CN=73
22.06 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 97HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 122S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.02 0.00 0.00
0.60 0.03 0.00 0.00
0.90 0.05 0.00 0.00
1.20 0.07 0.00 0.00
1.50 0.09 0.00 0.00
1.80 0.11 0.00 0.00
2.10 0.13 0.00 0.00
2.40 0.15 0.00 0.00
2.70 0.17 0.00 0.00
3.00 0.19 0.00 0.00
3.30 0.21 0.00 0.00
3.60 0.23 0.00 0.00
3.90 0.26 0.00 0.00
4.20 0.28 0.00 0.00
4.50 0.30 0.00 0.00
4.80 0.33 0.00 0.00
5.10 0.36 0.00 0.00
5.40 0.38 0.00 0.00
5.70 0.41 0.00 0.00
6.00 0.44 0.00 0.00
6.30 0.47 0.00 0.00
6.60 0.50 0.00 0.00
6.90 0.54 0.00 0.00
7.20 0.57 0.00 0.00
7.50 0.60 0.00 0.00
7.80 0.64 0.00 0.00
8.10 0.67 0.00 0.00
8.40 0.72 0.00 0.00
8.70 0.76 0.00 0.00
9.00 0.81 0.00 0.02
9.30 0.86 0.00 0.05
9.60 0.92 0.01 0.07
9.90 0.98 0.01 0.11
10.20 1.05 0.02 0.16
10.50 1.13 0.04 0.23
10.80 1.22 0.06 0.34
11.10 1.34 0.08 0.49
11.40 1.50 0.13 0.81
11.70 1.96 0.30 2.78
12.00 3.66 1.29 21.62
12.30 3.94 1.48 4.11
12.60 4.10 1.60 2.14
12.90 4.23 1.69 1.61
13.20 4.33 1.77 1.32
13.50 4.41 1.83 1.13
13.80 4.48 1.88 0.98
14.10 4.55 1.93 0.85
14.40 4.61 1.98 0.79
14.70 4.66 2.02 0.75
15.00 4.71 2.06 0.71
15.30 4.76 2.09 0.66
15.60 4.80 2.13 0.62
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 4.84 2.16 0.57
16.20 4.88 2.19 0.53
16.50 4.92 2.22 0.51
16.80 4.95 2.25 0.50
17.10 4.99 2.27 0.48
17.40 5.02 2.30 0.46
17.70 5.05 2.32 0.45
18.00 5.08 2.35 0.43
18.30 5.11 2.37 0.41
18.60 5.14 2.39 0.40
18.90 5.17 2.41 0.38
19.20 5.19 2.43 0.36
19.50 5.22 2.45 0.35
19.80 5.24 2.47 0.33
20.10 5.26 2.49 0.31
20.40 5.28 2.50 0.30
20.70 5.30 2.52 0.30
21.00 5.33 2.54 0.30
21.30 5.35 2.55 0.30
21.60 5.37 2.57 0.29
21.90 5.39 2.59 0.29
22.20 5.41 2.60 0.29
22.50 5.43 2.62 0.28
22.80 5.45 2.63 0.28
23.10 5.46 2.65 0.28
23.40 5.48 2.67 0.27
23.70 5.50 2.68 0.27
24.00 5.52 2.70 0.27
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 98HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 123S: Pre Dev't
Runoff = 8.61 cfs @ 12.25 hrs, Volume= 0.826 af, Depth> 2.67"
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
* 3.710 73
3.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
Subcatchment 123S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 yr Rainfall=5.52"
Runoff Area=3.710 ac
Runoff Volume=0.826 af
Runoff Depth>2.67"
Tc=30.0 min
CN=73
8.61 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 99HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 123S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.02 0.00 0.00
0.60 0.03 0.00 0.00
0.90 0.05 0.00 0.00
1.20 0.07 0.00 0.00
1.50 0.09 0.00 0.00
1.80 0.11 0.00 0.00
2.10 0.13 0.00 0.00
2.40 0.15 0.00 0.00
2.70 0.17 0.00 0.00
3.00 0.19 0.00 0.00
3.30 0.21 0.00 0.00
3.60 0.23 0.00 0.00
3.90 0.26 0.00 0.00
4.20 0.28 0.00 0.00
4.50 0.30 0.00 0.00
4.80 0.33 0.00 0.00
5.10 0.36 0.00 0.00
5.40 0.38 0.00 0.00
5.70 0.41 0.00 0.00
6.00 0.44 0.00 0.00
6.30 0.47 0.00 0.00
6.60 0.50 0.00 0.00
6.90 0.54 0.00 0.00
7.20 0.57 0.00 0.00
7.50 0.60 0.00 0.00
7.80 0.64 0.00 0.00
8.10 0.67 0.00 0.00
8.40 0.72 0.00 0.00
8.70 0.76 0.00 0.00
9.00 0.81 0.00 0.00
9.30 0.86 0.00 0.02
9.60 0.92 0.01 0.03
9.90 0.98 0.01 0.05
10.20 1.05 0.02 0.08
10.50 1.13 0.04 0.11
10.80 1.22 0.06 0.17
11.10 1.34 0.08 0.24
11.40 1.50 0.13 0.36
11.70 1.96 0.30 0.63
12.00 3.66 1.29 3.65
12.30 3.94 1.48 8.36
12.60 4.10 1.60 3.92
12.90 4.23 1.69 1.97
13.20 4.33 1.77 1.27
13.50 4.41 1.83 0.97
13.80 4.48 1.88 0.80
14.10 4.55 1.93 0.69
14.40 4.61 1.98 0.61
14.70 4.66 2.02 0.56
15.00 4.71 2.06 0.52
15.30 4.76 2.09 0.49
15.60 4.80 2.13 0.46
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 4.84 2.16 0.43
16.20 4.88 2.19 0.40
16.50 4.92 2.22 0.37
16.80 4.95 2.25 0.36
17.10 4.99 2.27 0.35
17.40 5.02 2.30 0.33
17.70 5.05 2.32 0.32
18.00 5.08 2.35 0.31
18.30 5.11 2.37 0.30
18.60 5.14 2.39 0.29
18.90 5.17 2.41 0.28
19.20 5.19 2.43 0.26
19.50 5.22 2.45 0.25
19.80 5.24 2.47 0.24
20.10 5.26 2.49 0.23
20.40 5.28 2.50 0.22
20.70 5.30 2.52 0.21
21.00 5.33 2.54 0.21
21.30 5.35 2.55 0.21
21.60 5.37 2.57 0.21
21.90 5.39 2.59 0.20
22.20 5.41 2.60 0.20
22.50 5.43 2.62 0.20
22.80 5.45 2.63 0.20
23.10 5.46 2.65 0.19
23.40 5.48 2.67 0.19
23.70 5.50 2.68 0.19
24.00 5.52 2.70 0.19
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 100HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 124S: Pre Dev't
Runoff = 13.21 cfs @ 12.02 hrs, Volume= 0.715 af, Depth> 2.69"
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
* 3.190 73
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 124S: Pre Dev't
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)14
12
10
8
6
4
2
0
Type II 24-hr
10 yr Rainfall=5.52"
Runoff Area=3.190 ac
Runoff Volume=0.715 af
Runoff Depth>2.69"
Tc=10.0 min
CN=73
13.21 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 101HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 124S: Pre Dev't
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.02 0.00 0.00
0.60 0.03 0.00 0.00
0.90 0.05 0.00 0.00
1.20 0.07 0.00 0.00
1.50 0.09 0.00 0.00
1.80 0.11 0.00 0.00
2.10 0.13 0.00 0.00
2.40 0.15 0.00 0.00
2.70 0.17 0.00 0.00
3.00 0.19 0.00 0.00
3.30 0.21 0.00 0.00
3.60 0.23 0.00 0.00
3.90 0.26 0.00 0.00
4.20 0.28 0.00 0.00
4.50 0.30 0.00 0.00
4.80 0.33 0.00 0.00
5.10 0.36 0.00 0.00
5.40 0.38 0.00 0.00
5.70 0.41 0.00 0.00
6.00 0.44 0.00 0.00
6.30 0.47 0.00 0.00
6.60 0.50 0.00 0.00
6.90 0.54 0.00 0.00
7.20 0.57 0.00 0.00
7.50 0.60 0.00 0.00
7.80 0.64 0.00 0.00
8.10 0.67 0.00 0.00
8.40 0.72 0.00 0.00
8.70 0.76 0.00 0.00
9.00 0.81 0.00 0.01
9.30 0.86 0.00 0.03
9.60 0.92 0.01 0.04
9.90 0.98 0.01 0.07
10.20 1.05 0.02 0.10
10.50 1.13 0.04 0.14
10.80 1.22 0.06 0.20
11.10 1.34 0.08 0.30
11.40 1.50 0.13 0.48
11.70 1.96 0.30 1.66
12.00 3.66 1.29 12.94
12.30 3.94 1.48 2.46
12.60 4.10 1.60 1.28
12.90 4.23 1.69 0.96
13.20 4.33 1.77 0.79
13.50 4.41 1.83 0.68
13.80 4.48 1.88 0.59
14.10 4.55 1.93 0.51
14.40 4.61 1.98 0.48
14.70 4.66 2.02 0.45
15.00 4.71 2.06 0.42
15.30 4.76 2.09 0.40
15.60 4.80 2.13 0.37
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 4.84 2.16 0.34
16.20 4.88 2.19 0.32
16.50 4.92 2.22 0.31
16.80 4.95 2.25 0.30
17.10 4.99 2.27 0.29
17.40 5.02 2.30 0.28
17.70 5.05 2.32 0.27
18.00 5.08 2.35 0.26
18.30 5.11 2.37 0.25
18.60 5.14 2.39 0.24
18.90 5.17 2.41 0.23
19.20 5.19 2.43 0.22
19.50 5.22 2.45 0.21
19.80 5.24 2.47 0.20
20.10 5.26 2.49 0.19
20.40 5.28 2.50 0.18
20.70 5.30 2.52 0.18
21.00 5.33 2.54 0.18
21.30 5.35 2.55 0.18
21.60 5.37 2.57 0.17
21.90 5.39 2.59 0.17
22.20 5.41 2.60 0.17
22.50 5.43 2.62 0.17
22.80 5.45 2.63 0.17
23.10 5.46 2.65 0.17
23.40 5.48 2.67 0.16
23.70 5.50 2.68 0.16
24.00 5.52 2.70 0.16
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 102HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 221S: Post CY (s)
Runoff = 128.95 cfs @ 12.06 hrs, Volume= 8.294 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"
Area (ac) CN Description
* 24.590 87
24.590 100.00% 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
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 103HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Subcatchment 221S: Post CY (s)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)140
120
100
80
60
40
20
0
Type II 24-hr
10 yr Rainfall=5.52"
Runoff Area=24.590 ac
Runoff Volume=8.294 af
Runoff Depth>4.05"
Flow Length=979'
Tc=14.1 min
CN=87
128.95 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 104HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 221S: Post CY (s)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.02 0.00 0.00
0.60 0.03 0.00 0.00
0.90 0.05 0.00 0.00
1.20 0.07 0.00 0.00
1.50 0.09 0.00 0.00
1.80 0.11 0.00 0.00
2.10 0.13 0.00 0.00
2.40 0.15 0.00 0.00
2.70 0.17 0.00 0.00
3.00 0.19 0.00 0.00
3.30 0.21 0.00 0.00
3.60 0.23 0.00 0.00
3.90 0.26 0.00 0.00
4.20 0.28 0.00 0.00
4.50 0.30 0.00 0.00
4.80 0.33 0.00 0.04
5.10 0.36 0.00 0.11
5.40 0.38 0.00 0.18
5.70 0.41 0.01 0.26
6.00 0.44 0.01 0.35
6.30 0.47 0.02 0.44
6.60 0.50 0.02 0.53
6.90 0.54 0.03 0.62
7.20 0.57 0.04 0.72
7.50 0.60 0.05 0.82
7.80 0.64 0.06 0.92
8.10 0.67 0.08 1.02
8.40 0.72 0.09 1.21
8.70 0.76 0.11 1.46
9.00 0.81 0.13 1.73
9.30 0.86 0.16 1.98
9.60 0.92 0.18 2.11
9.90 0.98 0.21 2.43
10.20 1.05 0.25 2.93
10.50 1.13 0.29 3.61
10.80 1.22 0.35 4.52
11.10 1.34 0.43 5.79
11.40 1.50 0.53 8.17
11.70 1.96 0.87 18.23
12.00 3.66 2.33 114.94
12.30 3.94 2.58 37.85
12.60 4.10 2.73 14.93
12.90 4.23 2.85 9.90
13.20 4.33 2.94 7.93
13.50 4.41 3.02 6.74
13.80 4.48 3.08 5.79
14.10 4.55 3.14 5.02
14.40 4.61 3.20 4.57
14.70 4.66 3.25 4.30
15.00 4.71 3.30 4.04
15.30 4.76 3.34 3.77
15.60 4.80 3.38 3.51
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 4.84 3.42 3.24
16.20 4.88 3.46 2.99
16.50 4.92 3.49 2.87
16.80 4.95 3.52 2.77
17.10 4.99 3.56 2.68
17.40 5.02 3.59 2.58
17.70 5.05 3.62 2.49
18.00 5.08 3.65 2.39
18.30 5.11 3.67 2.30
18.60 5.14 3.70 2.20
18.90 5.17 3.73 2.11
19.20 5.19 3.75 2.01
19.50 5.22 3.77 1.91
19.80 5.24 3.79 1.82
20.10 5.26 3.81 1.72
20.40 5.28 3.84 1.67
20.70 5.30 3.85 1.65
21.00 5.33 3.87 1.63
21.30 5.35 3.89 1.62
21.60 5.37 3.91 1.60
21.90 5.39 3.93 1.58
22.20 5.41 3.95 1.56
22.50 5.43 3.97 1.54
22.80 5.45 3.99 1.52
23.10 5.46 4.01 1.50
23.40 5.48 4.02 1.48
23.70 5.50 4.04 1.46
24.00 5.52 4.06 1.44
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 105HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 222S: Post CY (nw)
Runoff = 36.13 cfs @ 11.96 hrs, Volume= 1.709 af, Depth> 3.85"
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
* 5.330 85
5.330 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 222S: Post CY (nw)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)40
35
30
25
20
15
10
5
0
Type II 24-hr
10 yr Rainfall=5.52"
Runoff Area=5.330 ac
Runoff Volume=1.709 af
Runoff Depth>3.85"
Tc=5.0 min
CN=85
36.13 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 106HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 222S: Post CY (nw)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.02 0.00 0.00
0.60 0.03 0.00 0.00
0.90 0.05 0.00 0.00
1.20 0.07 0.00 0.00
1.50 0.09 0.00 0.00
1.80 0.11 0.00 0.00
2.10 0.13 0.00 0.00
2.40 0.15 0.00 0.00
2.70 0.17 0.00 0.00
3.00 0.19 0.00 0.00
3.30 0.21 0.00 0.00
3.60 0.23 0.00 0.00
3.90 0.26 0.00 0.00
4.20 0.28 0.00 0.00
4.50 0.30 0.00 0.00
4.80 0.33 0.00 0.00
5.10 0.36 0.00 0.00
5.40 0.38 0.00 0.01
5.70 0.41 0.00 0.03
6.00 0.44 0.00 0.05
6.30 0.47 0.01 0.06
6.60 0.50 0.01 0.08
6.90 0.54 0.02 0.10
7.20 0.57 0.02 0.12
7.50 0.60 0.03 0.14
7.80 0.64 0.04 0.16
8.10 0.67 0.05 0.18
8.40 0.72 0.06 0.23
8.70 0.76 0.08 0.28
9.00 0.81 0.09 0.34
9.30 0.86 0.11 0.37
9.60 0.92 0.14 0.40
9.90 0.98 0.16 0.49
10.20 1.05 0.20 0.61
10.50 1.13 0.24 0.76
10.80 1.22 0.29 0.98
11.10 1.34 0.35 1.28
11.40 1.50 0.45 1.90
11.70 1.96 0.76 8.43
12.00 3.66 2.16 30.52
12.30 3.94 2.40 3.96
12.60 4.10 2.55 2.32
12.90 4.23 2.66 1.88
13.20 4.33 2.75 1.54
13.50 4.41 2.83 1.32
13.80 4.48 2.89 1.15
14.10 4.55 2.95 1.00
14.40 4.61 3.00 0.94
14.70 4.66 3.06 0.89
15.00 4.71 3.10 0.83
15.30 4.76 3.15 0.77
15.60 4.80 3.19 0.72
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 4.84 3.22 0.66
16.20 4.88 3.26 0.62
16.50 4.92 3.29 0.60
16.80 4.95 3.33 0.58
17.10 4.99 3.36 0.56
17.40 5.02 3.39 0.54
17.70 5.05 3.42 0.52
18.00 5.08 3.45 0.50
18.30 5.11 3.47 0.48
18.60 5.14 3.50 0.46
18.90 5.17 3.52 0.44
19.20 5.19 3.55 0.42
19.50 5.22 3.57 0.40
19.80 5.24 3.59 0.38
20.10 5.26 3.61 0.36
20.40 5.28 3.63 0.35
20.70 5.30 3.65 0.35
21.00 5.33 3.67 0.35
21.30 5.35 3.69 0.34
21.60 5.37 3.71 0.34
21.90 5.39 3.73 0.33
22.20 5.41 3.75 0.33
22.50 5.43 3.76 0.33
22.80 5.45 3.78 0.32
23.10 5.46 3.80 0.32
23.40 5.48 3.82 0.31
23.70 5.50 3.83 0.31
24.00 5.52 3.85 0.31
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 107HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 223S: Post CY (ne)
Runoff = 27.08 cfs @ 11.96 hrs, Volume= 1.319 af, Depth> 4.27"
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 10 yr Rainfall=5.52"
Area (ac) CN Description
* 3.710 89
3.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 223S: Post CY (ne)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)30
25
20
15
10
5
0
Type II 24-hr
10 yr Rainfall=5.52"
Runoff Area=3.710 ac
Runoff Volume=1.319 af
Runoff Depth>4.27"
Tc=5.0 min
CN=89
27.08 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 108HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 223S: Post CY (ne)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.02 0.00 0.00
0.60 0.03 0.00 0.00
0.90 0.05 0.00 0.00
1.20 0.07 0.00 0.00
1.50 0.09 0.00 0.00
1.80 0.11 0.00 0.00
2.10 0.13 0.00 0.00
2.40 0.15 0.00 0.00
2.70 0.17 0.00 0.00
3.00 0.19 0.00 0.00
3.30 0.21 0.00 0.00
3.60 0.23 0.00 0.00
3.90 0.26 0.00 0.00
4.20 0.28 0.00 0.01
4.50 0.30 0.00 0.02
4.80 0.33 0.01 0.04
5.10 0.36 0.01 0.05
5.40 0.38 0.01 0.06
5.70 0.41 0.02 0.08
6.00 0.44 0.03 0.09
6.30 0.47 0.03 0.11
6.60 0.50 0.04 0.12
6.90 0.54 0.05 0.14
7.20 0.57 0.07 0.15
7.50 0.60 0.08 0.17
7.80 0.64 0.09 0.18
8.10 0.67 0.11 0.20
8.40 0.72 0.13 0.24
8.70 0.76 0.15 0.29
9.00 0.81 0.18 0.34
9.30 0.86 0.21 0.36
9.60 0.92 0.24 0.38
9.90 0.98 0.27 0.46
10.20 1.05 0.31 0.55
10.50 1.13 0.37 0.67
10.80 1.22 0.43 0.86
11.10 1.34 0.51 1.09
11.40 1.50 0.63 1.58
11.70 1.96 0.99 6.78
12.00 3.66 2.51 22.70
12.30 3.94 2.76 2.90
12.60 4.10 2.92 1.69
12.90 4.23 3.04 1.37
13.20 4.33 3.13 1.12
13.50 4.41 3.21 0.96
13.80 4.48 3.28 0.83
14.10 4.55 3.34 0.72
14.40 4.61 3.39 0.68
14.70 4.66 3.45 0.64
15.00 4.71 3.50 0.60
15.30 4.76 3.54 0.56
15.60 4.80 3.58 0.52
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 4.84 3.62 0.48
16.20 4.88 3.66 0.45
16.50 4.92 3.69 0.43
16.80 4.95 3.73 0.42
17.10 4.99 3.76 0.40
17.40 5.02 3.79 0.39
17.70 5.05 3.82 0.37
18.00 5.08 3.85 0.36
18.30 5.11 3.88 0.35
18.60 5.14 3.91 0.33
18.90 5.17 3.93 0.32
19.20 5.19 3.96 0.30
19.50 5.22 3.98 0.29
19.80 5.24 4.00 0.27
20.10 5.26 4.02 0.26
20.40 5.28 4.04 0.25
20.70 5.30 4.06 0.25
21.00 5.33 4.08 0.25
21.30 5.35 4.10 0.25
21.60 5.37 4.12 0.24
21.90 5.39 4.14 0.24
22.20 5.41 4.16 0.24
22.50 5.43 4.18 0.23
22.80 5.45 4.20 0.23
23.10 5.46 4.22 0.23
23.40 5.48 4.24 0.23
23.70 5.50 4.25 0.22
24.00 5.52 4.27 0.22
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 109HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 224S: Post CY (se)
Runoff = 13.82 cfs @ 11.96 hrs, Volume= 0.622 af, Depth> 2.34"
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
* 3.190 69
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 224S: Post CY (se)
Runoff
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)14
12
10
8
6
4
2
0
Type II 24-hr
10 yr Rainfall=5.52"
Runoff Area=3.190 ac
Runoff Volume=0.622 af
Runoff Depth>2.34"
Tc=5.0 min
CN=69
13.82 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 110HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 224S: Post CY (se)
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
0.00 0.00 0.00 0.00
0.30 0.02 0.00 0.00
0.60 0.03 0.00 0.00
0.90 0.05 0.00 0.00
1.20 0.07 0.00 0.00
1.50 0.09 0.00 0.00
1.80 0.11 0.00 0.00
2.10 0.13 0.00 0.00
2.40 0.15 0.00 0.00
2.70 0.17 0.00 0.00
3.00 0.19 0.00 0.00
3.30 0.21 0.00 0.00
3.60 0.23 0.00 0.00
3.90 0.26 0.00 0.00
4.20 0.28 0.00 0.00
4.50 0.30 0.00 0.00
4.80 0.33 0.00 0.00
5.10 0.36 0.00 0.00
5.40 0.38 0.00 0.00
5.70 0.41 0.00 0.00
6.00 0.44 0.00 0.00
6.30 0.47 0.00 0.00
6.60 0.50 0.00 0.00
6.90 0.54 0.00 0.00
7.20 0.57 0.00 0.00
7.50 0.60 0.00 0.00
7.80 0.64 0.00 0.00
8.10 0.67 0.00 0.00
8.40 0.72 0.00 0.00
8.70 0.76 0.00 0.00
9.00 0.81 0.00 0.00
9.30 0.86 0.00 0.00
9.60 0.92 0.00 0.00
9.90 0.98 0.00 0.02
10.20 1.05 0.00 0.04
10.50 1.13 0.01 0.08
10.80 1.22 0.02 0.13
11.10 1.34 0.04 0.21
11.40 1.50 0.07 0.38
11.70 1.96 0.20 2.17
12.00 3.66 1.05 12.11
12.30 3.94 1.23 1.70
12.60 4.10 1.33 1.01
12.90 4.23 1.42 0.83
13.20 4.33 1.48 0.69
13.50 4.41 1.54 0.60
13.80 4.48 1.59 0.52
14.10 4.55 1.63 0.46
14.40 4.61 1.68 0.43
14.70 4.66 1.71 0.41
15.00 4.71 1.75 0.38
15.30 4.76 1.78 0.36
15.60 4.80 1.82 0.33
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
15.90 4.84 1.85 0.31
16.20 4.88 1.87 0.29
16.50 4.92 1.90 0.28
16.80 4.95 1.92 0.27
17.10 4.99 1.95 0.26
17.40 5.02 1.97 0.25
17.70 5.05 2.00 0.25
18.00 5.08 2.02 0.24
18.30 5.11 2.04 0.23
18.60 5.14 2.06 0.22
18.90 5.17 2.08 0.21
19.20 5.19 2.10 0.20
19.50 5.22 2.12 0.19
19.80 5.24 2.13 0.18
20.10 5.26 2.15 0.17
20.40 5.28 2.17 0.17
20.70 5.30 2.18 0.17
21.00 5.33 2.20 0.17
21.30 5.35 2.21 0.16
21.60 5.37 2.23 0.16
21.90 5.39 2.24 0.16
22.20 5.41 2.26 0.16
22.50 5.43 2.27 0.16
22.80 5.45 2.29 0.16
23.10 5.46 2.30 0.15
23.40 5.48 2.32 0.15
23.70 5.50 2.33 0.15
24.00 5.52 2.34 0.15
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 111HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 221P: 221
Inflow Area = 24.590 ac, 0.00% Impervious, Inflow Depth > 4.05" for 10 yr event
Inflow = 128.95 cfs @ 12.06 hrs, Volume= 8.294 af
Outflow = 63.57 cfs @ 12.21 hrs, Volume= 5.152 af, Atten= 51%, Lag= 9.5 min
Primary = 63.57 cfs @ 12.21 hrs, Volume= 5.152 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 94.11' @ 12.21 hrs Surf.Area= 63,136 sf Storage= 171,159 cf
Plug-Flow detention time= 187.8 min calculated for 5.145 af (62% of inflow)
Center-of-Mass det. time= 86.2 min ( 886.3 - 800.1 )
Volume Invert Avail.Storage Storage Description
#1 91.00' 196,497 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
91.00 29,222 0 0
91.50 51,128 20,088 20,088
92.00 54,024 26,288 46,376
92.50 56,935 27,740 74,115
93.00 59,864 29,200 103,315
94.00 62,500 61,182 164,497
94.50 65,500 32,000 196,497
Device Routing Invert Outlet Devices
#1 Primary 93.50'50.0' 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=63.43 cfs @ 12.21 hrs HW=94.10' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 63.43 cfs @ 2.10 fps)
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 112HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 221P: 221
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)140
120
100
80
60
40
20
0
Inflow Area=24.590 ac
Peak Elev=94.11'
Storage=171,159 cf
128.95 cfs
63.57 cfs
Pond 221P: 221
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 113HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 221P: 221
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
150,000100,00050,0000
Surface/Horizontal/Wetted Area (sq-ft)
60,00050,00040,00030,00020,00010,0000
Elevation (feet)94
93
92
91 Custom Stage Data
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 114HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 221P: 221
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 91.00 0.00
0.60 0.00 0 91.00 0.00
1.20 0.00 0 91.00 0.00
1.80 0.00 0 91.00 0.00
2.40 0.00 0 91.00 0.00
3.00 0.00 0 91.00 0.00
3.60 0.00 0 91.00 0.00
4.20 0.00 0 91.00 0.00
4.80 0.04 14 91.00 0.00
5.40 0.18 248 91.01 0.00
6.00 0.35 819 91.03 0.00
6.60 0.53 1,761 91.06 0.00
7.20 0.72 3,102 91.10 0.00
7.80 0.92 4,867 91.15 0.00
8.40 1.21 7,107 91.21 0.00
9.00 1.73 10,262 91.29 0.00
9.60 2.11 14,488 91.38 0.00
10.20 2.93 19,793 91.49 0.00
10.80 4.52 27,665 91.65 0.00
11.40 8.17 40,610 91.89 0.00
12.00 114.94 111,849 93.14 0.00
12.60 14.93 153,957 93.83 23.27
13.20 7.93 145,260 93.69 9.72
13.80 5.79 142,644 93.65 6.68
14.40 4.57 141,121 93.62 5.05
15.00 4.04 140,342 93.61 4.33
15.60 3.51 139,749 93.60 3.77
16.20 2.99 139,179 93.59 3.24
16.80 2.77 138,778 93.58 2.92
17.40 2.58 138,501 93.58 2.70
18.00 2.39 138,248 93.58 2.51
18.60 2.20 137,998 93.57 2.32
19.20 2.01 137,749 93.57 2.13
19.80 1.82 137,499 93.56 1.93
20.40 1.67 137,264 93.56 1.75
21.00 1.63 137,153 93.56 1.67
21.60 1.60 137,092 93.56 1.62
22.20 1.56 137,041 93.56 1.58
22.80 1.52 136,991 93.56 1.54
23.40 1.48 136,941 93.55 1.51
24.00 1.44 136,882 93.55 1.47
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 115HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 221P: 221
Elevation
(feet)
Primary
(cfs)
91.00 0.00
91.02 0.00
91.04 0.00
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.00
92.04 0.00
Elevation
(feet)
Primary
(cfs)
92.06 0.00
92.08 0.00
92.10 0.00
92.12 0.00
92.14 0.00
92.16 0.00
92.18 0.00
92.20 0.00
92.22 0.00
92.24 0.00
92.26 0.00
92.28 0.00
92.30 0.00
92.32 0.00
92.34 0.00
92.36 0.00
92.38 0.00
92.40 0.00
92.42 0.00
92.44 0.00
92.46 0.00
92.48 0.00
92.50 0.00
92.52 0.00
92.54 0.00
92.56 0.00
92.58 0.00
92.60 0.00
92.62 0.00
92.64 0.00
92.66 0.00
92.68 0.00
92.70 0.00
92.72 0.00
92.74 0.00
92.76 0.00
92.78 0.00
92.80 0.00
92.82 0.00
92.84 0.00
92.86 0.00
92.88 0.00
92.90 0.00
92.92 0.00
92.94 0.00
92.96 0.00
92.98 0.00
93.00 0.00
93.02 0.00
93.04 0.00
93.06 0.00
93.08 0.00
93.10 0.00
Elevation
(feet)
Primary
(cfs)
93.12 0.00
93.14 0.00
93.16 0.00
93.18 0.00
93.20 0.00
93.22 0.00
93.24 0.00
93.26 0.00
93.28 0.00
93.30 0.00
93.32 0.00
93.34 0.00
93.36 0.00
93.38 0.00
93.40 0.00
93.42 0.00
93.44 0.00
93.46 0.00
93.48 0.00
93.50 0.00
93.52 0.33
93.54 0.94
93.56 1.72
93.58 2.65
93.60 3.70
93.62 4.86
93.64 6.13
93.66 7.49
93.68 8.94
93.70 10.46
93.72 12.16
93.74 13.94
93.76 15.83
93.78 17.81
93.80 19.88
93.82 22.05
93.84 24.31
93.86 26.65
93.88 29.09
93.90 31.62
93.92 34.30
93.94 37.07
93.96 39.93
93.98 42.90
94.00 45.96
94.02 49.12
94.04 52.38
94.06 55.74
94.08 59.19
94.10 62.74
94.12 65.86
94.14 69.02
94.16 72.22
Elevation
(feet)
Primary
(cfs)
94.18 75.48
94.20 78.77
94.22 82.11
94.24 85.49
94.26 88.91
94.28 92.38
94.30 95.88
94.32 99.50
94.34 103.16
94.36 106.87
94.38 110.62
94.40 114.41
94.42 118.25
94.44 122.12
94.46 126.04
94.48 130.00
94.50 134.00
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 116HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 221P: 221
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
91.00 29,222 0
91.05 31,413 1,516
91.10 33,603 3,141
91.15 35,794 4,876
91.20 37,984 6,721
91.25 40,175 8,675
91.30 42,366 10,738
91.35 44,556 12,911
91.40 46,747 15,194
91.45 48,937 17,586
91.50 51,128 20,088
91.55 51,418 22,651
91.60 51,707 25,229
91.65 51,997 27,822
91.70 52,286 30,429
91.75 52,576 33,051
91.80 52,866 35,687
91.85 53,155 38,337
91.90 53,445 41,002
91.95 53,734 43,682
92.00 54,024 46,376
92.05 54,315 49,084
92.10 54,606 51,807
92.15 54,897 54,545
92.20 55,188 57,297
92.25 55,480 60,063
92.30 55,771 62,845
92.35 56,062 65,640
92.40 56,353 68,451
92.45 56,644 71,276
92.50 56,935 74,115
92.55 57,228 76,969
92.60 57,521 79,838
92.65 57,814 82,721
92.70 58,107 85,619
92.75 58,400 88,532
92.80 58,692 91,459
92.85 58,985 94,401
92.90 59,278 97,358
92.95 59,571 100,329
93.00 59,864 103,315
93.05 59,996 106,311
93.10 60,128 109,315
93.15 60,259 112,324
93.20 60,391 115,341
93.25 60,523 118,363
93.30 60,655 121,393
93.35 60,787 124,429
93.40 60,918 127,471
93.45 61,050 130,521
93.50 61,182 133,577
93.55 61,314 136,639
93.60 61,446 139,708
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.65 61,577 142,783
93.70 61,709 145,866
93.75 61,841 148,954
93.80 61,973 152,050
93.85 62,105 155,152
93.90 62,236 158,260
93.95 62,368 161,375
94.00 62,500 164,497
94.05 62,800 167,629
94.10 63,100 170,777
94.15 63,400 173,940
94.20 63,700 177,117
94.25 64,000 180,310
94.30 64,300 183,517
94.35 64,600 186,739
94.40 64,900 189,977
94.45 65,200 193,230
94.50 65,500 196,497
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 117HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 222P: SF
Inflow Area = 5.330 ac, 0.00% Impervious, Inflow Depth > 3.85" for 10 yr event
Inflow = 36.13 cfs @ 11.96 hrs, Volume= 1.709 af
Outflow = 18.63 cfs @ 12.04 hrs, Volume= 1.078 af, Atten= 48%, Lag= 5.1 min
Primary = 18.63 cfs @ 12.04 hrs, Volume= 1.078 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 92.29' @ 12.04 hrs Surf.Area= 28,165 sf Storage= 35,032 cf
Plug-Flow detention time= 184.1 min calculated for 1.076 af (63% of inflow)
Center-of-Mass det. time= 81.1 min ( 880.2 - 799.1 )
Volume Invert Avail.Storage Storage Description
#1 90.50' 55,826 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.50 4,842 0 0
91.00 18,475 5,829 5,829
91.50 19,525 9,500 15,329
92.00 27,321 11,712 27,041
93.00 30,250 28,786 55,826
Device Routing Invert Outlet Devices
#1 Primary 92.00'50.0' 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=18.13 cfs @ 12.04 hrs HW=92.28' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 18.13 cfs @ 1.28 fps)
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 118HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)40
35
30
25
20
15
10
5
0
Inflow Area=5.330 ac
Peak Elev=92.29'
Storage=35,032 cf
36.13 cfs
18.63 cfs
Pond 222P: SF
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 119HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
40,00020,0000
Surface/Horizontal/Wetted Area (sq-ft)
30,00025,00020,00015,00010,0005,0000
Elevation (feet)93
92
91
Custom Stage Data
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 120HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 222P: SF
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.50 0.00
0.60 0.00 0 90.50 0.00
1.20 0.00 0 90.50 0.00
1.80 0.00 0 90.50 0.00
2.40 0.00 0 90.50 0.00
3.00 0.00 0 90.50 0.00
3.60 0.00 0 90.50 0.00
4.20 0.00 0 90.50 0.00
4.80 0.00 0 90.50 0.00
5.40 0.01 6 90.50 0.00
6.00 0.05 69 90.51 0.00
6.60 0.08 205 90.54 0.00
7.20 0.12 421 90.57 0.00
7.80 0.16 723 90.61 0.00
8.40 0.23 1,130 90.66 0.00
9.00 0.34 1,735 90.72 0.00
9.60 0.40 2,536 90.79 0.00
10.20 0.61 3,608 90.87 0.00
10.80 0.98 5,270 90.97 0.00
11.40 1.90 8,180 91.13 0.00
12.00 30.52 33,851 92.25 14.51
12.60 2.32 29,497 92.09 3.15
13.20 1.54 28,683 92.06 1.74
13.80 1.15 28,374 92.05 1.26
14.40 0.94 28,162 92.04 1.00
15.00 0.83 28,058 92.04 0.87
15.60 0.72 27,966 92.03 0.76
16.20 0.62 27,878 92.03 0.65
16.80 0.58 27,833 92.03 0.60
17.40 0.54 27,800 92.03 0.56
18.00 0.50 27,767 92.03 0.51
18.60 0.46 27,734 92.03 0.47
19.20 0.42 27,694 92.02 0.44
19.80 0.38 27,639 92.02 0.40
20.40 0.35 27,588 92.02 0.37
21.00 0.35 27,565 92.02 0.35
21.60 0.34 27,550 92.02 0.34
22.20 0.33 27,538 92.02 0.34
22.80 0.32 27,526 92.02 0.33
23.40 0.31 27,514 92.02 0.32
24.00 0.31 27,502 92.02 0.31
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 121HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 222P: SF
Elevation
(feet)
Primary
(cfs)
90.50 0.00
90.52 0.00
90.54 0.00
90.56 0.00
90.58 0.00
90.60 0.00
90.62 0.00
90.64 0.00
90.66 0.00
90.68 0.00
90.70 0.00
90.72 0.00
90.74 0.00
90.76 0.00
90.78 0.00
90.80 0.00
90.82 0.00
90.84 0.00
90.86 0.00
90.88 0.00
90.90 0.00
90.92 0.00
90.94 0.00
90.96 0.00
90.98 0.00
91.00 0.00
91.02 0.00
91.04 0.00
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
Elevation
(feet)
Primary
(cfs)
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.33
92.04 0.94
92.06 1.72
92.08 2.65
92.10 3.70
92.12 4.86
92.14 6.13
92.16 7.49
92.18 8.94
92.20 10.46
92.22 12.16
92.24 13.94
92.26 15.83
92.28 17.81
92.30 19.88
92.32 22.05
92.34 24.31
92.36 26.65
92.38 29.09
92.40 31.62
92.42 34.30
92.44 37.07
92.46 39.93
92.48 42.90
92.50 45.96
92.52 49.12
92.54 52.38
92.56 55.74
92.58 59.19
92.60 62.74
Elevation
(feet)
Primary
(cfs)
92.62 65.86
92.64 69.02
92.66 72.22
92.68 75.48
92.70 78.77
92.72 82.11
92.74 85.49
92.76 88.91
92.78 92.38
92.80 95.88
92.82 99.50
92.84 103.16
92.86 106.87
92.88 110.62
92.90 114.41
92.92 118.25
92.94 122.12
92.96 126.04
92.98 130.00
93.00 134.00
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 122HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 222P: SF
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.50 4,842 0
90.55 6,205 276
90.60 7,569 621
90.65 8,932 1,033
90.70 10,295 1,514
90.75 11,659 2,063
90.80 13,022 2,680
90.85 14,385 3,365
90.90 15,748 4,118
90.95 17,112 4,940
91.00 18,475 5,829
91.05 18,580 6,756
91.10 18,685 7,687
91.15 18,790 8,624
91.20 18,895 9,566
91.25 19,000 10,514
91.30 19,105 11,466
91.35 19,210 12,424
91.40 19,315 13,387
91.45 19,420 14,356
91.50 19,525 15,329
91.55 20,305 16,325
91.60 21,084 17,360
91.65 21,864 18,433
91.70 22,643 19,546
91.75 23,423 20,698
91.80 24,203 21,888
91.85 24,982 23,118
91.90 25,762 24,387
91.95 26,541 25,694
92.00 27,321 27,041
92.05 27,467 28,410
92.10 27,614 29,787
92.15 27,760 31,172
92.20 27,907 32,564
92.25 28,053 33,963
92.30 28,200 35,369
92.35 28,346 36,783
92.40 28,493 38,203
92.45 28,639 39,632
92.50 28,786 41,067
92.55 28,932 42,510
92.60 29,078 43,961
92.65 29,225 45,418
92.70 29,371 46,883
92.75 29,518 48,355
92.80 29,664 49,835
92.85 29,811 51,322
92.90 29,957 52,816
92.95 30,104 54,317
93.00 30,250 55,826
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 123HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 223P: 223
Inflow Area = 3.710 ac, 0.00% Impervious, Inflow Depth > 4.27" for 10 yr event
Inflow = 27.08 cfs @ 11.96 hrs, Volume= 1.319 af
Outflow = 6.78 cfs @ 12.10 hrs, Volume= 0.617 af, Atten= 75%, Lag= 8.3 min
Primary = 6.78 cfs @ 12.10 hrs, Volume= 0.617 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 94.15' @ 12.10 hrs Surf.Area= 13,475 sf Storage= 32,427 cf
Plug-Flow detention time= 245.0 min calculated for 0.617 af (47% of inflow)
Center-of-Mass det. time= 129.4 min ( 915.6 - 786.3 )
Volume Invert Avail.Storage Storage Description
#1 90.50' 44,430 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.50 5,898 0 0
92.00 7,314 9,909 9,909
92.50 8,772 4,022 13,931
93.00 10,247 4,755 18,685
93.50 11,740 5,497 24,182
94.00 13,251 6,248 30,430
95.00 14,750 14,001 44,430
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=6.65 cfs @ 12.10 hrs HW=94.15' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 6.65 cfs @ 0.90 fps)
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 124HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 223P: 223
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)30
25
20
15
10
5
0
Inflow Area=3.710 ac
Peak Elev=94.15'
Storage=32,427 cf
27.08 cfs
6.78 cfs
Pond 223P: 223
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)95
94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 125HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 223P: 223
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
40,00030,00020,00010,0000
Surface/Horizontal/Wetted Area (sq-ft)
14,00012,00010,0008,0006,0004,0002,0000
Elevation (feet)95
94
93
92
91 Custom Stage Data
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 126HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 223P: 223
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.50 0.00
0.60 0.00 0 90.50 0.00
1.20 0.00 0 90.50 0.00
1.80 0.00 0 90.50 0.00
2.40 0.00 0 90.50 0.00
3.00 0.00 0 90.50 0.00
3.60 0.00 0 90.50 0.00
4.20 0.01 8 90.50 0.00
4.80 0.04 60 90.51 0.00
5.40 0.06 166 90.53 0.00
6.00 0.09 330 90.56 0.00
6.60 0.12 558 90.59 0.00
7.20 0.15 852 90.64 0.00
7.80 0.18 1,215 90.70 0.00
8.40 0.24 1,664 90.78 0.00
9.00 0.34 2,287 90.88 0.00
9.60 0.38 3,068 91.00 0.00
10.20 0.55 4,066 91.15 0.00
10.80 0.86 5,546 91.38 0.00
11.40 1.58 8,025 91.74 0.00
12.00 22.70 29,165 93.90 0.00
12.60 1.69 31,283 94.06 1.95
13.20 1.12 31,031 94.05 1.21
13.80 0.83 30,892 94.03 0.88
14.40 0.68 30,813 94.03 0.70
15.00 0.60 30,777 94.03 0.62
15.60 0.52 30,742 94.02 0.54
16.20 0.45 30,709 94.02 0.46
16.80 0.42 30,695 94.02 0.42
17.40 0.39 30,682 94.02 0.40
18.00 0.36 30,669 94.02 0.37
18.60 0.33 30,657 94.02 0.34
19.20 0.30 30,644 94.02 0.31
19.80 0.27 30,631 94.02 0.28
20.40 0.25 30,622 94.01 0.26
21.00 0.25 30,620 94.01 0.25
21.60 0.24 30,617 94.01 0.24
22.20 0.24 30,615 94.01 0.24
22.80 0.23 30,612 94.01 0.23
23.40 0.23 30,610 94.01 0.23
24.00 0.22 30,607 94.01 0.22
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 127HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 223P: 223
Elevation
(feet)
Primary
(cfs)
90.50 0.00
90.55 0.00
90.60 0.00
90.65 0.00
90.70 0.00
90.75 0.00
90.80 0.00
90.85 0.00
90.90 0.00
90.95 0.00
91.00 0.00
91.05 0.00
91.10 0.00
91.15 0.00
91.20 0.00
91.25 0.00
91.30 0.00
91.35 0.00
91.40 0.00
91.45 0.00
91.50 0.00
91.55 0.00
91.60 0.00
91.65 0.00
91.70 0.00
91.75 0.00
91.80 0.00
91.85 0.00
91.90 0.00
91.95 0.00
92.00 0.00
92.05 0.00
92.10 0.00
92.15 0.00
92.20 0.00
92.25 0.00
92.30 0.00
92.35 0.00
92.40 0.00
92.45 0.00
92.50 0.00
92.55 0.00
92.60 0.00
92.65 0.00
92.70 0.00
92.75 0.00
92.80 0.00
92.85 0.00
92.90 0.00
92.95 0.00
93.00 0.00
93.05 0.00
93.10 0.00
Elevation
(feet)
Primary
(cfs)
93.15 0.00
93.20 0.00
93.25 0.00
93.30 0.00
93.35 0.00
93.40 0.00
93.45 0.00
93.50 0.00
93.55 0.00
93.60 0.00
93.65 0.00
93.70 0.00
93.75 0.00
93.80 0.00
93.85 0.00
93.90 0.00
93.95 0.00
94.00 0.00
94.05 1.31
94.10 3.70
94.15 6.80
94.20 10.46
94.25 14.88
94.30 19.88
94.35 25.47
94.40 31.62
94.45 38.49
94.50 45.96
94.55 54.05
94.60 62.74
94.65 70.62
94.70 78.77
94.75 87.20
94.80 95.88
94.85 105.01
94.90 114.41
94.95 124.08
95.00 134.00
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 128HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 223P: 223
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.50 5,898 0
90.55 5,945 296
90.60 5,992 595
90.65 6,040 895
90.70 6,087 1,198
90.75 6,134 1,504
90.80 6,181 1,812
90.85 6,228 2,122
90.90 6,276 2,435
90.95 6,323 2,750
91.00 6,370 3,067
91.05 6,417 3,387
91.10 6,464 3,709
91.15 6,512 4,033
91.20 6,559 4,360
91.25 6,606 4,689
91.30 6,653 5,020
91.35 6,700 5,354
91.40 6,748 5,691
91.45 6,795 6,029
91.50 6,842 6,370
91.55 6,889 6,713
91.60 6,936 7,059
91.65 6,984 7,407
91.70 7,031 7,757
91.75 7,078 8,110
91.80 7,125 8,465
91.85 7,172 8,823
91.90 7,220 9,182
91.95 7,267 9,544
92.00 7,314 9,909
92.05 7,460 10,278
92.10 7,606 10,655
92.15 7,751 11,039
92.20 7,897 11,430
92.25 8,043 11,829
92.30 8,189 12,234
92.35 8,335 12,648
92.40 8,480 13,068
92.45 8,626 13,496
92.50 8,772 13,931
92.55 8,919 14,373
92.60 9,067 14,822
92.65 9,215 15,279
92.70 9,362 15,744
92.75 9,510 16,216
92.80 9,657 16,695
92.85 9,804 17,181
92.90 9,952 17,675
92.95 10,100 18,177
93.00 10,247 18,685
93.05 10,396 19,201
93.10 10,546 19,725
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.15 10,695 20,256
93.20 10,844 20,794
93.25 10,994 21,340
93.30 11,143 21,894
93.35 11,292 22,455
93.40 11,441 23,023
93.45 11,591 23,599
93.50 11,740 24,182
93.55 11,891 24,773
93.60 12,042 25,371
93.65 12,193 25,977
93.70 12,344 26,590
93.75 12,496 27,211
93.80 12,647 27,840
93.85 12,798 28,476
93.90 12,949 29,120
93.95 13,100 29,771
94.00 13,251 30,430
94.05 13,326 31,094
94.10 13,401 31,762
94.15 13,476 32,434
94.20 13,551 33,110
94.25 13,626 33,789
94.30 13,701 34,473
94.35 13,776 35,159
94.40 13,851 35,850
94.45 13,926 36,544
94.50 14,001 37,243
94.55 14,075 37,945
94.60 14,150 38,650
94.65 14,225 39,360
94.70 14,300 40,073
94.75 14,375 40,790
94.80 14,450 41,510
94.85 14,525 42,235
94.90 14,600 42,963
94.95 14,675 43,695
95.00 14,750 44,430
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 129HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 224P: 224
Inflow Area = 3.190 ac, 0.00% Impervious, Inflow Depth > 2.34" for 10 yr event
Inflow = 13.82 cfs @ 11.96 hrs, Volume= 0.622 af
Outflow = 0.94 cfs @ 12.72 hrs, Volume= 0.286 af, Atten= 93%, Lag= 45.3 min
Primary = 0.94 cfs @ 12.72 hrs, Volume= 0.286 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 92.04' @ 12.72 hrs Surf.Area= 9,265 sf Storage= 14,910 cf
Plug-Flow detention time= 278.2 min calculated for 0.286 af (46% of inflow)
Center-of-Mass det. time= 149.6 min ( 989.6 - 839.9 )
Volume Invert Avail.Storage Storage Description
#1 90.00' 24,373 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
90.00 5,642 0 0
90.50 6,177 2,955 2,955
91.00 7,286 3,366 6,321
91.50 8,188 3,869 10,189
92.00 9,216 4,351 14,540
93.00 10,450 9,833 24,373
Device Routing Invert Outlet Devices
#1 Primary 92.00'50.0' 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=0.94 cfs @ 12.72 hrs HW=92.04' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 0.94 cfs @ 0.47 fps)
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 130HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 224P: 224
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)14
12
10
8
6
4
2
0
Inflow Area=3.190 ac
Peak Elev=92.04'
Storage=14,910 cf
13.82 cfs
0.94 cfs
Pond 224P: 224
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)93
92
91
90
Broad-Crested Rectangular Weir
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 131HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 224P: 224
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
20,00015,00010,0005,0000
Surface/Horizontal/Wetted Area (sq-ft)
10,0008,0006,0004,0002,0000
Elevation (feet)93
92
91
90 Custom Stage Data
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 132HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Pond 224P: 224
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 90.00 0.00
0.60 0.00 0 90.00 0.00
1.20 0.00 0 90.00 0.00
1.80 0.00 0 90.00 0.00
2.40 0.00 0 90.00 0.00
3.00 0.00 0 90.00 0.00
3.60 0.00 0 90.00 0.00
4.20 0.00 0 90.00 0.00
4.80 0.00 0 90.00 0.00
5.40 0.00 0 90.00 0.00
6.00 0.00 0 90.00 0.00
6.60 0.00 0 90.00 0.00
7.20 0.00 0 90.00 0.00
7.80 0.00 0 90.00 0.00
8.40 0.00 0 90.00 0.00
9.00 0.00 0 90.00 0.00
9.60 0.00 0 90.00 0.00
10.20 0.04 42 90.01 0.00
10.80 0.13 214 90.04 0.00
11.40 0.38 707 90.12 0.00
12.00 12.11 9,683 91.44 0.00
12.60 1.01 14,885 92.04 0.86
13.20 0.69 14,839 92.03 0.73
13.80 0.52 14,777 92.03 0.54
14.40 0.43 14,741 92.02 0.44
15.00 0.38 14,725 92.02 0.39
15.60 0.33 14,708 92.02 0.34
16.20 0.29 14,692 92.02 0.29
16.80 0.27 14,686 92.02 0.27
17.40 0.25 14,680 92.02 0.26
18.00 0.24 14,674 92.01 0.24
18.60 0.22 14,667 92.01 0.22
19.20 0.20 14,661 92.01 0.20
19.80 0.18 14,655 92.01 0.18
20.40 0.17 14,650 92.01 0.17
21.00 0.17 14,649 92.01 0.17
21.60 0.16 14,648 92.01 0.16
22.20 0.16 14,647 92.01 0.16
22.80 0.16 14,645 92.01 0.16
23.40 0.15 14,644 92.01 0.15
24.00 0.15 14,643 92.01 0.15
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 133HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 224P: 224
Elevation
(feet)
Primary
(cfs)
90.00 0.00
90.02 0.00
90.04 0.00
90.06 0.00
90.08 0.00
90.10 0.00
90.12 0.00
90.14 0.00
90.16 0.00
90.18 0.00
90.20 0.00
90.22 0.00
90.24 0.00
90.26 0.00
90.28 0.00
90.30 0.00
90.32 0.00
90.34 0.00
90.36 0.00
90.38 0.00
90.40 0.00
90.42 0.00
90.44 0.00
90.46 0.00
90.48 0.00
90.50 0.00
90.52 0.00
90.54 0.00
90.56 0.00
90.58 0.00
90.60 0.00
90.62 0.00
90.64 0.00
90.66 0.00
90.68 0.00
90.70 0.00
90.72 0.00
90.74 0.00
90.76 0.00
90.78 0.00
90.80 0.00
90.82 0.00
90.84 0.00
90.86 0.00
90.88 0.00
90.90 0.00
90.92 0.00
90.94 0.00
90.96 0.00
90.98 0.00
91.00 0.00
91.02 0.00
91.04 0.00
Elevation
(feet)
Primary
(cfs)
91.06 0.00
91.08 0.00
91.10 0.00
91.12 0.00
91.14 0.00
91.16 0.00
91.18 0.00
91.20 0.00
91.22 0.00
91.24 0.00
91.26 0.00
91.28 0.00
91.30 0.00
91.32 0.00
91.34 0.00
91.36 0.00
91.38 0.00
91.40 0.00
91.42 0.00
91.44 0.00
91.46 0.00
91.48 0.00
91.50 0.00
91.52 0.00
91.54 0.00
91.56 0.00
91.58 0.00
91.60 0.00
91.62 0.00
91.64 0.00
91.66 0.00
91.68 0.00
91.70 0.00
91.72 0.00
91.74 0.00
91.76 0.00
91.78 0.00
91.80 0.00
91.82 0.00
91.84 0.00
91.86 0.00
91.88 0.00
91.90 0.00
91.92 0.00
91.94 0.00
91.96 0.00
91.98 0.00
92.00 0.00
92.02 0.33
92.04 0.94
92.06 1.72
92.08 2.65
92.10 3.70
Elevation
(feet)
Primary
(cfs)
92.12 4.86
92.14 6.13
92.16 7.49
92.18 8.94
92.20 10.46
92.22 12.16
92.24 13.94
92.26 15.83
92.28 17.81
92.30 19.88
92.32 22.05
92.34 24.31
92.36 26.65
92.38 29.09
92.40 31.62
92.42 34.30
92.44 37.07
92.46 39.93
92.48 42.90
92.50 45.96
92.52 49.12
92.54 52.38
92.56 55.74
92.58 59.19
92.60 62.74
92.62 65.86
92.64 69.02
92.66 72.22
92.68 75.48
92.70 78.77
92.72 82.11
92.74 85.49
92.76 88.91
92.78 92.38
92.80 95.88
92.82 99.50
92.84 103.16
92.86 106.87
92.88 110.62
92.90 114.41
92.92 118.25
92.94 122.12
92.96 126.04
92.98 130.00
93.00 134.00
Type II 24-hr 10 yr Rainfall=5.52"Site ContractorY10A
Printed 2/12/2018Prepared by AECOM
Page 134HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 224P: 224
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
90.00 5,642 0
90.05 5,695 283
90.10 5,749 570
90.15 5,803 858
90.20 5,856 1,150
90.25 5,910 1,444
90.30 5,963 1,741
90.35 6,016 2,040
90.40 6,070 2,342
90.45 6,124 2,647
90.50 6,177 2,955
90.55 6,288 3,266
90.60 6,399 3,584
90.65 6,510 3,906
90.70 6,621 4,235
90.75 6,732 4,568
90.80 6,842 4,908
90.85 6,953 5,253
90.90 7,064 5,603
90.95 7,175 5,959
91.00 7,286 6,321
91.05 7,376 6,687
91.10 7,466 7,058
91.15 7,557 7,434
91.20 7,647 7,814
91.25 7,737 8,198
91.30 7,827 8,587
91.35 7,917 8,981
91.40 8,008 9,379
91.45 8,098 9,782
91.50 8,188 10,189
91.55 8,291 10,601
91.60 8,394 11,018
91.65 8,496 11,440
91.70 8,599 11,868
91.75 8,702 12,300
91.80 8,805 12,738
91.85 8,908 13,181
91.90 9,010 13,629
91.95 9,113 14,082
92.00 9,216 14,540
92.05 9,278 15,002
92.10 9,339 15,468
92.15 9,401 15,936
92.20 9,463 16,408
92.25 9,525 16,883
92.30 9,586 17,360
92.35 9,648 17,841
92.40 9,710 18,325
92.45 9,771 18,812
92.50 9,833 19,302
92.55 9,895 19,795
92.60 9,956 20,292
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
92.65 10,018 20,791
92.70 10,080 21,294
92.75 10,142 21,799
92.80 10,203 22,308
92.85 10,265 22,819
92.90 10,327 23,334
92.95 10,388 23,852
93.00 10,450 24,373
Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
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
02-12-2018
A3.3 Sediment Basin Calculations
Sediment Basin 221 w/ Rock Dam
Designed by Cnelson
Checked by
Project Name PY10A
Project Number
Site Location (City/Town) Fayettville
NW
Total Drainage Area (acres) 24.59
Step 1. Determine Peak Flow, Q10 for the basin drainage area
Q10 (cfs) 133
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) 91
Max. Pool Elevation (ft) 93
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)
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) 57,855        
Min. Surface Area @ Elev 180.2          
Proposed Basin Design 
Elevation
Surface 
Area (sf)
Incre. Vol 
(cu.ft.)Cum. Vol
91 29,222         ‐                ‐               
91.5 51,128        20,088        20,088        
92 54,024        26,288        46,376        
92.5 56,935        27,740        74,115        
93 59,864        29,200        103,315      WEIR
Basin Design Check
Surface Area 59,864        ok
Volume (cf)103,315      ok
Weir Design
Q= CLH^1.5
C = 2.8
H = 0.97
L =50
Basin Id.
Sediment Basin 222 w/ Rock Dam
Designed by C.PRADO
Checked by
Project Name PY10A
Project Number
Site Location (City/Town) Fayettville
NW
Total Drainage Area (acres) 5.33
Step 1. Determine Peak Flow, Q10 for the basin drainage area
Q10 (cfs) 38.3
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) 90
Max. Pool Elevation (ft) 94
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) 5.33
Min. Volume (cu.ft) 19,188        
Sediment cleanout elevation (ft)
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) 16,661        
Min. Surface Area @ Elev 90.1             
Proposed Basin Design 
Elevation
Surface Area 
(sf)
Incre. Vol 
(cu.ft.)Cum. Vol
90.5 4,842            ‐                ‐               
91 18,475        5,829           5,829           
91.5 19,525        9,500           15,329        
92 27,321        11,712        27,041        WEIR
Basin Design Check
Surface Area 27,321        ok
Volume (cf)27,041        ok
Weir Design
Q= CLH^1.5
C = 2.8
H = 0.42
L =50
Basin Id.
Sediment Basin 223 w/ Rock Dam
Designed by Cnelson
Checked by
Project Name PY10A
Project Number
Site Location (City/Town) Fayettville
NW
Total Drainage Area (acres) 3.71
Step 1. Determine Peak Flow, Q10 for the basin drainage area
Q10 (cfs) 28.9
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) 94
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) 3.71
Min. Volume (cu.ft) 13,356        
Sediment cleanout elevation (ft)
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) 12,572        
Min. Surface Area @ Elev 93.8             
Proposed Basin Design 
Elevation
Surface Area 
(sf)
Incre. Vol 
(cu.ft.)Cum. Vol
92 7,314            ‐                ‐               
92.5 8,772           4,022           4,022           
93 10,247        4,755           8,776           
93.5 11,740        5,497           14,273        
94 13,251        6,248           20,521        WEIR
Basin Design Check
Surface Area 13,251        ok
Volume (cf)20,521        ok
Weir Design
Q= CLH^1.5
C = 2.8
H = 0.35
L =50
Basin Id.
Sediment Basin 224 w/ Rock Dam
Designed by Cnelson
Checked by
Project Name PY10A
Project Number
Site Location (City/Town) Fayettville
NW
Total Drainage Area (acres) 3.19
Step 1. Determine Peak Flow, Q10 for the basin drainage area
Q10 (cfs) 17.5
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) 90
Max. Pool Elevation (ft) 92
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) 3.19
Min. Volume (cu.ft) 11,484        
Sediment cleanout elevation (ft)
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) 7,613           
Min. Surface Area @ Elev 91.1             
Proposed Basin Design 
Elevation
Surface Area 
(sf)
Incre. Vol 
(cu.ft.)Cum. Vol
90 5,642            ‐                ‐               
90.5 6,177           2,955           2,955           
91 7,286           3,366           6,321           
91.5 8,188           3,869           10,189        
92 9,216           8,251           18,440        WEIR
Basin Design Check
Surface Area 9,216           ok
Volume (cf)18,440        ok
Weir Design
Q= CLH^1.5
C = 2.8
H = 0.25
L =50
Basin Id.

Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018
A3.4 Infiltration Basin Calculations

2/10/2018Dominion ACP ‐ Contractor YardsINFILTRATION SIZINGSite Basin Rainfall Rainfall Drainage Drainage Total Soil Infiltration Factor of Time Req'd NoteID (in) (ft) Area Area Volume Type Rate Safety Required Surface Area(ac) (sf) Treated K (hrs) (sf)(cf) (See Note 1)PY 8 202P 23086.8 Go 0.5 2 72 321 1‐year 24‐hour stormPY 10 211 1 0.08 4.54 197,762.40 15,820.99 By 0.5 2 72 220 Assume 1" storm 212 1 0.08 2.64 114,998.40 9,199.87 By 0.5 2 72 128 Assume 1" stormCY 10A 221 1 0.08 24.59 1,071,140.40 85,691.23 Wm 0.5 2 72 1190 Treat 1" storm222 1 0.08 5.33 232,174.80 18,573.98 Ra 0.5 2 72 258 Treat 1" storm223 1 0.08 3.71 161,607.60 12,928.61 Wm 0.5 2 72 180 Treat 1" storm224 1 0.08 3.19 138,956.40 11,116.51 Ra 0.5 2 72 154 Treat 1" stormNotes:1 Assume infiltration rate K of 0.5 until actual test results provided. See HydroCAD for Pre/Post
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
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
02/12/2018
SHEET 3 - CUMBERLAND (CY SPR10-A) ESCP
SHEET 2 - CUMBERLAND (CY SPR10-A) AERIAL OVERVIEW
SHEET 5 - ESCP DETAILS
SHEET 4 - ESCP DETAILS
2
SHEET 6 - ESCP DETAILS
SHEET 7 - ESCP NOTES
02/12/20182
02/12/20182
02/12/20182
02/12/20182
02/12/20182
02/12/20182
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
GATE POSTS
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')
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
02/12/2018WTS
02/12/2018NJB
2-ACP\North Carolina\
-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWNJB03/10/170
--ISSUED FOR REVIEWWTS08/04/171
--ISSUED FOR REVIEWNJB02/12/20182
2 OF 7
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
93 94
94 93
93929494939294
93
95
95
94
93
92
9291 93 93 92 91 90 9291939392919392
94
94 93 92 91
91
93
92
94
94
93
92
91
91
92
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
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
541.71
8
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
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 CONTRACTOR YARD ESCP
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
02/12/2018WTS
02/12/2018NJB
2-ACP\North Carolina\
-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWNJB03/10/170
--ISSUED FOR REVIEWWTS08/04/171
--ISSUED FOR REVIEWNJB02/12/20182
3 OF 7
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 4)
DIVERSION SWALE
(REF. SHEET 4)
DIVERSION SWALE
(REF. SHEET 4)
DIVERSION SWALE
(REF. SHEET 4)
PROP. (2) 18" CULVERT
& OUTLET PROTECTION
(REF. SHEET 5)
PROP. (2) 18" CULVERT
& OUTLET PROTECTION
(REF. SHEET 5)
ROCK CONSTRUCTION
ENTRANCE
(REF. SHEET 4)
UNNAMED
POND
INFILTRATION
TRENCH
(REF. SHEET 5)
INFILTRATION
TRENCH
(REF. SHEET 5)INFILTRATION
TRENCH
(REF. SHEET 5)
INFILTRATION
TRENCH
(REF. SHEET 5)
INFILTRATION TRENCH
SEDIMENT
TRAP
SEDIMENT
TRAP
SEDIMENT
TRAP
SEDIMENT
TRAP
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 4)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 4)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 4)
COMPOST FILTER
SOCK OR BSRF
(REF.SHEET 4)
PROPOSED CONTOUR125
EXISTING CONTOUR
36" SILT-SAVERPRIORITY 2 FABRIC26"22"24"6' MAX O.C.Black BandTRENCHFRONT ELEVATION4' LONG WOOD POST (OAK)SPACED AT 6'-0"26"22"24"8"4"10' TO TOEOF SLOPEFABRIC TO BE 24" ABOVE GROUNDWITH "J" IN TRENCHFLOW4" x 8"TrenchSIDE VIEWTOE IN AND COMPACT BACKFILL4 STAPLES(1" x 134")BONDING STRIP(1" x 38" x 24")POST (OAK)(1 18" x 1 18" x 48")(OR EQUAL DENSITY)GROUND LINEBOTTOM OFTRENCH LINEREPAIR DETAILATTACHING TWO SILT FENCESWHEN TRENCHING IS USEDPLAN VIEW1-411-421-431-441-461-478"4" x 8"Trench24"26"22"1-453 INCHESGENERAL 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 NOTED02/12/2018WTS02/12/2018NJB2-ACP\North Carolina\-ATLANTIC COAST PIPELINENC--ISSUED FOR REVIEWNJB03/10/170--ISSUED FOR REVIEWWTS08/04/171--ISSUED FOR REVIEWNJB02/12/20182 4 OF 7EROSION AND SEDIMENT CONTROL PLAN DETAILS
“”“”2-41MAINTENANCE NOTES:1.INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACHSIGNIFICANT (0.5 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THECHANNEL WHEN NEEDED.2.ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSIONFROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGEIMMDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONALMEASURES CAN BE TAKEN, SUCH AS INSTALLING A PROTECTIVE RIPRAP LINER INTHAT PORTION OF THE CHANNEL.3.REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENTDAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THESTONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVERTHE DAM. ADD STONE TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSSSECTION.CONSTRUCTION SPECIFICATIONS1.PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTERFABRIC FOUNDATION2.KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUNDLEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.3.EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER FROMCUTTING AROUND THE ENDS OF THE CHECK DAM.4.SET SPACING BETWEEN THE DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OFTHE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.5.PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THATCOULD CAUSE EROSION.6.MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.7.ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCESBELOW THE CHECK DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM THEDISPLACED STONES.2-42MAINTENANCE1.INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (0.5INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT ANDRESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENTHAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENTTHAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATEDPART OF THE GRAVEL FACING.2.CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM THE STONE HORSESHOEMUST BE REPLACED IMMEDIATELY.3.AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVETHE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITHADJOINING AREAS AND PROVIDE PERMANENT GROUND COVER.CONSTRUCTION SPECIFICATIONS1.CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER THE EXCAVATION AND DISPOSAL OFSPOILS.2.INSTALL THE CLASS B OR CLASS I RIPRAP IN A SEMI-CIRCLE AROUND THE PIPE INLET. THE STONESHOULD BE BUILT UP HIGHER ON EACH END WHERE IT TIES INTO THE EMBANKMENT. THEMINIMUM CREST WIDTH OF THE RIPRAP SHOULD BE 3 FEET, WITH A MINIMUM BOTTOM WIDTH OF11 FEET. THE MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THESHOULDER OF THE EMBANKMENT OR DIVERSIONS.3.A 1 FOOT THICK LAYER OF NC DOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPEOF THE RIPRAP.4.THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONEHORSESHOE 18 INCHES BELOW NATURAL GRADE.5.WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION ANDESTABLISH FINAL GRADING ELEVATIONS, COMPACT AREA PROPERLY, AND STABILIZE WITHGROUND COVER.2-43PIPE 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.2-44GENERAL 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 NOTED02/12/2018WTS02/12/2018NJB2-ACP\North Carolina\-ATLANTIC COAST PIPELINENC--ISSUED FOR REVIEWNJB03/10/170--ISSUED FOR REVIEWWTS08/04/171--ISSUED FOR REVIEWNJB02/12/20182 5 OF 7EROSION AND SEDIMENT CONTROL PLAN DETAILS2-45
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 ANYNECESSARY APPLICATION 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) WIDETRENCH WITH APPROXIMATELY 12"(30CM) OF RECPS EXTENDED BEYOND THE UP-SLOPE PORTION OFTHE TRENCH. USE SHOREMAX MAT AT THE CHANNEL/CULVERT OUTLET AS SUPPLEMENTAL SCOURPROTECTION AS NEEDED. ANCHOR THE RECPS WITH A ROW OF STAPLES/STAKES APPROXIMATELY12"(30CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTERSTAPLING. APPLY SEED TO THE COMPACTED SOIL AND FOLD THE REMAINING 12"(30CM) PORTION OFRECPS BACK OVER THE SEED AND COMPACTED SOIL. SECURE RECPS OVER COMPACTED SOIL WITHA ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" APART ACROSS THE WIDTH OF THE RECPS.4.ROLL CENTER RECPS IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. RECPS WILL UNROLLWITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL RECPS MUST BE SECURELY FASTENED TOSOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLEPATTERN GUIDE.5.PLACE CONSECUTIVE RECPS END-OVER-END (SHINGLE STYLE) WITH A 4"-6" OVERLAP. USE A DOUBLEROW OF STAPLES 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 OFSTAPLES/STAKES APPROXIMATELY 12"(30CM) APART IN A 6"(15CM) DEEP X 6"(15CM) WIDE TRENCH.BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.7.ADJACENT RECPS MUST BE OVERLAPPED APPROXIMATELY 2"-5" (5-12.5CM) (DEPENDING ON RECPSTYPE) AND STAPLED.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) ONCENTER OVER ENTIRE WIDTH OF THE CHANNEL.9.THE TERMINAL END OF THE RECPS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKESAPPROXIMATELY 12" (30CM) APART IN A 6"(15CM) DEEP X 6"(15CM) WIDE TRENCH. BACKFILL ANDCOMPACT THE TRENCH AFTER STAPLING.3-43 MAINTENANCE NOTES:1.INSPECT ONCE EVERY 7 CALENDAR DAYS AND WITHIN 24 HOURS AFTERANY STORM EVENT GREATER THAN 0.5 INCHES OF RAIN PER 24 HOURPERIOD.2.REPAIR AND REPLACE DAMAGED MATERIALS AS SOON AS POSSIBLE.SEEDING 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.3-413-42GENERAL 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 NOTED02/12/2018WTS02/12/2018NJB2-ACP\North Carolina\-ATLANTIC COAST PIPELINENC--ISSUED FOR REVIEWNJB03/10/170--ISSUED FOR REVIEWWTS08/04/171--ISSUED FOR REVIEWNJB02/12/20182 6 OF 7EROSION AND SEDIMENT CONTROL PLAN DETAILS
EROSION AND SEDIMENT CONTROL PLAN NARRATIVETHE EROSION AND SEDIMENT (E&S) CONTROL MEASURES FOR THE PIPELINE CONSTRUCTION ACTIVITIES PRIMARILY CONSIST OF BUT ARENOT LIMITED TO COMPOST FILTER SOCK, BELTED SILT RETENTION FENCE, SUPER SILT FENCE, SLOPE BREAKERS, AND TEMPORARY ANDPERMANENT SEEDING AND MULCHING. BEST MANAGEMENT PRACTICES (BMP) SPECIFICATIONS FOR THE E&S CONTROL PLAN (E&SCP) ARE TOBE 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 BASINTRAP 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. WORK SECTIONS ARE DEFINED AS WORK PERFORMED ON ANY PORTION OF OF A SINGLE ALIGNMENT SHEET ( X WORKSECTIONS).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. BEGIN CLEARING AND GRUBBING SITE. CLEAR AND GRUB ONLY THOSE AREAS NECESSARY FOR INSTALLATION OF THE EROSION CONTROLMEASURES.3. INSTALL EROSION AND SEDIMENT CONTROL MEASURES AS SHOWN ON THE PLANS. ALL MEASURES TO BE INSTALLED WITHIN THE LIMITS OFDISTURBANCE.4. ONCE EROSION CONTROL MEASURES HAVE BEEN INSTALLED AND PRIOR TO SEDIMENT REMOVAL ACTIVITIES, THE SITE IS TO BE INSPECTEDBY NCDEQ - DEMLR.5. GRADE SITE ACCORDING TO CONTRACT DOCUMENTS. MAINTAIN EROSION CONTROL DEVICES AS NEEDED.6. INSTALL STORM DRAINAGE AS INDICATED ON PLANS.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 AND AS NEEDED THROUGHOUT THE PROJECT.9. CONTRACTOR TO REMOVE EROSION CONTROL DEVICES AT THE CONCLUSION OF THIS CONTRACT UPON APPROVAL BY NCDEQ-DEMLR.CONTRACTOR IS TO CLEAN-OUT, REPAIR AND GRASS STABILIZE ALL DENUDED AREAS. ALL AREAS WILL BE RETURNED TO THE STATE OFEXISTING CONDITIONS PRIOR TO CONTRACT AS A MINIMUM.10. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTAIN SEDIMENT ONSITE. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BYTHE ENGINEER.11. ALL EROSION CONTROL MEASURES TO BE IN ACCORDANCE WITH THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING ANDDESIGN 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.ESC MEASURES INSTALLED WITHIN THE FOOTPRINT OF THE PIPE INSTALLATION SHALL REMAIN IN PLACE (AS PRACTICABLE)DURING THE TRENCHING AND PIPE INSTALLATION. MEASURES SHALL BE REMOVED TO ALLOW FOR PIPE INSTALLATION ACTIVITIESAND REPLACED AS SOON AS POSSIBLE. MAINTAIN ESC MEASURES PER DETAIL REQUIREMENTS.4.INSTALL SILT FENCE AND COMPOST FILTER SOCKS AS NECESSARY ALONG THE ACCESS ROADS TO PREVENT SEDIMENT LADENRUNOFF FROM ENTERING DOWNSTREAM WATER BODIES. MAINTAIN THE ACCESS ROADS AS REQUIRED, ASSOCIATED DITCHES,AND NECESSARY OUTLET PROTECTION.5.PRIOR TO AND SIMULTANEOUS WITH GRADING AND EXCAVATION, INSTALL REMAINING EROSION CONTROL DEVICES (ECD) SHOWNON THE PLANS WITHIN THE L.O.D.6.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.7.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.8.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.9.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.10.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 1 THROUGH 3 CORRESPOND TO E&S CONTROL MEASURESSPECIFICALLY IDENTIFIED ON THE E&SC PLAN. DETAILS ON SHEET 4 CORRESPONDS TO E&S CONTROL MEASURES THAT WHILE NOTSPECIFICALLY IDENTIFIED ON 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 NOTED02/12/2018WTS02/12/2018NJB2-ACP\North Carolina\-ATLANTIC COAST PIPELINENC--ISSUED FOR REVIEWNJB03/10/170--ISSUED FOR REVIEWWTS08/04/171--ISSUED FOR REVIEWNJB02/12/20182 7 OF 7EROSION AND SEDIMENT CONTROL PLAN NOTES