Cumberland Contractor Yard - ACP NC Cumberland (CY 10-A) Drainage Calcs_06072018

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, REV 06-07-2018 i
I.Introduction ....................................................................................................................... 1
II.CUMBERLAND CONTRACTOR YARD (CY SPR 10-A) ................................................... 4
A.Project and Site Descriptions .............................................................................................. 4
B.Existing Site Conditions ...................................................................................................... 4
C.Soils .............................................................................................................................. 4
D.Adjacent Areas ................................................................................................................... 5
E.Off-site Areas ...................................................................................................................... 5
F.Critical Areas ...................................................................................................................... 6
G.Erosion and Sediment Control Measures ........................................................................... 6
H.Stormwater Runoff Considerations ..................................................................................... 6
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Appendices
Appendix A – Contractor Yard - CY SPR 10-A
A1 Soils Report
A2 Drainage Area Maps
A3 Calculations
A3.1
A3.2
A3.3
A3.4
Hydrologic and Hydraulics Calculations – HydroCAD
A3.1.1 Watershed
Composite Curve Number Calculations
Sediment Basin Calculations
Infiltration Basin Calculations
Sand Filter CalculationsA3.5
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I. Introduction
As part of the Atlantic Coast Pipeline (ACP) project in North Carolina, Dominion Energy
Transmission, Inc. (DETI) will construct contractor yards and pipe yard for construction staging.
Each site, sized between 30 to 45 acres, will consist of a gravel road, gravel parking area,
topsoil blending pile, and maintained turf land for equipment over the current parcels. Sediment
basins, sediment traps, perimeter sediment barriers, and diversions will be constructed to
control runoff volume, rate, and velocity before drainage discharges from the site. Additional
erosion and sediment control (ESC) measures are detailed in the plans and narrative for the
project. As such, this report summarizes erosion and sediment control measures, hydraulic
analyses, and calculations that form the basis for the contractor yard erosion and sediment
control design.
As part of the construction process of installing large diameter gas pipelines, these yards are
utilized for the purposes of daily parking for pipe liners, welding of pipe, storing of fuel, providing
offices via temporary trailers, and minor material storage. These yards are temporary and are
anticipated to be utilized for approximately two years beginning in 2018. After the construction
activities, temporary soil stockpiles, rock staging areas and equipment areas shall be removed,
regraded, and stabilized to pre-existing conditions per the landowner agreements.
The erosion and sediment control plan contained herein has been developed in accordance with
applicable provisions of the latest editions of the North Carolina Erosion and Sediment Control
Planning and Design Manual by the North Carolina Department of Environmental Quality
(DEQ), and the latest editions of the North Carolina Department of Environmental Quality
Stormwater Design Manual. As such, the plan includes provisions for erosion and sediment
control for the contractor yard and pipe yard sites. These measures are capable of minimizing
or eliminating, where possible, potentially adverse effects of the development. These measures
are intended to provide adequate protection for the environment, the project site, and to
downstream properties, which could be affected by sedimentation and changes in runoff related
to construction of the contractor yards. Perimeter controls and sediment trapping facilities shall
be constructed as a first step in land-disturbing activities. Additionally, stabilization of earthen
structures is required immediately after installation.
The proposed site disturbance area for each of the sites is greater than 1 acre. The proposed
sites will incorporate BMPs and stormwater management facilities designed to meet the
requirements enacted under North Carolina Stormwater regulations with respect to Minimum
Design Criteria (MDC) for all Stormwater Control Measures (SCMs). The sites will be restored to
their pre-development conditions to the extent feasible upon the completion of the estimated
two-year service life. The proposed SCMs that will be implemented on the site, such as
perimeter barriers, sediment basins, infiltration devices, and diversions to provide essential
stormwater quality improvements.
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For the purposes of this document, the following definitions apply:
●Limits of Disturbance (LOD): The boundary within which ground disturbance occurs (or
may occur) as a result of construction-related activities.
DETI and/or the construction activity operator must design, install, implement and maintain
pollution prevention measures to:
Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash
water, and other wash waters;
Minimize the exposure of building materials, building products, construction wastes,
trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste,
and other materials present on-site to precipitation and to stormwater;
Minimize the discharge of pollutants from spills and leaks and implement chemical spill
and leak prevention and response procedures;
Prohibit the discharge of wastewater from the washout of concrete;
Prohibit the discharge of wastewater from the washout and cleanout of stucco, paint, form
release oils, curing compounds, and other construction materials; and
Prohibit the discharge of fuels, oils, or other pollutants used in vehicle and equipment
operation and maintenance.
Note that DETI is formally requesting the following deviations from the NCDEQ Standard
Sediment and Erosion control measures:
●Use of Belted Silt Retention Fence (BSRF) in lieu of Silt Fence (SF).
●Use of Compost Filter Sock (CSF) in lieu of Silt Fence (SF).
Drainage node numbering utilized in the drainage calculations and on the drainage area maps
has been set up to be consistent for each contractor yard site and is as follows:
100S series numbers – Pre-Development for the site.
200S series numbers - (Post) ESC-Development for the site.
The modeling software utilized for the hydrologic and hydraulic analyses included:
The Time of Concentration (Tc) for both the Pre and (Post) ESC Developed condition of all
drainage areas was calculated. GIS was utilized to obtain drainage areas, flow paths, and
land use information based on readily available County GIS data. This information was
used in the HydroCAD software.
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HydroCAD was the primary hydraulic software used to calculate flow rates for Q1, Q2, and
Q10, design storms to size and analyze hydraulic structures such as culverts, sediment
traps, and sediment basins, and to conduct hydraulic analysis of stream channel erosion,
channel volume capacity, and overall site hydrology.
FHWA HY8 was utilized for culvert analysis and design for the Q10 design storm and to
calculate the outlet velocity for riprap outlet protection design.
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II. CUMBERLAND CONTRACTOR YARD (CY SPR 10-A)
A. Project and Site Descriptions
As part of the Atlantic Coast Pipeline (ACP) project, Dominion Energy Transmission Inc. is
proposing to construct a contractor staging area approximately 3.3 miles southeast of
Fayetteville, North Carolina on U.S. Highway 24. The site is located at 35°02'45.76"N and 78°49
25.94"W, and is bounded by Highway 24 on the northeast, Downing Road on the north, Accord
Rd on the west, and an agricultural parcel to the south.
The proposed yard limits will cross two parcels identified as:
Parcel ID 0457-51-1976. The parcel (property) owner for this site is Martha L Hair & Kathy Nell
Hair Radcliff with a parcel area of 51.7 acres.
Parcel ID 0457-40-6622. The parcel (property) owner for this site is John S. Hair Jr with a
parcel area of 99.8 acres.
Table II.A-1 – Project Area Summary
Parcel Parcel (acres) Limits of Disturbance (acres)
A 51.7 14.4
B 99.8 26.2
Total 151.5 40.6
B. Existing Site Conditions
The site topography generally slopes toward the south. The grade varies from approximately
one quarter to two percent (0.25-2%) sloped towards the existing wetland near the southern
edge of Parcel B.
Currently the sites are agricultural fields, with an isolated strip of woody vegetation on the
southern corner of Parcel B and between the access roads along the east side. (Appendix A2-
Drainage Area Maps). Soils on the site are predominantly sandy loam.
C. Soils
Based on the USDA NRCS Web Soil Survey (Appendix A1), the breakdown of the soils present
within the project limits are hydrologic soil groups B, C with some A. The project site consists
mostly of Map Unit WmB and AaA soils with additional small portions of Map Unit TaB and Ro
soils.
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Table II.C-1 – Project Area Underlying Soil
Unit Symbol Unit Name HSG Drainage Class
Wmb Wickham fine sandy loam B Well Drained
AaA Altavista fine sandy loam C Moderately well drained
TaB Tarboro loamy A Somewhat excessively drained
Ro Roanoke and Warne C/D Poorly Drained
The analysis incorporated this soils information by assigning various land use and
corresponding curve numbers per NRCS TR-55 Urban Hydrology for Small Watersheds. The
proposed gravel lots will be considered as impervious.
D. Adjacent Areas
The subject project area parcel is bounded by roadways on the north and west sides and
agricultural fields and residential homes on the eastern and southern side. Adjacent parcel
ownerships are summarized in the Table II.D-1.
Table II.D-1 – Adjacent Parcel Summary
Direction Adjacent Parcel Owner Land Use Description
North Highway 24
West Accord Rd
South Mary J. Clark Young Agricultural Land
South John S Hair, Jr. Agricultural Land
East Mary J. Clark Young Agricultural Land
E. Off-site Areas
Any construction activities for the project that are performed outside the limits of disturbance
depicted on the plans will be considered off-site. At this time, there are no off-site areas that
have been identified. However, if additional area for fill material is needed, or if additional sites
are needed for disposal of excess material, these sites will require an approved Erosion and
Sediment Control Plan from the Plan Approving Authority prior to soil transport to or from the
off-site area. The Erosion and Sediment Control permits must be posted at the waste/borrow
area before the site is utilized.
The proper erosion and sediment control procedures will be implemented by the Contractor for
any off-site areas required for the project. The permit holder shall be responsible for final
stabilization and maintenance of all off-site areas.
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F. Critical Areas
The critical area of the project, with respect to sediment impacts, is the existing wetland on the
southern edge of the project area. Site specific practices to protect these areas are compost
filter sock, belted silt retention fence, and a sediment basin. DETI intends to utilize diversions
to reduce the existing overland slope length and direct the flow to sediment basins for
downstream protection. The erosion and sediment control practices are illustrated on the plans
(Sheet 3 of 7) and described herein. This area should be considered a critical area throughout
construction and additional protection should be provided, as needed, to ensure adequate
protection of these areas.
G. Erosion and Sediment Control Measures
The erosion and sediment control measures for the CY10A site are indicated on the plans and
include, but are not limited to, the use of rock construction entrances; compost filter sock or
belted silt retention fence; dewatering devices; rock check dam; outlet protection; riprap; culvert;
sediment barrier; stormwater conveyance channel; sediment basin, riser, barrel, emergency
spillway; and diversions. Additionally, dewatering devices may be utilized for sediment basin
cleanout during operation of the contractor yards and during site restoration when the contractor
yards are no longer needed. Unless otherwise noted, all vegetative and structural erosion and
sediment control practices are to be constructed and maintained according to the NCDEQ
standards. The Minimum Standards are to be adhered to unless otherwise waived or approved
by a variance by authorities having jurisdiction.
Drainage Area Maps are provided in Appendix A2 and ESC measures can be found on Plan
Sheet 3 of 9.
H. Stormwater Runoff Considerations
Under the post-condition and within the LOC, runoff from the northwest portion of the site (area
222S) and northeast portion of the site (area 223S) will discharge west to an existing swale
along an access road off of Downing Road.
A large portion of the site located to the south of the 222S 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.
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Water Quantity
Hydraulic calculations were evaluated using HydroCAD for the 1-, 2-, and 10-year storms.
Calculations can be found for the pre-development conditions and post-development conditions
in Appendix A3.1.1. The results are summarized in Table II.H-1.
Table II.H-1 – Outfall Summary
Pre Drainage
Area
Pre‐
Q1
(CFS)
Pre‐
Q2
(CFS)
Pre‐
Q10
(CFS)
Post Drainage
Area
Post‐
Q1
(CFS)
Post‐
Q2
(CFS)
Post‐
Q10
(CFS)
121S 24.59 20.4 30.8 64.5 221S 24.59 1.5 5.5 59.1
122S 5.33 6.8 10.4 22.1 222S 9.02 0.00 0.00 0.69
123S 3.71 2.5 3.9 8.6 Included
w/222S
N/A N/A N/A
124S 3.19 4.1 6.2 13.2 224S 3.19 0.00 0.08 1.74
As demonstrated in the outfall summary above, the overall post development flows for the
required 1-year 24 hour runoff do not exceed the pre-development flows for each of the basins.
In addition to the 1-year storm, we have provided information in the table showing the release
rates for each of the basins for both the 2- and 10-year storms.
For the post-developed condition, Basins 122S and 123S are combined in Basin 222. The total
combined pre-developed flows for Basins 122S and 123S are:
1-Year: 9.3 cfs
2-Year: 14.3 cfs
10-Year: 30.7 cfs
Post-developed flows for the 1-Year, 2-Year and 10-Year are 0.0 cfs, 0.0 cfs, and 0.69 cfs
respectively as shown on Table II.H-1 for Basin 222. No Post-Development flows are applicable
for watershed 223 and noted as N/A as these flows are diverted to Basin 222.
The site under the post-development condition will contribute less overall development
discharge than the pre-development condition.
Water Quality
To provide required water quality, basins 221 and 223 will be converted to infiltration basins and
basin 224 will be converted to a sand filter once the site is stabilized. Calculations were
performed using the design equation in the State Design Manual to size the surface area for
each facility. The calculations are summarized in Appendix A3.3 and A3.4.
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APPENDICES
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APPENDIX A (CUMBERLAND CY SPR 10-A)
A1 Soils Report
A2 Drainage Area Maps
A3 Calculations
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APPENDIX A1: SOILS REPORT
Geosyntec Consultants of NC, PC March 30, 2018
Attn: Mr. Beau Hodge, P.G. (NC) Principal S&EC Project # 13479.S1
2501 Blue Ridge Road, Suite 430
Raleigh, NC 27607
Re: Soil Evaluation and In-Situ Conductivity Measurements – Contractor Yard Site, Cumberland
County, NC.
Dear Mr. Hodge:
Soil & Environmental Consultants, PA (S&EC) S&EC was contacted to help assess the soil conditions
within the vicinity of the potential storm water BMP sites on the project mentioned above. The
purpose of this evaluation was to provide soil data for the proper design of the potential storm water
BMP, including the depth to the seasonal high water table (SHWT) and the in-situ testing of the
unsaturated soil horizons at the contractor yard site in Cumberland County, NC. This report discusses
S&EC’s methods and testing results and was completed as per our scope of work dated March 25,
2018.
Soil/Site Evaluation Methodology
The site evaluation was performed by advancing a hand auger to complete the soil borings to a depth
of 4 feet within the proposed storm water BMP areas (see attached Figure 1 Map). The soil boring
locations were determined by the client prior to S&EC’s field evaluation. Soil morphological
conditions using standard techniques outlined in the “Field Book for Describing and Sampling Soils,
Version 3” published by the Natural Resources Conservation Service (NRCS, 2012). A detailed soil
profile description from each of the soil boring locations (Site 1 thru Site 4) are included in Attachment
1 to this report.
Soil/Site Conditions
This site is located in the middle coastal plain region of Cumberland County, NC. The sites shown on
the attached map are in an open agricultural field. These soils range from somewhat poorly drained to
poorly drained soils with moderate to slow permeable infiltration rates. Within the in-situ testing phase
of this evaluation (described below), S&EC was able to test the conductivity rate at the targeted depth
of 12 inches below land surface at two locations, at 6 inches at one location and due to saturated soil
conditions, one site was unable to be tested.
At the first area evaluated (Site 1), S&EC did observed a seasonal high water table within 13 inches
below top of ground. The apparent water table (free water in the borehole) was noted at 44 inches
below the top of ground. At this location, the upper 10 inches was a sandy loam soil and the lower
portion was sandy clay loam. See the soil profile description (Site 1) in Attachment 1 below.
Within the second BMP area (Site 2), S&EC observed a seasonal high water table within 23 inches
below top of ground. There was not an apparent water table observe within 48 inches below the top of
ground. At this location, the upper 23 inches was a sandy loam soil and the lower portion was sandy
clay loam. See the soil profile description (Site 2) in Attachment 1 below.

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

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

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

In-Situ Hydraulic Conductivity Analysis:

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

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

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

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

Attachment 1.
Soil Boring Profile Descriptions

SITE-1

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

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

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

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

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

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

Apparent Water
Table Observed
within 44 inches of
land surface

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

SITE-3

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

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

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

Apparent Water
Table observed
within 20 inches of
land surface

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

Attachment 2
In-Situ Ksat Worksheets

Calculating Saturated Hydraulic Conductiviy, Ksat, by the Glover model
INFORMATION
Date 3/29/2018
Measurement Conducted By Don Wells
Job Name Cumberland Yard BMP's
Job Number 13479.S1
Weather Cond., Temp.sunny, 72
Ksat Location Site # 1
Soil Ag Field
Horizon A & Bt, SL & SCL
Source of Water tap
Required Data Value Units
Radius of Hole 2.5 cm
Depth of Hole 30.48 cm
Initial Depth of Water in Hole (H)22.86 cm
Final Depth of Water in Hole (H)22.86 cm
Start Saturation Time 12:13 Hour:Min
Start of Steady-State Condition Time 13:01 Hour:Min
No. of Reservoirs Used at Steady-State 2
Ratio H/r 9.1440
A factor in Equation [2] of Manual 0.000613
Clock Water Time Change Flow Flow Flow
Time Level Interval in Water Volume Rate Rate
Reading Level Q Q Ksat Ksat
Hr.Min cm Minute cm cm3 cm3/min cm3/hour cm/hour cm/day
cm/hour in/hour gpd/sf
12.13 19.5 0.26 0.10 1.54
12.16 13.3 3.00 6.2 651 217.00 13020.0 7.98 191.54
12.31 12.4 15.00 0.9 94.5 6.30 378.0 0.23 5.56
13.01 10.2 30.00 2.2 231 7.70 462.0 0.28 6.80
13.31 8 30.00 2.2 231 7.70 462.0 0.28 6.80
14.01 6.1 30.00 1.9 199.5 6.65 399.0 0.24 5.87
14.31 4 30.00 2.1 220.5 7.35 441.0 0.27 6.49
14.46 3 15.00 1 105 7.00 420.0 0.26 6.18
15.01 2 15.00 1 105 7.00 420.0 0.26 6.18 inch cm
15.16 1 15.00 1 105 7.00 420.0 0.26 6.18 Hole Depth:12 30.48
Hi:9 22.86
Hf:9 22.86
Graph Data
Time Ksat
12.31 0.23
13.01 0.28
13.31 0.28
14.01 0.24
14.31 0.27
14.46 0.26
15.01 0.26
15.16 0.26
AVERAGE:
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
10.00 11.00 12.00 13.00 14.00 15.00 16.00
Series1
Calculating Saturated Hydraulic Conductiviy, Ksat, by the Glover model
INFORMATION
Date 3/29/2018
Measurement Conducted By Don Wells
Job Name Cumberland Yard BMP's
Job Number 13479.S1
Weather Cond., Temp.sunny, 70
Ksat Location Site # 2
Soil Ag Field
Horizon A, Sandy loam
Source of Water tap
Required Data Value Units
Radius of Hole 2.5 cm
Depth of Hole 30.48 cm
Initial Depth of Water in Hole (H)15.24 cm
Final Depth of Water in Hole (H)15.24 cm
Start Saturation Time 12:06 Hour:Min
Start of Steady-State Condition Time 12:36 Hour:Min
No. of Reservoirs Used at Steady-State 2
Ratio H/r 6.0960
A factor in Equation [2] of Manual 0.001136
Clock Water Time Change Flow Flow Flow
Time Level Interval in Water Volume Rate Rate
Reading Level Q Q Ksat Ksat
Hr.Min cm Minute cm cm3 cm3/min cm3/hour cm/hour cm/day
12.06 26
12.21 20.8 15.00 5.2 546 36.40 2184.0 2.48 59.56
12.36 19.2 15.00 1.6 168 11.20 672.0 0.76 18.33
13.06 16.1 30.00 3.1 325.5 10.85 651.0 0.74 17.75 cm/hour in/hour gpd/sf
13.36 13 30.00 3.1 325.5 10.85 651.0 0.74 17.75 0.81 0.32 4.80
14.06 9.6 30.00 3.4 357 11.90 714.0 0.81 19.47
14.36 6.4 30.00 3.2 336 11.20 672.0 0.76 18.33
15.06 2.6 30.00 3.8 399 13.30 798.0 0.91 21.76
15.21 1 15.00 1.6 168 11.20 672.0 0.76 18.33
inch cm
Hole Depth:12 30.48
Hi:6 15.24
Hf:6 15.24
Graph Data
Time Ksat
12.36 0.76
13.06 0.74
13.36 0.74
14.06 0.81
14.36 0.76
15.06 0.91
15.21 0.76
AVERAGE:
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
10.00 11.00 12.00 13.00 14.00 15.00 16.00
Series1
Calculating Saturated Hydraulic Conductiviy, Ksat, by the Glover model
INFORMATION
Date 3/29/2018
Measurement Conducted By Don Wells
Job Name Cumberland Yard BMP's
Job Number 13479.S1
Weather Cond., Temp.sunny, 72
Ksat Location Site #4
Soil Ag Field
Horizon A & Bt; SL & CL
Source of Water tap
Required Data Value Units
Radius of Hole 2.5 cm
Depth of Hole 15.24 cm
Initial Depth of Water in Hole (H)15.24 cm
Final Depth of Water in Hole (H)15.24 cm
Start Saturation Time 11:48 Hour:Min
Start of Steady-State Condition Time 12:20 Hour:Min
No. of Reservoirs Used at Steady-State 2
Ratio H/r 6.0960
A factor in Equation [2] of Manual 0.001136
Clock Water Time Change Flow Flow Flow
Time Level Interval in Water Volume Rate Rate
Reading Level Q Q Ksat Ksat
Hr.Min cm Minute cm cm3 cm3/min cm3/hour cm/hour cm/day
cm/hour in/hour gpd/sf
0.27 0.11 1.62
11.48 11.8
11.50 9.2 2.00 2.6 273 136.50 8190.0 9.31 223.34
12.20 7.1 30.00 2.1 220.5 7.35 441.0 0.50 12.03
12.50 5.6 30.00 1.5 157.5 5.25 315.0 0.36 8.59
13.20 4.1 30.00 1.5 157.5 5.25 315.0 0.36 8.59
13.50 3 30.00 1.1 115.5 3.85 231.0 0.26 6.30
14.20 2 30.00 1 105 3.50 210.0 0.24 5.73 inch cm
14.50 1 30.00 1 105 3.50 210.0 0.24 5.73 Hole Depth:6 15.24
Hi:6 15.24
Hf:6 15.24
Graph Data
Time Ksat
12.20 0.50
12.50 0.36
13.20 0.36
13.50 0.26
14.20 0.24
14.50 0.24
AVERAGE:
0.00
0.10
0.20
0.30
0.40
0.50
0.60
12.00 12.50 13.00 13.50 14.00 14.50 15.00
Series1
@?
@?
@?
@?-78.822244, 35.042356
-78.824596, 35.045426
-78.823073, 35.046019
-78.820309, 35.042148
NC HWY 24
DOWNING RD
ACCORD RDNC Center for Geographic Information & Anaylsis
Project Number:
DWProject Manager:
1" = 300'Scale:
03/29/18Date:
Map Title:
Source:
Ksat & Soil Boring Map
North Carolina ACP Contractor Yard
Cumberland County, NC
Cumberland Co GIS,
2017 aerial from NCOneMap.com
13479.S1 ­Figure 1
0 150 300 450 600Feet
Legend
@?Ksat & Soil Boring Locations
Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic
Calculations 02-12-2018, REV 06-07-2018
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
JOHN S HAIR
PARCEL 0457-40-6622
(52.4 ACRES)
MARY J YOUNG
PARCEL 0457-20-1369
(41.2 ACRES)
HOWARD H R & RICHARD KING
PARCEL 0457-21-1811
(6.7 ACRES)
JEANNE BRYAN DAVIS
PARCEL 0457-20-4762
(0.45 ACRES)
ELLA J CLARK
PARCEL 0456-39-9627
(60.4 ACRES)
MARTHA L HAIR &
KATHY RADCLIFF
PARCEL 0457-51-1976
(1.7 ACRES)
GATE POSTS
92 949494949494949292
92949290929494
96
9
6
94 96949294
929496OVERHEAD 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
05/22/2018WTS
05/22/2018NJB
4-ACP\North Carolina\
-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWNJB03/10/170
--ISSUED FOR REVIEWWTS08/04/171
--ISSUED FOR REVIEWNJB02/12/20182
--ISSUED FOR REVIEWNJB04/30/20183
--ISSUED FOR REVIEWWTS05/22/20184
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
GAGA
GA
GA
E
E
E
E
E
TS
GP
G 281
G
G
LM
PIEDMONT
LM
PIEDMONT
90410045701
APPROX.
LOCATION
APPROX.
LOCATION
wcuc 051e
90
E Q U I P M E N T
LM
PIEDMONT
S09° 33' 45.90"E1326.907S82° 48' 15.42"W
1195.159N08° 35' 40.83"W789.151N12° 47' 30.74"W671.599N66° 28'

1
7
.
5
5
"
E
445.385
S75° 03'
0
7
.
7
6
"
E
541.71
8
JOHN S HAIR
PARCEL 0457-40-6622
(52.4 ACRES)
MARY J YOUNG
PARCEL 0457-20-1369
(41.2 ACRES)
HOWARD H R & RICHARD KING
PARCEL 0457-21-1811
(6.7 ACRES)
JEANNE BRYAN DAVIS
PARCEL 0457-20-4762
(0.45 ACRES)
ELLA J CLARK
PARCEL 0456-39-9627
(60.4 ACRES)
MARTHA L HAIR &
KATHY RADCLIFF
PARCEL 0457-51-1976
(1.7 ACRES)
GATE POSTS
92 949494949494949292
92949290929494
96
9
6
94 96949294
929496100'
25'
132'
26'
76'
105'
30'
20'
50'
30'
1' DEEP, VARIED DIMENSION
INFILTRATION TRENCH
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
05/22/2018WTS
05/22/2018NJB
4-ACP\North Carolina\
-
ATLANTIC COAST PIPELINE
NC
--ISSUED FOR REVIEWNJB03/10/170
--ISSUED FOR REVIEWWTS08/04/171
--ISSUED FOR REVIEWNJB02/12/20182
--ISSUED FOR REVIEWNJB04/30/20183
--ISSUED FOR REVIEWWTS05/22/20184
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, REV 06-07-2018
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, REV 06-07-2018
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)
226R
(new Reach)
221P
221
222P
SF
224P
224
Routing Diagram for Site Contractor COMBINED 222 and 223
Prepared by AECOM, Printed 5/23/2018
HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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
Avg. Flow Depth=0.36' Max Vel=3.87 fps Inflow=7.86 cfs 0.651 afReach 226R: (new Reach)
n=0.035 L=10.0' S=0.0400 '/' Capacity=181.21 cfs Outflow=7.85 cfs 0.651 af
Peak Elev=93.05' Storage=122,218 cf Inflow=57.39 cfs 3.587 afPond 221P: 221
Outflow=1.53 cfs 0.825 af
Peak Elev=93.45' Storage=56,804 cf Inflow=28.43 cfs 1.305 afPond 222P: SF
Outflow=0.00 cfs 0.000 af
Peak Elev=92.68' 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 25HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Reach 226R: (new Reach)
Inflow Area = 9.040 ac, 0.00% Impervious, Inflow Depth > 0.86" for 1 yr event
Inflow = 7.86 cfs @ 12.04 hrs, Volume= 0.651 af
Outflow = 7.85 cfs @ 12.04 hrs, Volume= 0.651 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Max. Velocity= 3.87 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 1.32 fps, Avg. Travel Time= 0.1 min
Peak Storage= 20 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.36'
Bank-Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 181.21 cfs
5.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 10.0' Slope= 0.0400 '/'
Inlet Invert= 94.00', Outlet Invert= 93.60'
Reach 226R: (new Reach)
Inflow
Outflow
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)8
7
6
5
4
3
2
1
0
Inflow Area=9.040 ac
Avg. Flow Depth=0.36'
Max Vel=3.87 fps
n=0.035
L=10.0'
S=0.0400 '/'
Capacity=181.21 cfs
7.86 cfs7.85 cfs
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 26HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Reach 226R: (new Reach)
Primary
Stage-Discharge
Discharge (cfs)
150100500Depth (feet)2
1
0
Reach 226R: (new Reach)
Storage
Stage-Storage
Storage (cubic-feet)
180160140120100806040200Depth (feet)2
1
0
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 27HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Reach 226R: (new Reach)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Outflow
(cfs)
0.00 0.00 0 94.00 0.00
0.60 0.00 0 94.00 0.00
1.20 0.00 0 94.00 0.00
1.80 0.00 0 94.00 0.00
2.40 0.00 0 94.00 0.00
3.00 0.00 0 94.00 0.00
3.60 0.00 0 94.00 0.00
4.20 0.00 0 94.00 0.00
4.80 0.00 0 94.00 0.00
5.40 0.00 0 94.00 0.00
6.00 0.00 0 94.00 0.00
6.60 0.00 0 94.00 0.00
7.20 0.00 0 94.00 0.00
7.80 0.00 0 94.00 0.00
8.40 0.00 0 94.00 0.00
9.00 0.00 0 94.00 0.00
9.60 0.00 0 94.00 0.00
10.20 0.00 0 94.00 0.00
10.80 0.00 0 94.00 0.00
11.40 0.03 0 94.01 0.03
12.00 7.29 19 94.34 7.25
12.60 2.08 9 94.16 2.09
13.20 0.97 5 94.10 0.97
13.80 0.69 4 94.08 0.69
14.40 0.55 4 94.07 0.55
15.00 0.48 3 94.07 0.48
15.60 0.43 3 94.06 0.43
16.20 0.37 3 94.06 0.37
16.80 0.34 3 94.05 0.34
17.40 0.32 3 94.05 0.32
18.00 0.30 3 94.05 0.30
18.60 0.28 2 94.05 0.28
19.20 0.26 2 94.05 0.26
19.80 0.23 2 94.04 0.23
20.40 0.21 2 94.04 0.21
21.00 0.21 2 94.04 0.21
21.60 0.21 2 94.04 0.21
22.20 0.20 2 94.04 0.20
22.80 0.20 2 94.04 0.20
23.40 0.19 2 94.04 0.19
24.00 0.19 2 94.04 0.19
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 28HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Reach 226R: (new Reach)
Elevation
(feet)
Velocity
(ft/sec)
Discharge
(cfs)
94.00 0.00 0.00
94.02 0.62 0.06
94.04 0.98 0.20
94.06 1.28 0.39
94.08 1.54 0.63
94.10 1.77 0.92
94.12 1.99 1.25
94.14 2.19 1.62
94.16 2.39 2.03
94.18 2.57 2.48
94.20 2.74 2.96
94.22 2.90 3.48
94.24 3.06 4.03
94.26 3.21 4.61
94.28 3.36 5.23
94.30 3.50 5.88
94.32 3.64 6.57
94.34 3.77 7.29
94.36 3.90 8.04
94.38 4.03 8.82
94.40 4.15 9.63
94.42 4.27 10.47
94.44 4.39 11.35
94.46 4.50 12.26
94.48 4.61 13.19
94.50 4.72 14.16
94.52 4.83 15.16
94.54 4.93 16.20
94.56 5.04 17.26
94.58 5.14 18.35
94.60 5.24 19.48
94.62 5.33 20.63
94.64 5.43 21.82
94.66 5.52 23.04
94.68 5.62 24.29
94.70 5.71 25.57
94.72 5.80 26.88
94.74 5.89 28.22
94.76 5.97 29.60
94.78 6.06 31.01
94.80 6.14 32.44
94.82 6.23 33.91
94.84 6.31 35.41
94.86 6.39 36.95
94.88 6.47 38.51
94.90 6.55 40.11
94.92 6.63 41.74
94.94 6.71 43.40
94.96 6.79 45.10
94.98 6.87 46.83
95.00 6.94 48.59
95.02 7.02 50.38
95.04 7.09 52.20
Elevation
(feet)
Velocity
(ft/sec)
Discharge
(cfs)
95.06 7.16 54.06
95.08 7.24 55.96
95.10 7.31 57.88
95.12 7.38 59.84
95.14 7.45 61.83
95.16 7.52 63.86
95.18 7.59 65.92
95.20 7.66 68.01
95.22 7.73 70.14
95.24 7.80 72.30
95.26 7.86 74.50
95.28 7.93 76.73
95.30 8.00 78.99
95.32 8.06 81.29
95.34 8.13 83.63
95.36 8.19 86.00
95.38 8.26 88.40
95.40 8.32 90.84
95.42 8.38 93.32
95.44 8.45 95.83
95.46 8.51 98.38
95.48 8.57 100.96
95.50 8.63 103.58
95.52 8.69 106.24
95.54 8.75 108.93
95.56 8.81 111.66
95.58 8.88 114.42
95.60 8.93 117.23
95.62 8.99 120.06
95.64 9.05 122.94
95.66 9.11 125.85
95.68 9.17 128.80
95.70 9.23 131.79
95.72 9.29 134.82
95.74 9.34 137.88
95.76 9.40 140.98
95.78 9.46 144.12
95.80 9.52 147.30
95.82 9.57 150.51
95.84 9.63 153.77
95.86 9.68 157.06
95.88 9.74 160.39
95.90 9.79 163.76
95.92 9.85 167.17
95.94 9.90 170.62
95.96 9.96 174.11
95.98 10.01 177.64
96.00 10.07 181.21
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 29HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Reach 226R: (new Reach)
Elevation
(feet)
End-Area
(sq-ft)
Storage
(cubic-feet)
94.00 0.0 0
94.02 0.1 1
94.04 0.2 2
94.06 0.3 3
94.08 0.4 4
94.10 0.5 5
94.12 0.6 6
94.14 0.7 7
94.16 0.9 9
94.18 1.0 10
94.20 1.1 11
94.22 1.2 12
94.24 1.3 13
94.26 1.4 14
94.28 1.6 16
94.30 1.7 17
94.32 1.8 18
94.34 1.9 19
94.36 2.1 21
94.38 2.2 22
94.40 2.3 23
94.42 2.5 25
94.44 2.6 26
94.46 2.7 27
94.48 2.9 29
94.50 3.0 30
94.52 3.1 31
94.54 3.3 33
94.56 3.4 34
94.58 3.6 36
94.60 3.7 37
94.62 3.9 39
94.64 4.0 40
94.66 4.2 42
94.68 4.3 43
94.70 4.5 45
94.72 4.6 46
94.74 4.8 48
94.76 5.0 50
94.78 5.1 51
94.80 5.3 53
94.82 5.4 54
94.84 5.6 56
94.86 5.8 58
94.88 5.9 59
94.90 6.1 61
94.92 6.3 63
94.94 6.5 65
94.96 6.6 66
94.98 6.8 68
95.00 7.0 70
95.02 7.2 72
95.04 7.4 74
Elevation
(feet)
End-Area
(sq-ft)
Storage
(cubic-feet)
95.06 7.5 75
95.08 7.7 77
95.10 7.9 79
95.12 8.1 81
95.14 8.3 83
95.16 8.5 85
95.18 8.7 87
95.20 8.9 89
95.22 9.1 91
95.24 9.3 93
95.26 9.5 95
95.28 9.7 97
95.30 9.9 99
95.32 10.1 101
95.34 10.3 103
95.36 10.5 105
95.38 10.7 107
95.40 10.9 109
95.42 11.1 111
95.44 11.3 113
95.46 11.6 116
95.48 11.8 118
95.50 12.0 120
95.52 12.2 122
95.54 12.4 124
95.56 12.7 127
95.58 12.9 129
95.60 13.1 131
95.62 13.3 133
95.64 13.6 136
95.66 13.8 138
95.68 14.0 140
95.70 14.3 143
95.72 14.5 145
95.74 14.8 148
95.76 15.0 150
95.78 15.2 152
95.80 15.5 155
95.82 15.7 157
95.84 16.0 160
95.86 16.2 162
95.88 16.5 165
95.90 16.7 167
95.92 17.0 170
95.94 17.2 172
95.96 17.5 175
95.98 17.7 177
96.00 18.0 180
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 30HydroCAD® 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 = 1.53 cfs @ 16.06 hrs, Volume= 0.825 af, Atten= 97%, Lag= 239.8 min
Primary = 1.53 cfs @ 16.06 hrs, Volume= 0.825 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.05' @ 16.06 hrs Surf.Area= 89,118 sf Storage= 122,218 cf
Plug-Flow detention time= 443.4 min calculated for 0.824 af (23% of inflow)
Center-of-Mass det. time= 307.9 min ( 1,131.5 - 823.6 )
Volume Invert Avail.Storage Storage Description
#1 91.00' 308,000 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
91.00 49,357 0 0
91.50 52,297 25,414 25,414
92.00 55,253 26,888 52,301
92.50 58,224 28,369 80,670
93.00 88,767 36,748 117,418
94.00 95,276 92,022 209,440
94.10 95,930 9,560 219,000
95.00 101,848 89,000 308,000
Device Routing Invert Outlet Devices
#1 Primary 93.00'50.0' 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=1.47 cfs @ 16.06 hrs HW=93.05' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 1.47 cfs @ 0.54 fps)
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 31HydroCAD® 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=93.05'
Storage=122,218 cf
57.39 cfs
1.53 cfs
Pond 221P: 221
Primary
Stage-Discharge
Discharge (cfs)
350300250200150100500Elevation (feet)95
94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 32HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 221P: 221
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
300,000200,000100,0000
Surface/Horizontal/Wetted Area (sq-ft)
100,00080,00060,00040,00020,0000
Elevation (feet)95
94
93
92
91 Custom Stage Data
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 33HydroCAD® 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 91.02 0.00
9.60 0.49 1,769 91.04 0.00
10.20 0.79 3,108 91.06 0.00
10.80 1.37 5,371 91.11 0.00
11.40 2.79 9,566 91.19 0.00
12.00 49.89 38,002 91.74 0.00
12.60 7.15 93,542 92.70 0.00
13.20 3.85 104,264 92.84 0.00
13.80 2.83 111,385 92.93 0.00
14.40 2.24 116,753 92.99 0.00
15.00 1.99 120,487 93.03 0.81
15.60 1.73 122,004 93.05 1.43
16.20 1.48 122,206 93.05 1.53
16.80 1.38 122,054 93.05 1.45
17.40 1.28 121,876 93.05 1.37
18.00 1.19 121,689 93.05 1.28
18.60 1.10 121,498 93.05 1.19
19.20 1.00 121,303 93.04 1.09
19.80 0.91 121,107 93.04 1.00
20.40 0.84 120,914 93.04 0.92
21.00 0.82 120,761 93.04 0.88
21.60 0.80 120,644 93.04 0.85
22.20 0.78 120,547 93.04 0.82
22.80 0.76 120,463 93.03 0.80
23.40 0.75 120,384 93.03 0.78
24.00 0.73 120,310 93.03 0.76
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 34HydroCAD® 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 0.33
93.04 0.94
93.06 1.72
93.08 2.65
93.10 3.70
Elevation
(feet)
Primary
(cfs)
93.12 4.86
93.14 6.13
93.16 7.49
93.18 8.94
93.20 10.46
93.22 12.16
93.24 13.94
93.26 15.83
93.28 17.81
93.30 19.88
93.32 22.05
93.34 24.31
93.36 26.65
93.38 29.09
93.40 31.62
93.42 34.30
93.44 37.07
93.46 39.93
93.48 42.90
93.50 45.96
93.52 49.12
93.54 52.38
93.56 55.74
93.58 59.19
93.60 62.74
93.62 65.86
93.64 69.02
93.66 72.22
93.68 75.48
93.70 78.77
93.72 82.11
93.74 85.49
93.76 88.91
93.78 92.38
93.80 95.88
93.82 99.50
93.84 103.16
93.86 106.87
93.88 110.62
93.90 114.41
93.92 118.25
93.94 122.12
93.96 126.04
93.98 130.00
94.00 134.00
94.02 137.94
94.04 141.91
94.06 145.91
94.08 149.95
94.10 154.02
94.12 158.12
94.14 162.25
94.16 166.41
Elevation
(feet)
Primary
(cfs)
94.18 170.61
94.20 174.83
94.22 179.15
94.24 183.51
94.26 187.90
94.28 192.31
94.30 196.77
94.32 201.25
94.34 205.76
94.36 210.31
94.38 214.88
94.40 219.49
94.42 224.21
94.44 228.96
94.46 233.75
94.48 238.57
94.50 243.42
94.52 248.30
94.54 253.22
94.56 258.17
94.58 263.15
94.60 268.16
94.62 273.20
94.64 278.28
94.66 283.39
94.68 288.52
94.70 293.69
94.72 298.89
94.74 304.12
94.76 309.37
94.78 314.66
94.80 319.98
94.82 325.33
94.84 330.71
94.86 336.11
94.88 341.55
94.90 347.01
94.92 352.51
94.94 358.03
94.96 363.58
94.98 369.16
95.00 374.77
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 35HydroCAD® 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 49,357 0
91.05 49,651 2,475
91.10 49,945 4,965
91.15 50,239 7,470
91.20 50,533 9,989
91.25 50,827 12,523
91.30 51,121 15,072
91.35 51,415 17,635
91.40 51,709 20,213
91.45 52,003 22,806
91.50 52,297 25,414
91.55 52,593 28,036
91.60 52,888 30,673
91.65 53,184 33,325
91.70 53,479 35,991
91.75 53,775 38,673
91.80 54,071 41,369
91.85 54,366 44,080
91.90 54,662 46,805
91.95 54,957 49,546
92.00 55,253 52,301
92.05 55,550 55,071
92.10 55,847 57,856
92.15 56,144 60,656
92.20 56,441 63,470
92.25 56,739 66,300
92.30 57,036 69,144
92.35 57,333 72,003
92.40 57,630 74,878
92.45 57,927 77,766
92.50 58,224 80,670
92.55 61,278 83,658
92.60 64,333 86,798
92.65 67,387 90,091
92.70 70,441 93,537
92.75 73,496 97,135
92.80 76,550 100,886
92.85 79,604 104,790
92.90 82,658 108,847
92.95 85,713 113,056
93.00 88,767 117,418
93.05 89,092 121,864
93.10 89,418 126,327
93.15 89,743 130,806
93.20 90,069 135,302
93.25 90,394 139,813
93.30 90,720 144,341
93.35 91,045 148,885
93.40 91,371 153,446
93.45 91,696 158,022
93.50 92,022 162,615
93.55 92,347 167,224
93.60 92,672 171,850
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.65 92,998 176,492
93.70 93,323 181,150
93.75 93,649 185,824
93.80 93,974 190,514
93.85 94,300 195,221
93.90 94,625 199,944
93.95 94,951 204,684
94.00 95,276 209,440
94.05 95,603 214,211
94.10 95,930 219,000
94.15 96,259 223,805
94.20 96,588 228,626
94.25 96,916 233,463
94.30 97,245 238,317
94.35 97,574 243,188
94.40 97,903 248,075
94.45 98,231 252,978
94.50 98,560 257,898
94.55 98,889 262,834
94.60 99,218 267,787
94.65 99,547 272,756
94.70 99,875 277,741
94.75 100,204 282,743
94.80 100,533 287,762
94.85 100,862 292,797
94.90 101,190 297,848
94.95 101,519 302,916
95.00 101,848 308,000
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 36HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 222P: SF
Inflow Area = 9.040 ac, 0.00% Impervious, Inflow Depth > 1.73" for 1 yr event
Inflow = 28.43 cfs @ 11.96 hrs, Volume= 1.305 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= 93.45' @ 24.00 hrs Surf.Area= 81,614 sf Storage= 56,804 cf
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 92.00' 182,259 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 11,830 0 0
93.00 44,530 28,180 28,180
94.00 126,241 85,386 113,566
94.40 217,225 68,693 182,259
Device Routing Invert Outlet Devices
#1 Primary 94.00'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 37HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)30
25
20
15
10
5
0
Inflow Area=9.040 ac
Peak Elev=93.45'
Storage=56,804 cf
28.43 cfs
0.00 cfs
Pond 222P: SF
Primary
Stage-Discharge
Discharge (cfs)
302520151050Elevation (feet)94
93
92
Broad-Crested Rectangular Weir
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 38HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
150,000100,00050,0000
Surface/Horizontal/Wetted Area (sq-ft)
200,000150,000100,00050,0000
Elevation (feet)94
93
92 Custom Stage Data
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 39HydroCAD® 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 92.00 0.00
0.60 0.00 0 92.00 0.00
1.20 0.00 0 92.00 0.00
1.80 0.00 0 92.00 0.00
2.40 0.00 0 92.00 0.00
3.00 0.00 0 92.00 0.00
3.60 0.00 0 92.00 0.00
4.20 0.00 0 92.00 0.00
4.80 0.00 0 92.00 0.00
5.40 0.00 0 92.00 0.00
6.00 0.00 0 92.00 0.00
6.60 0.01 6 92.00 0.00
7.20 0.02 37 92.00 0.00
7.80 0.03 95 92.01 0.00
8.40 0.07 199 92.02 0.00
9.00 0.13 412 92.03 0.00
9.60 0.19 759 92.06 0.00
10.20 0.32 1,290 92.10 0.00
10.80 0.57 2,208 92.15 0.00
11.40 1.21 3,983 92.25 0.00
12.00 24.36 24,331 92.91 0.00
12.60 1.92 35,047 93.14 0.00
13.20 1.29 38,438 93.20 0.00
13.80 0.96 40,848 93.23 0.00
14.40 0.79 42,700 93.26 0.00
15.00 0.70 44,315 93.29 0.00
15.60 0.61 45,731 93.31 0.00
16.20 0.53 46,946 93.32 0.00
16.80 0.49 48,047 93.34 0.00
17.40 0.46 49,077 93.35 0.00
18.00 0.43 50,035 93.37 0.00
18.60 0.39 50,919 93.38 0.00
19.20 0.36 51,729 93.39 0.00
19.80 0.32 52,464 93.40 0.00
20.40 0.30 53,134 93.41 0.00
21.00 0.30 53,782 93.42 0.00
21.60 0.29 54,417 93.42 0.00
22.20 0.28 55,037 93.43 0.00
22.80 0.28 55,642 93.44 0.00
23.40 0.27 56,234 93.45 0.00
24.00 0.26 56,810 93.45 0.00
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 40HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 222P: SF
Elevation
(feet)
Primary
(cfs)
92.00 0.00
92.02 0.00
92.04 0.00
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
Elevation
(feet)
Primary
(cfs)
93.06 0.00
93.08 0.00
93.10 0.00
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 0.00
93.54 0.00
93.56 0.00
93.58 0.00
93.60 0.00
93.62 0.00
93.64 0.00
93.66 0.00
93.68 0.00
93.70 0.00
93.72 0.00
93.74 0.00
93.76 0.00
93.78 0.00
93.80 0.00
93.82 0.00
93.84 0.00
93.86 0.00
93.88 0.00
93.90 0.00
93.92 0.00
93.94 0.00
93.96 0.00
93.98 0.00
94.00 0.00
94.02 0.33
94.04 0.94
94.06 1.72
94.08 2.65
94.10 3.70
Elevation
(feet)
Primary
(cfs)
94.12 4.86
94.14 6.13
94.16 7.49
94.18 8.94
94.20 10.46
94.22 12.16
94.24 13.94
94.26 15.83
94.28 17.81
94.30 19.88
94.32 22.05
94.34 24.31
94.36 26.65
94.38 29.09
94.40 31.62
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 41HydroCAD® 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)
92.00 11,830 0
92.05 13,465 632
92.10 15,100 1,346
92.15 16,735 2,142
92.20 18,370 3,020
92.25 20,005 3,979
92.30 21,640 5,020
92.35 23,275 6,143
92.40 24,910 7,348
92.45 26,545 8,634
92.50 28,180 10,003
92.55 29,815 11,452
92.60 31,450 12,984
92.65 33,085 14,597
92.70 34,720 16,293
92.75 36,355 18,069
92.80 37,990 19,928
92.85 39,625 21,868
92.90 41,260 23,891
92.95 42,895 25,994
93.00 44,530 28,180
93.05 48,616 30,509
93.10 52,701 33,042
93.15 56,787 35,779
93.20 60,872 38,720
93.25 64,958 41,866
93.30 69,043 45,216
93.35 73,129 48,770
93.40 77,214 52,529
93.45 81,300 56,492
93.50 85,386 60,659
93.55 89,471 65,030
93.60 93,557 69,606
93.65 97,642 74,386
93.70 101,728 79,370
93.75 105,813 84,559
93.80 109,899 89,952
93.85 113,984 95,549
93.90 118,070 101,350
93.95 122,155 107,356
94.00 126,241 113,566
94.05 137,614 120,162
94.10 148,987 127,327
94.15 160,360 135,061
94.20 171,733 143,363
94.25 183,106 152,234
94.30 194,479 161,673
94.35 205,852 171,682
94.40 217,225 182,259
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 42HydroCAD® 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= 92.68' @ 24.00 hrs Surf.Area= 12,311 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 92.00' 25,759 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 10,786 0 0
92.50 11,926 5,678 5,678
93.00 12,993 6,230 11,908
93.50 13,844 6,709 18,617
94.00 14,722 7,142 25,759
Device Routing Invert Outlet Devices
#1 Primary 93.00'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 43HydroCAD® 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=92.68'
Storage=7,863 cf
3.79 cfs
0.00 cfs
Pond 224P: 224
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)94
93
92
Broad-Crested Rectangular Weir
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 44HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 224P: 224
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
25,00020,00015,00010,0005,0000
Surface/Horizontal/Wetted Area (sq-ft)
14,00012,00010,0008,0006,0004,0002,0000
Elevation (feet)94
93
92 Custom Stage Data
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 45HydroCAD® 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 92.00 0.00
0.60 0.00 0 92.00 0.00
1.20 0.00 0 92.00 0.00
1.80 0.00 0 92.00 0.00
2.40 0.00 0 92.00 0.00
3.00 0.00 0 92.00 0.00
3.60 0.00 0 92.00 0.00
4.20 0.00 0 92.00 0.00
4.80 0.00 0 92.00 0.00
5.40 0.00 0 92.00 0.00
6.00 0.00 0 92.00 0.00
6.60 0.00 0 92.00 0.00
7.20 0.00 0 92.00 0.00
7.80 0.00 0 92.00 0.00
8.40 0.00 0 92.00 0.00
9.00 0.00 0 92.00 0.00
9.60 0.00 0 92.00 0.00
10.20 0.00 0 92.00 0.00
10.80 0.00 0 92.00 0.00
11.40 0.00 0 92.00 0.00
12.00 3.49 1,783 92.16 0.00
12.60 0.34 3,503 92.31 0.00
13.20 0.24 4,121 92.37 0.00
13.80 0.18 4,575 92.41 0.00
14.40 0.15 4,933 92.44 0.00
15.00 0.14 5,251 92.46 0.00
15.60 0.12 5,533 92.49 0.00
16.20 0.11 5,779 92.51 0.00
16.80 0.10 6,003 92.53 0.00
17.40 0.10 6,216 92.54 0.00
18.00 0.09 6,414 92.56 0.00
18.60 0.08 6,599 92.58 0.00
19.20 0.08 6,770 92.59 0.00
19.80 0.07 6,926 92.60 0.00
20.40 0.06 7,068 92.62 0.00
21.00 0.06 7,207 92.63 0.00
21.60 0.06 7,343 92.64 0.00
22.20 0.06 7,477 92.65 0.00
22.80 0.06 7,608 92.66 0.00
23.40 0.06 7,737 92.67 0.00
24.00 0.06 7,863 92.68 0.00
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 46HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 224P: 224
Elevation
(feet)
Primary
(cfs)
92.00 0.00
92.01 0.00
92.02 0.00
92.03 0.00
92.04 0.00
92.05 0.00
92.06 0.00
92.07 0.00
92.08 0.00
92.09 0.00
92.10 0.00
92.11 0.00
92.12 0.00
92.13 0.00
92.14 0.00
92.15 0.00
92.16 0.00
92.17 0.00
92.18 0.00
92.19 0.00
92.20 0.00
92.21 0.00
92.22 0.00
92.23 0.00
92.24 0.00
92.25 0.00
92.26 0.00
92.27 0.00
92.28 0.00
92.29 0.00
92.30 0.00
92.31 0.00
92.32 0.00
92.33 0.00
92.34 0.00
92.35 0.00
92.36 0.00
92.37 0.00
92.38 0.00
92.39 0.00
92.40 0.00
92.41 0.00
92.42 0.00
92.43 0.00
92.44 0.00
92.45 0.00
92.46 0.00
92.47 0.00
92.48 0.00
92.49 0.00
92.50 0.00
92.51 0.00
92.52 0.00
Elevation
(feet)
Primary
(cfs)
92.53 0.00
92.54 0.00
92.55 0.00
92.56 0.00
92.57 0.00
92.58 0.00
92.59 0.00
92.60 0.00
92.61 0.00
92.62 0.00
92.63 0.00
92.64 0.00
92.65 0.00
92.66 0.00
92.67 0.00
92.68 0.00
92.69 0.00
92.70 0.00
92.71 0.00
92.72 0.00
92.73 0.00
92.74 0.00
92.75 0.00
92.76 0.00
92.77 0.00
92.78 0.00
92.79 0.00
92.80 0.00
92.81 0.00
92.82 0.00
92.83 0.00
92.84 0.00
92.85 0.00
92.86 0.00
92.87 0.00
92.88 0.00
92.89 0.00
92.90 0.00
92.91 0.00
92.92 0.00
92.93 0.00
92.94 0.00
92.95 0.00
92.96 0.00
92.97 0.00
92.98 0.00
92.99 0.00
93.00 0.00
93.01 0.12
93.02 0.33
93.03 0.61
93.04 0.94
93.05 1.31
Elevation
(feet)
Primary
(cfs)
93.06 1.72
93.07 2.17
93.08 2.65
93.09 3.16
93.10 3.70
93.11 4.27
93.12 4.86
93.13 5.48
93.14 6.13
93.15 6.80
93.16 7.49
93.17 8.20
93.18 8.94
93.19 9.69
93.20 10.46
93.21 11.30
93.22 12.16
93.23 13.04
93.24 13.94
93.25 14.88
93.26 15.83
93.27 16.81
93.28 17.81
93.29 18.83
93.30 19.88
93.31 20.95
93.32 22.05
93.33 23.17
93.34 24.31
93.35 25.47
93.36 26.65
93.37 27.86
93.38 29.09
93.39 30.35
93.40 31.62
93.41 32.95
93.42 34.30
93.43 35.67
93.44 37.07
93.45 38.49
93.46 39.93
93.47 41.40
93.48 42.90
93.49 44.42
93.50 45.96
93.51 47.53
93.52 49.12
93.53 50.74
93.54 52.38
93.55 54.05
93.56 55.74
93.57 57.45
93.58 59.19
Elevation
(feet)
Primary
(cfs)
93.59 60.95
93.60 62.74
93.61 64.29
93.62 65.86
93.63 67.43
93.64 69.02
93.65 70.62
93.66 72.22
93.67 73.84
93.68 75.48
93.69 77.12
93.70 78.77
93.71 80.44
93.72 82.11
93.73 83.80
93.74 85.49
93.75 87.20
93.76 88.91
93.77 90.64
93.78 92.38
93.79 94.13
93.80 95.88
93.81 97.69
93.82 99.50
93.83 101.33
93.84 103.16
93.85 105.01
93.86 106.87
93.87 108.74
93.88 110.62
93.89 112.51
93.90 114.41
93.91 116.32
93.92 118.25
93.93 120.18
93.94 122.12
93.95 124.08
93.96 126.04
93.97 128.02
93.98 130.00
93.99 132.00
94.00 134.00
Type II 24-hr 1 yr Rainfall=3.02"Site Contractor COMBINED 222 and 223
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Page 47HydroCAD® 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)
92.00 10,786 0
92.02 10,832 216
92.04 10,877 433
92.06 10,923 651
92.08 10,968 870
92.10 11,014 1,090
92.12 11,060 1,311
92.14 11,105 1,532
92.16 11,151 1,755
92.18 11,196 1,978
92.20 11,242 2,203
92.22 11,288 2,428
92.24 11,333 2,654
92.26 11,379 2,881
92.28 11,424 3,109
92.30 11,470 3,338
92.32 11,516 3,568
92.34 11,561 3,799
92.36 11,607 4,031
92.38 11,652 4,263
92.40 11,698 4,497
92.42 11,744 4,731
92.44 11,789 4,967
92.46 11,835 5,203
92.48 11,880 5,440
92.50 11,926 5,678
92.52 11,969 5,917
92.54 12,011 6,157
92.56 12,054 6,397
92.58 12,097 6,639
92.60 12,139 6,881
92.62 12,182 7,124
92.64 12,225 7,369
92.66 12,267 7,613
92.68 12,310 7,859
92.70 12,353 8,106
92.72 12,395 8,353
92.74 12,438 8,602
92.76 12,481 8,851
92.78 12,524 9,101
92.80 12,566 9,352
92.82 12,609 9,604
92.84 12,652 9,856
92.86 12,694 10,110
92.88 12,737 10,364
92.90 12,780 10,619
92.92 12,822 10,875
92.94 12,865 11,132
92.96 12,908 11,390
92.98 12,950 11,648
93.00 12,993 11,908
93.02 13,027 12,168
93.04 13,061 12,429
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.06 13,095 12,690
93.08 13,129 12,953
93.10 13,163 13,216
93.12 13,197 13,479
93.14 13,231 13,743
93.16 13,265 14,008
93.18 13,299 14,274
93.20 13,333 14,540
93.22 13,367 14,807
93.24 13,401 15,075
93.26 13,436 15,343
93.28 13,470 15,613
93.30 13,504 15,882
93.32 13,538 16,153
93.34 13,572 16,424
93.36 13,606 16,696
93.38 13,640 16,968
93.40 13,674 17,241
93.42 13,708 17,515
93.44 13,742 17,789
93.46 13,776 18,065
93.48 13,810 18,340
93.50 13,844 18,617
93.52 13,879 18,894
93.54 13,914 19,172
93.56 13,949 19,451
93.58 13,984 19,730
93.60 14,020 20,010
93.62 14,055 20,291
93.64 14,090 20,572
93.66 14,125 20,855
93.68 14,160 21,137
93.70 14,195 21,421
93.72 14,230 21,705
93.74 14,265 21,990
93.76 14,301 22,276
93.78 14,336 22,562
93.80 14,371 22,849
93.82 14,406 23,137
93.84 14,441 23,425
93.86 14,476 23,715
93.88 14,511 24,005
93.90 14,546 24,295
93.92 14,582 24,586
93.94 14,617 24,878
93.96 14,652 25,171
93.98 14,687 25,464
94.00 14,722 25,759
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Page 48HydroCAD® 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
Avg. Flow Depth=0.46' Max Vel=4.49 fps Inflow=12.15 cfs 0.965 afReach 226R: (new Reach)
n=0.035 L=10.0' S=0.0400 '/' Capacity=181.21 cfs Outflow=12.14 cfs 0.965 af
Peak Elev=93.13' Storage=128,973 cf Inflow=75.53 cfs 4.753 afPond 221P: 221
Outflow=5.49 cfs 1.976 af
Peak Elev=93.66' Storage=75,368 cf Inflow=37.27 cfs 1.731 afPond 222P: SF
Outflow=0.00 cfs 0.000 af
Peak Elev=93.00' Storage=11,970 cf Inflow=6.08 cfs 0.279 afPond 224P: 224
Outflow=0.08 cfs 0.004 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 Contractor COMBINED 222 and 223
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Page 49HydroCAD® 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 Contractor COMBINED 222 and 223
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Page 50HydroCAD® 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 Contractor COMBINED 222 and 223
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Page 51HydroCAD® 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 Contractor COMBINED 222 and 223
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Page 52HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 53HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 54HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 55HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 56HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 57HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 58HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 59HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 60HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 61HydroCAD® 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 Contractor COMBINED 222 and 223
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Page 62HydroCAD® 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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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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 Contractor COMBINED 222 and 223
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Summary for Reach 226R: (new Reach)
Inflow Area = 9.040 ac, 0.00% Impervious, Inflow Depth > 1.28" for 2 yr event
Inflow = 12.15 cfs @ 12.03 hrs, Volume= 0.965 af
Outflow = 12.14 cfs @ 12.03 hrs, Volume= 0.965 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Max. Velocity= 4.49 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 1.47 fps, Avg. Travel Time= 0.1 min
Peak Storage= 27 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.46'
Bank-Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 181.21 cfs
5.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 10.0' Slope= 0.0400 '/'
Inlet Invert= 94.00', Outlet Invert= 93.60'
Reach 226R: (new Reach)
Inflow
Outflow
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)12
10
8
6
4
2
0
Inflow Area=9.040 ac
Avg. Flow Depth=0.46'
Max Vel=4.49 fps
n=0.035
L=10.0'
S=0.0400 '/'
Capacity=181.21 cfs
12.15 cfs12.14 cfs
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Reach 226R: (new Reach)
Primary
Stage-Discharge
Discharge (cfs)
150100500Depth (feet)2
1
0
Reach 226R: (new Reach)
Storage
Stage-Storage
Storage (cubic-feet)
180160140120100806040200Depth (feet)2
1
0
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 69HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Reach 226R: (new Reach)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Outflow
(cfs)
0.00 0.00 0 94.00 0.00
0.60 0.00 0 94.00 0.00
1.20 0.00 0 94.00 0.00
1.80 0.00 0 94.00 0.00
2.40 0.00 0 94.00 0.00
3.00 0.00 0 94.00 0.00
3.60 0.00 0 94.00 0.00
4.20 0.00 0 94.00 0.00
4.80 0.00 0 94.00 0.00
5.40 0.00 0 94.00 0.00
6.00 0.00 0 94.00 0.00
6.60 0.00 0 94.00 0.00
7.20 0.00 0 94.00 0.00
7.80 0.00 0 94.00 0.00
8.40 0.00 0 94.00 0.00
9.00 0.00 0 94.00 0.00
9.60 0.00 0 94.00 0.00
10.20 0.00 0 94.00 0.00
10.80 0.02 0 94.01 0.02
11.40 0.25 2 94.04 0.24
12.00 11.45 26 94.44 11.40
12.60 3.03 11 94.20 3.04
13.20 1.36 7 94.13 1.37
13.80 0.96 5 94.10 0.96
14.40 0.76 5 94.09 0.76
15.00 0.67 4 94.08 0.67
15.60 0.59 4 94.08 0.59
16.20 0.51 4 94.07 0.51
16.80 0.47 3 94.07 0.47
17.40 0.44 3 94.06 0.44
18.00 0.41 3 94.06 0.41
18.60 0.38 3 94.06 0.38
19.20 0.35 3 94.06 0.35
19.80 0.32 3 94.05 0.32
20.40 0.29 3 94.05 0.29
21.00 0.28 2 94.05 0.28
21.60 0.28 2 94.05 0.28
22.20 0.27 2 94.05 0.27
22.80 0.27 2 94.05 0.27
23.40 0.26 2 94.05 0.26
24.00 0.26 2 94.05 0.26
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Stage-Discharge for Reach 226R: (new Reach)
Elevation
(feet)
Velocity
(ft/sec)
Discharge
(cfs)
94.00 0.00 0.00
94.02 0.62 0.06
94.04 0.98 0.20
94.06 1.28 0.39
94.08 1.54 0.63
94.10 1.77 0.92
94.12 1.99 1.25
94.14 2.19 1.62
94.16 2.39 2.03
94.18 2.57 2.48
94.20 2.74 2.96
94.22 2.90 3.48
94.24 3.06 4.03
94.26 3.21 4.61
94.28 3.36 5.23
94.30 3.50 5.88
94.32 3.64 6.57
94.34 3.77 7.29
94.36 3.90 8.04
94.38 4.03 8.82
94.40 4.15 9.63
94.42 4.27 10.47
94.44 4.39 11.35
94.46 4.50 12.26
94.48 4.61 13.19
94.50 4.72 14.16
94.52 4.83 15.16
94.54 4.93 16.20
94.56 5.04 17.26
94.58 5.14 18.35
94.60 5.24 19.48
94.62 5.33 20.63
94.64 5.43 21.82
94.66 5.52 23.04
94.68 5.62 24.29
94.70 5.71 25.57
94.72 5.80 26.88
94.74 5.89 28.22
94.76 5.97 29.60
94.78 6.06 31.01
94.80 6.14 32.44
94.82 6.23 33.91
94.84 6.31 35.41
94.86 6.39 36.95
94.88 6.47 38.51
94.90 6.55 40.11
94.92 6.63 41.74
94.94 6.71 43.40
94.96 6.79 45.10
94.98 6.87 46.83
95.00 6.94 48.59
95.02 7.02 50.38
95.04 7.09 52.20
Elevation
(feet)
Velocity
(ft/sec)
Discharge
(cfs)
95.06 7.16 54.06
95.08 7.24 55.96
95.10 7.31 57.88
95.12 7.38 59.84
95.14 7.45 61.83
95.16 7.52 63.86
95.18 7.59 65.92
95.20 7.66 68.01
95.22 7.73 70.14
95.24 7.80 72.30
95.26 7.86 74.50
95.28 7.93 76.73
95.30 8.00 78.99
95.32 8.06 81.29
95.34 8.13 83.63
95.36 8.19 86.00
95.38 8.26 88.40
95.40 8.32 90.84
95.42 8.38 93.32
95.44 8.45 95.83
95.46 8.51 98.38
95.48 8.57 100.96
95.50 8.63 103.58
95.52 8.69 106.24
95.54 8.75 108.93
95.56 8.81 111.66
95.58 8.88 114.42
95.60 8.93 117.23
95.62 8.99 120.06
95.64 9.05 122.94
95.66 9.11 125.85
95.68 9.17 128.80
95.70 9.23 131.79
95.72 9.29 134.82
95.74 9.34 137.88
95.76 9.40 140.98
95.78 9.46 144.12
95.80 9.52 147.30
95.82 9.57 150.51
95.84 9.63 153.77
95.86 9.68 157.06
95.88 9.74 160.39
95.90 9.79 163.76
95.92 9.85 167.17
95.94 9.90 170.62
95.96 9.96 174.11
95.98 10.01 177.64
96.00 10.07 181.21
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Stage-Area-Storage for Reach 226R: (new Reach)
Elevation
(feet)
End-Area
(sq-ft)
Storage
(cubic-feet)
94.00 0.0 0
94.02 0.1 1
94.04 0.2 2
94.06 0.3 3
94.08 0.4 4
94.10 0.5 5
94.12 0.6 6
94.14 0.7 7
94.16 0.9 9
94.18 1.0 10
94.20 1.1 11
94.22 1.2 12
94.24 1.3 13
94.26 1.4 14
94.28 1.6 16
94.30 1.7 17
94.32 1.8 18
94.34 1.9 19
94.36 2.1 21
94.38 2.2 22
94.40 2.3 23
94.42 2.5 25
94.44 2.6 26
94.46 2.7 27
94.48 2.9 29
94.50 3.0 30
94.52 3.1 31
94.54 3.3 33
94.56 3.4 34
94.58 3.6 36
94.60 3.7 37
94.62 3.9 39
94.64 4.0 40
94.66 4.2 42
94.68 4.3 43
94.70 4.5 45
94.72 4.6 46
94.74 4.8 48
94.76 5.0 50
94.78 5.1 51
94.80 5.3 53
94.82 5.4 54
94.84 5.6 56
94.86 5.8 58
94.88 5.9 59
94.90 6.1 61
94.92 6.3 63
94.94 6.5 65
94.96 6.6 66
94.98 6.8 68
95.00 7.0 70
95.02 7.2 72
95.04 7.4 74
Elevation
(feet)
End-Area
(sq-ft)
Storage
(cubic-feet)
95.06 7.5 75
95.08 7.7 77
95.10 7.9 79
95.12 8.1 81
95.14 8.3 83
95.16 8.5 85
95.18 8.7 87
95.20 8.9 89
95.22 9.1 91
95.24 9.3 93
95.26 9.5 95
95.28 9.7 97
95.30 9.9 99
95.32 10.1 101
95.34 10.3 103
95.36 10.5 105
95.38 10.7 107
95.40 10.9 109
95.42 11.1 111
95.44 11.3 113
95.46 11.6 116
95.48 11.8 118
95.50 12.0 120
95.52 12.2 122
95.54 12.4 124
95.56 12.7 127
95.58 12.9 129
95.60 13.1 131
95.62 13.3 133
95.64 13.6 136
95.66 13.8 138
95.68 14.0 140
95.70 14.3 143
95.72 14.5 145
95.74 14.8 148
95.76 15.0 150
95.78 15.2 152
95.80 15.5 155
95.82 15.7 157
95.84 16.0 160
95.86 16.2 162
95.88 16.5 165
95.90 16.7 167
95.92 17.0 170
95.94 17.2 172
95.96 17.5 175
95.98 17.7 177
96.00 18.0 180
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 72HydroCAD® 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 = 5.49 cfs @ 13.04 hrs, Volume= 1.976 af, Atten= 93%, Lag= 58.9 min
Primary = 5.49 cfs @ 13.04 hrs, Volume= 1.976 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.13' @ 13.04 hrs Surf.Area= 89,610 sf Storage= 128,973 cf
Plug-Flow detention time= 287.7 min calculated for 1.973 af (42% of inflow)
Center-of-Mass det. time= 169.6 min ( 985.3 - 815.7 )
Volume Invert Avail.Storage Storage Description
#1 91.00' 308,000 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
91.00 49,357 0 0
91.50 52,297 25,414 25,414
92.00 55,253 26,888 52,301
92.50 58,224 28,369 80,670
93.00 88,767 36,748 117,418
94.00 95,276 92,022 209,440
94.10 95,930 9,560 219,000
95.00 101,848 89,000 308,000
Device Routing Invert Outlet Devices
#1 Primary 93.00'50.0' 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=5.45 cfs @ 13.04 hrs HW=93.13' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 5.45 cfs @ 0.84 fps)
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 73HydroCAD® 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=93.13'
Storage=128,973 cf
75.53 cfs
5.49 cfs
Pond 221P: 221
Primary
Stage-Discharge
Discharge (cfs)
350300250200150100500Elevation (feet)95
94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 74HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 221P: 221
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
300,000200,000100,0000
Surface/Horizontal/Wetted Area (sq-ft)
100,00080,00060,00040,00020,0000
Elevation (feet)95
94
93
92
91 Custom Stage Data
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 75HydroCAD® 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 91.00 0.00
7.80 0.25 646 91.01 0.00
8.40 0.39 1,317 91.03 0.00
9.00 0.64 2,413 91.05 0.00
9.60 0.85 4,052 91.08 0.00
10.20 1.28 6,288 91.13 0.00
10.80 2.11 9,849 91.20 0.00
11.40 4.08 16,114 91.32 0.00
12.00 66.32 55,151 92.05 0.00
12.60 9.15 126,132 93.10 3.63
13.20 4.90 128,818 93.13 5.38
13.80 3.59 127,319 93.11 4.37
14.40 2.84 125,773 93.09 3.41
15.00 2.51 124,856 93.08 2.84
15.60 2.19 124,208 93.08 2.49
16.20 1.87 123,547 93.07 2.17
16.80 1.74 123,030 93.06 1.92
17.40 1.62 122,687 93.06 1.76
18.00 1.50 122,408 93.06 1.62
18.60 1.38 122,150 93.05 1.50
19.20 1.26 121,898 93.05 1.38
19.80 1.14 121,648 93.05 1.26
20.40 1.05 121,408 93.04 1.14
21.00 1.03 121,266 93.04 1.08
21.60 1.01 121,185 93.04 1.04
22.20 0.98 121,125 93.04 1.01
22.80 0.96 121,072 93.04 0.98
23.40 0.94 121,022 93.04 0.96
24.00 0.91 120,972 93.04 0.94
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 76HydroCAD® 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 0.33
93.04 0.94
93.06 1.72
93.08 2.65
93.10 3.70
Elevation
(feet)
Primary
(cfs)
93.12 4.86
93.14 6.13
93.16 7.49
93.18 8.94
93.20 10.46
93.22 12.16
93.24 13.94
93.26 15.83
93.28 17.81
93.30 19.88
93.32 22.05
93.34 24.31
93.36 26.65
93.38 29.09
93.40 31.62
93.42 34.30
93.44 37.07
93.46 39.93
93.48 42.90
93.50 45.96
93.52 49.12
93.54 52.38
93.56 55.74
93.58 59.19
93.60 62.74
93.62 65.86
93.64 69.02
93.66 72.22
93.68 75.48
93.70 78.77
93.72 82.11
93.74 85.49
93.76 88.91
93.78 92.38
93.80 95.88
93.82 99.50
93.84 103.16
93.86 106.87
93.88 110.62
93.90 114.41
93.92 118.25
93.94 122.12
93.96 126.04
93.98 130.00
94.00 134.00
94.02 137.94
94.04 141.91
94.06 145.91
94.08 149.95
94.10 154.02
94.12 158.12
94.14 162.25
94.16 166.41
Elevation
(feet)
Primary
(cfs)
94.18 170.61
94.20 174.83
94.22 179.15
94.24 183.51
94.26 187.90
94.28 192.31
94.30 196.77
94.32 201.25
94.34 205.76
94.36 210.31
94.38 214.88
94.40 219.49
94.42 224.21
94.44 228.96
94.46 233.75
94.48 238.57
94.50 243.42
94.52 248.30
94.54 253.22
94.56 258.17
94.58 263.15
94.60 268.16
94.62 273.20
94.64 278.28
94.66 283.39
94.68 288.52
94.70 293.69
94.72 298.89
94.74 304.12
94.76 309.37
94.78 314.66
94.80 319.98
94.82 325.33
94.84 330.71
94.86 336.11
94.88 341.55
94.90 347.01
94.92 352.51
94.94 358.03
94.96 363.58
94.98 369.16
95.00 374.77
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 77HydroCAD® 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 49,357 0
91.05 49,651 2,475
91.10 49,945 4,965
91.15 50,239 7,470
91.20 50,533 9,989
91.25 50,827 12,523
91.30 51,121 15,072
91.35 51,415 17,635
91.40 51,709 20,213
91.45 52,003 22,806
91.50 52,297 25,414
91.55 52,593 28,036
91.60 52,888 30,673
91.65 53,184 33,325
91.70 53,479 35,991
91.75 53,775 38,673
91.80 54,071 41,369
91.85 54,366 44,080
91.90 54,662 46,805
91.95 54,957 49,546
92.00 55,253 52,301
92.05 55,550 55,071
92.10 55,847 57,856
92.15 56,144 60,656
92.20 56,441 63,470
92.25 56,739 66,300
92.30 57,036 69,144
92.35 57,333 72,003
92.40 57,630 74,878
92.45 57,927 77,766
92.50 58,224 80,670
92.55 61,278 83,658
92.60 64,333 86,798
92.65 67,387 90,091
92.70 70,441 93,537
92.75 73,496 97,135
92.80 76,550 100,886
92.85 79,604 104,790
92.90 82,658 108,847
92.95 85,713 113,056
93.00 88,767 117,418
93.05 89,092 121,864
93.10 89,418 126,327
93.15 89,743 130,806
93.20 90,069 135,302
93.25 90,394 139,813
93.30 90,720 144,341
93.35 91,045 148,885
93.40 91,371 153,446
93.45 91,696 158,022
93.50 92,022 162,615
93.55 92,347 167,224
93.60 92,672 171,850
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.65 92,998 176,492
93.70 93,323 181,150
93.75 93,649 185,824
93.80 93,974 190,514
93.85 94,300 195,221
93.90 94,625 199,944
93.95 94,951 204,684
94.00 95,276 209,440
94.05 95,603 214,211
94.10 95,930 219,000
94.15 96,259 223,805
94.20 96,588 228,626
94.25 96,916 233,463
94.30 97,245 238,317
94.35 97,574 243,188
94.40 97,903 248,075
94.45 98,231 252,978
94.50 98,560 257,898
94.55 98,889 262,834
94.60 99,218 267,787
94.65 99,547 272,756
94.70 99,875 277,741
94.75 100,204 282,743
94.80 100,533 287,762
94.85 100,862 292,797
94.90 101,190 297,848
94.95 101,519 302,916
95.00 101,848 308,000
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 78HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 222P: SF
Inflow Area = 9.040 ac, 0.00% Impervious, Inflow Depth > 2.30" for 2 yr event
Inflow = 37.27 cfs @ 11.96 hrs, Volume= 1.731 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= 93.66' @ 24.00 hrs Surf.Area= 98,460 sf Storage= 75,368 cf
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 92.00' 182,259 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 11,830 0 0
93.00 44,530 28,180 28,180
94.00 126,241 85,386 113,566
94.40 217,225 68,693 182,259
Device Routing Invert Outlet Devices
#1 Primary 94.00'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 79HydroCAD® 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=9.040 ac
Peak Elev=93.66'
Storage=75,368 cf
37.27 cfs
0.00 cfs
Pond 222P: SF
Primary
Stage-Discharge
Discharge (cfs)
302520151050Elevation (feet)94
93
92
Broad-Crested Rectangular Weir
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 80HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 222P: SF
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
150,000100,00050,0000
Surface/Horizontal/Wetted Area (sq-ft)
200,000150,000100,00050,0000
Elevation (feet)94
93
92 Custom Stage Data
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 81HydroCAD® 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 92.00 0.00
0.60 0.00 0 92.00 0.00
1.20 0.00 0 92.00 0.00
1.80 0.00 0 92.00 0.00
2.40 0.00 0 92.00 0.00
3.00 0.00 0 92.00 0.00
3.60 0.00 0 92.00 0.00
4.20 0.00 0 92.00 0.00
4.80 0.00 0 92.00 0.00
5.40 0.00 0 92.00 0.00
6.00 0.02 17 92.00 0.00
6.60 0.03 67 92.01 0.00
7.20 0.06 157 92.01 0.00
7.80 0.10 321 92.03 0.00
8.40 0.15 582 92.05 0.00
9.00 0.25 1,015 92.08 0.00
9.60 0.32 1,635 92.12 0.00
10.20 0.51 2,515 92.17 0.00
10.80 0.86 3,949 92.25 0.00
11.40 1.75 6,581 92.37 0.00
12.00 31.72 33,972 93.12 0.00
12.60 2.46 47,802 93.34 0.00
13.20 1.64 52,133 93.39 0.00
13.80 1.23 55,201 93.43 0.00
14.40 1.01 57,554 93.46 0.00
15.00 0.89 59,603 93.49 0.00
15.60 0.77 61,397 93.51 0.00
16.20 0.67 62,935 93.53 0.00
16.80 0.62 64,327 93.54 0.00
17.40 0.58 65,629 93.56 0.00
18.00 0.54 66,837 93.57 0.00
18.60 0.49 67,953 93.58 0.00
19.20 0.45 68,975 93.59 0.00
19.80 0.41 69,902 93.60 0.00
20.40 0.38 70,745 93.61 0.00
21.00 0.37 71,562 93.62 0.00
21.60 0.37 72,361 93.63 0.00
22.20 0.36 73,141 93.64 0.00
22.80 0.35 73,903 93.64 0.00
23.40 0.34 74,646 93.65 0.00
24.00 0.33 75,371 93.66 0.00
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Page 82HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 222P: SF
Elevation
(feet)
Primary
(cfs)
92.00 0.00
92.02 0.00
92.04 0.00
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
Elevation
(feet)
Primary
(cfs)
93.06 0.00
93.08 0.00
93.10 0.00
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 0.00
93.54 0.00
93.56 0.00
93.58 0.00
93.60 0.00
93.62 0.00
93.64 0.00
93.66 0.00
93.68 0.00
93.70 0.00
93.72 0.00
93.74 0.00
93.76 0.00
93.78 0.00
93.80 0.00
93.82 0.00
93.84 0.00
93.86 0.00
93.88 0.00
93.90 0.00
93.92 0.00
93.94 0.00
93.96 0.00
93.98 0.00
94.00 0.00
94.02 0.33
94.04 0.94
94.06 1.72
94.08 2.65
94.10 3.70
Elevation
(feet)
Primary
(cfs)
94.12 4.86
94.14 6.13
94.16 7.49
94.18 8.94
94.20 10.46
94.22 12.16
94.24 13.94
94.26 15.83
94.28 17.81
94.30 19.88
94.32 22.05
94.34 24.31
94.36 26.65
94.38 29.09
94.40 31.62
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 83HydroCAD® 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)
92.00 11,830 0
92.05 13,465 632
92.10 15,100 1,346
92.15 16,735 2,142
92.20 18,370 3,020
92.25 20,005 3,979
92.30 21,640 5,020
92.35 23,275 6,143
92.40 24,910 7,348
92.45 26,545 8,634
92.50 28,180 10,003
92.55 29,815 11,452
92.60 31,450 12,984
92.65 33,085 14,597
92.70 34,720 16,293
92.75 36,355 18,069
92.80 37,990 19,928
92.85 39,625 21,868
92.90 41,260 23,891
92.95 42,895 25,994
93.00 44,530 28,180
93.05 48,616 30,509
93.10 52,701 33,042
93.15 56,787 35,779
93.20 60,872 38,720
93.25 64,958 41,866
93.30 69,043 45,216
93.35 73,129 48,770
93.40 77,214 52,529
93.45 81,300 56,492
93.50 85,386 60,659
93.55 89,471 65,030
93.60 93,557 69,606
93.65 97,642 74,386
93.70 101,728 79,370
93.75 105,813 84,559
93.80 109,899 89,952
93.85 113,984 95,549
93.90 118,070 101,350
93.95 122,155 107,356
94.00 126,241 113,566
94.05 137,614 120,162
94.10 148,987 127,327
94.15 160,360 135,061
94.20 171,733 143,363
94.25 183,106 152,234
94.30 194,479 161,673
94.35 205,852 171,682
94.40 217,225 182,259
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 84HydroCAD® 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 = 0.08 cfs @ 24.00 hrs, Volume= 0.004 af, Atten= 99%, Lag= 721.8 min
Primary = 0.08 cfs @ 24.00 hrs, Volume= 0.004 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.00' @ 24.00 hrs Surf.Area= 13,001 sf Storage= 11,970 cf
Plug-Flow detention time= 723.2 min calculated for 0.004 af (2% of inflow)
Center-of-Mass det. time= 555.6 min ( 1,420.0 - 864.4 )
Volume Invert Avail.Storage Storage Description
#1 92.00' 25,759 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 10,786 0 0
92.50 11,926 5,678 5,678
93.00 12,993 6,230 11,908
93.50 13,844 6,709 18,617
94.00 14,722 7,142 25,759
Device Routing Invert Outlet Devices
#1 Primary 93.00'50.0' 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=0.04 cfs @ 24.00 hrs HW=93.00' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.16 fps)
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Pond 224P: 224
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)6
5
4
3
2
1
0
Inflow Area=3.190 ac
Peak Elev=93.00'
Storage=11,970 cf
6.08 cfs
0.08 cfs
Pond 224P: 224
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)94
93
92
Broad-Crested Rectangular Weir
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 86HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Pond 224P: 224
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
25,00020,00015,00010,0005,0000
Surface/Horizontal/Wetted Area (sq-ft)
14,00012,00010,0008,0006,0004,0002,0000
Elevation (feet)94
93
92 Custom Stage Data
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Hydrograph for Pond 224P: 224
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 92.00 0.00
0.60 0.00 0 92.00 0.00
1.20 0.00 0 92.00 0.00
1.80 0.00 0 92.00 0.00
2.40 0.00 0 92.00 0.00
3.00 0.00 0 92.00 0.00
3.60 0.00 0 92.00 0.00
4.20 0.00 0 92.00 0.00
4.80 0.00 0 92.00 0.00
5.40 0.00 0 92.00 0.00
6.00 0.00 0 92.00 0.00
6.60 0.00 0 92.00 0.00
7.20 0.00 0 92.00 0.00
7.80 0.00 0 92.00 0.00
8.40 0.00 0 92.00 0.00
9.00 0.00 0 92.00 0.00
9.60 0.00 0 92.00 0.00
10.20 0.00 0 92.00 0.00
10.80 0.00 0 92.00 0.00
11.40 0.03 11 92.00 0.00
12.00 5.48 3,346 92.30 0.00
12.60 0.50 5,953 92.52 0.00
13.20 0.35 6,855 92.60 0.00
13.80 0.27 7,513 92.65 0.00
14.40 0.22 8,027 92.69 0.00
15.00 0.20 8,480 92.73 0.00
15.60 0.17 8,882 92.76 0.00
16.20 0.15 9,230 92.79 0.00
16.80 0.14 9,548 92.82 0.00
17.40 0.13 9,848 92.84 0.00
18.00 0.12 10,127 92.86 0.00
18.60 0.12 10,387 92.88 0.00
19.20 0.11 10,626 92.90 0.00
19.80 0.10 10,844 92.92 0.00
20.40 0.09 11,044 92.93 0.00
21.00 0.09 11,237 92.95 0.00
21.60 0.09 11,427 92.96 0.00
22.20 0.09 11,614 92.98 0.00
22.80 0.08 11,797 92.99 0.00
23.40 0.08 11,950 93.00 0.05
24.00 0.08 11,970 93.00 0.08
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Stage-Discharge for Pond 224P: 224
Elevation
(feet)
Primary
(cfs)
92.00 0.00
92.01 0.00
92.02 0.00
92.03 0.00
92.04 0.00
92.05 0.00
92.06 0.00
92.07 0.00
92.08 0.00
92.09 0.00
92.10 0.00
92.11 0.00
92.12 0.00
92.13 0.00
92.14 0.00
92.15 0.00
92.16 0.00
92.17 0.00
92.18 0.00
92.19 0.00
92.20 0.00
92.21 0.00
92.22 0.00
92.23 0.00
92.24 0.00
92.25 0.00
92.26 0.00
92.27 0.00
92.28 0.00
92.29 0.00
92.30 0.00
92.31 0.00
92.32 0.00
92.33 0.00
92.34 0.00
92.35 0.00
92.36 0.00
92.37 0.00
92.38 0.00
92.39 0.00
92.40 0.00
92.41 0.00
92.42 0.00
92.43 0.00
92.44 0.00
92.45 0.00
92.46 0.00
92.47 0.00
92.48 0.00
92.49 0.00
92.50 0.00
92.51 0.00
92.52 0.00
Elevation
(feet)
Primary
(cfs)
92.53 0.00
92.54 0.00
92.55 0.00
92.56 0.00
92.57 0.00
92.58 0.00
92.59 0.00
92.60 0.00
92.61 0.00
92.62 0.00
92.63 0.00
92.64 0.00
92.65 0.00
92.66 0.00
92.67 0.00
92.68 0.00
92.69 0.00
92.70 0.00
92.71 0.00
92.72 0.00
92.73 0.00
92.74 0.00
92.75 0.00
92.76 0.00
92.77 0.00
92.78 0.00
92.79 0.00
92.80 0.00
92.81 0.00
92.82 0.00
92.83 0.00
92.84 0.00
92.85 0.00
92.86 0.00
92.87 0.00
92.88 0.00
92.89 0.00
92.90 0.00
92.91 0.00
92.92 0.00
92.93 0.00
92.94 0.00
92.95 0.00
92.96 0.00
92.97 0.00
92.98 0.00
92.99 0.00
93.00 0.00
93.01 0.12
93.02 0.33
93.03 0.61
93.04 0.94
93.05 1.31
Elevation
(feet)
Primary
(cfs)
93.06 1.72
93.07 2.17
93.08 2.65
93.09 3.16
93.10 3.70
93.11 4.27
93.12 4.86
93.13 5.48
93.14 6.13
93.15 6.80
93.16 7.49
93.17 8.20
93.18 8.94
93.19 9.69
93.20 10.46
93.21 11.30
93.22 12.16
93.23 13.04
93.24 13.94
93.25 14.88
93.26 15.83
93.27 16.81
93.28 17.81
93.29 18.83
93.30 19.88
93.31 20.95
93.32 22.05
93.33 23.17
93.34 24.31
93.35 25.47
93.36 26.65
93.37 27.86
93.38 29.09
93.39 30.35
93.40 31.62
93.41 32.95
93.42 34.30
93.43 35.67
93.44 37.07
93.45 38.49
93.46 39.93
93.47 41.40
93.48 42.90
93.49 44.42
93.50 45.96
93.51 47.53
93.52 49.12
93.53 50.74
93.54 52.38
93.55 54.05
93.56 55.74
93.57 57.45
93.58 59.19
Elevation
(feet)
Primary
(cfs)
93.59 60.95
93.60 62.74
93.61 64.29
93.62 65.86
93.63 67.43
93.64 69.02
93.65 70.62
93.66 72.22
93.67 73.84
93.68 75.48
93.69 77.12
93.70 78.77
93.71 80.44
93.72 82.11
93.73 83.80
93.74 85.49
93.75 87.20
93.76 88.91
93.77 90.64
93.78 92.38
93.79 94.13
93.80 95.88
93.81 97.69
93.82 99.50
93.83 101.33
93.84 103.16
93.85 105.01
93.86 106.87
93.87 108.74
93.88 110.62
93.89 112.51
93.90 114.41
93.91 116.32
93.92 118.25
93.93 120.18
93.94 122.12
93.95 124.08
93.96 126.04
93.97 128.02
93.98 130.00
93.99 132.00
94.00 134.00
Type II 24-hr 2 yr Rainfall=3.66"Site Contractor COMBINED 222 and 223
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Page 89HydroCAD® 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)
92.00 10,786 0
92.02 10,832 216
92.04 10,877 433
92.06 10,923 651
92.08 10,968 870
92.10 11,014 1,090
92.12 11,060 1,311
92.14 11,105 1,532
92.16 11,151 1,755
92.18 11,196 1,978
92.20 11,242 2,203
92.22 11,288 2,428
92.24 11,333 2,654
92.26 11,379 2,881
92.28 11,424 3,109
92.30 11,470 3,338
92.32 11,516 3,568
92.34 11,561 3,799
92.36 11,607 4,031
92.38 11,652 4,263
92.40 11,698 4,497
92.42 11,744 4,731
92.44 11,789 4,967
92.46 11,835 5,203
92.48 11,880 5,440
92.50 11,926 5,678
92.52 11,969 5,917
92.54 12,011 6,157
92.56 12,054 6,397
92.58 12,097 6,639
92.60 12,139 6,881
92.62 12,182 7,124
92.64 12,225 7,369
92.66 12,267 7,613
92.68 12,310 7,859
92.70 12,353 8,106
92.72 12,395 8,353
92.74 12,438 8,602
92.76 12,481 8,851
92.78 12,524 9,101
92.80 12,566 9,352
92.82 12,609 9,604
92.84 12,652 9,856
92.86 12,694 10,110
92.88 12,737 10,364
92.90 12,780 10,619
92.92 12,822 10,875
92.94 12,865 11,132
92.96 12,908 11,390
92.98 12,950 11,648
93.00 12,993 11,908
93.02 13,027 12,168
93.04 13,061 12,429
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.06 13,095 12,690
93.08 13,129 12,953
93.10 13,163 13,216
93.12 13,197 13,479
93.14 13,231 13,743
93.16 13,265 14,008
93.18 13,299 14,274
93.20 13,333 14,540
93.22 13,367 14,807
93.24 13,401 15,075
93.26 13,436 15,343
93.28 13,470 15,613
93.30 13,504 15,882
93.32 13,538 16,153
93.34 13,572 16,424
93.36 13,606 16,696
93.38 13,640 16,968
93.40 13,674 17,241
93.42 13,708 17,515
93.44 13,742 17,789
93.46 13,776 18,065
93.48 13,810 18,340
93.50 13,844 18,617
93.52 13,879 18,894
93.54 13,914 19,172
93.56 13,949 19,451
93.58 13,984 19,730
93.60 14,020 20,010
93.62 14,055 20,291
93.64 14,090 20,572
93.66 14,125 20,855
93.68 14,160 21,137
93.70 14,195 21,421
93.72 14,230 21,705
93.74 14,265 21,990
93.76 14,301 22,276
93.78 14,336 22,562
93.80 14,371 22,849
93.82 14,406 23,137
93.84 14,441 23,425
93.86 14,476 23,715
93.88 14,511 24,005
93.90 14,546 24,295
93.92 14,582 24,586
93.94 14,617 24,878
93.96 14,652 25,171
93.98 14,687 25,464
94.00 14,722 25,759
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Page 90HydroCAD® 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
Avg. Flow Depth=0.71' Max Vel=5.76 fps Inflow=26.31 cfs 2.020 afReach 226R: (new Reach)
n=0.035 L=10.0' S=0.0400 '/' Capacity=181.21 cfs Outflow=26.29 cfs 2.020 af
Peak Elev=93.58' Storage=169,945 cf Inflow=128.95 cfs 8.294 afPond 221P: 221
Outflow=59.14 cfs 5.491 af
Peak Elev=94.03' Storage=117,645 cf Inflow=63.22 cfs 3.029 afPond 222P: SF
Outflow=0.69 cfs 0.341 af
Peak Elev=93.06' Storage=12,695 cf Inflow=13.82 cfs 0.622 afPond 224P: 224
Outflow=1.74 cfs 0.346 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 91HydroCAD® 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 Contractor COMBINED 222 and 223
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Page 92HydroCAD® 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 Contractor COMBINED 222 and 223
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Page 93HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 94HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 95HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 96HydroCAD® 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 Contractor COMBINED 222 and 223
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Page 97HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 98HydroCAD® 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 Contractor COMBINED 222 and 223
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Page 99HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 100HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 101HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 102HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 103HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 104HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 105HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 106HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 107HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 108HydroCAD® 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 Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 109HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Reach 226R: (new Reach)
Inflow Area = 9.040 ac, 0.00% Impervious, Inflow Depth > 2.68" for 10 yr event
Inflow = 26.31 cfs @ 12.03 hrs, Volume= 2.020 af
Outflow = 26.29 cfs @ 12.03 hrs, Volume= 2.020 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Max. Velocity= 5.76 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 1.78 fps, Avg. Travel Time= 0.1 min
Peak Storage= 46 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.71'
Bank-Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 181.21 cfs
5.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 10.0' Slope= 0.0400 '/'
Inlet Invert= 94.00', Outlet Invert= 93.60'
Reach 226R: (new Reach)
Inflow
Outflow
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)25
20
15
10
5
0
Inflow Area=9.040 ac
Avg. Flow Depth=0.71'
Max Vel=5.76 fps
n=0.035
L=10.0'
S=0.0400 '/'
Capacity=181.21 cfs
26.31 cfs26.29 cfs
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 110HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Reach 226R: (new Reach)
Primary
Stage-Discharge
Discharge (cfs)
150100500Depth (feet)2
1
0
Reach 226R: (new Reach)
Storage
Stage-Storage
Storage (cubic-feet)
180160140120100806040200Depth (feet)2
1
0
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 111HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Hydrograph for Reach 226R: (new Reach)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Outflow
(cfs)
0.00 0.00 0 94.00 0.00
0.60 0.00 0 94.00 0.00
1.20 0.00 0 94.00 0.00
1.80 0.00 0 94.00 0.00
2.40 0.00 0 94.00 0.00
3.00 0.00 0 94.00 0.00
3.60 0.00 0 94.00 0.00
4.20 0.00 0 94.00 0.00
4.80 0.00 0 94.00 0.00
5.40 0.00 0 94.00 0.00
6.00 0.00 0 94.00 0.00
6.60 0.00 0 94.00 0.00
7.20 0.00 0 94.00 0.00
7.80 0.00 0 94.00 0.00
8.40 0.00 0 94.00 0.00
9.00 0.03 0 94.01 0.02
9.60 0.11 1 94.03 0.11
10.20 0.24 2 94.04 0.24
10.80 0.51 4 94.07 0.50
11.40 1.17 6 94.11 1.17
12.00 25.27 44 94.69 25.20
12.60 6.06 17 94.31 6.07
13.20 2.59 10 94.18 2.59
13.80 1.78 8 94.15 1.79
14.40 1.40 7 94.13 1.40
15.00 1.23 6 94.12 1.23
15.60 1.08 6 94.11 1.08
16.20 0.93 5 94.10 0.93
16.80 0.85 5 94.10 0.85
17.40 0.80 5 94.09 0.80
18.00 0.74 5 94.09 0.74
18.60 0.68 4 94.08 0.68
19.20 0.63 4 94.08 0.63
19.80 0.57 4 94.07 0.57
20.40 0.52 4 94.07 0.52
21.00 0.51 4 94.07 0.51
21.60 0.50 4 94.07 0.50
22.20 0.49 3 94.07 0.49
22.80 0.48 3 94.07 0.48
23.40 0.46 3 94.07 0.46
24.00 0.45 3 94.07 0.45
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 112HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Reach 226R: (new Reach)
Elevation
(feet)
Velocity
(ft/sec)
Discharge
(cfs)
94.00 0.00 0.00
94.02 0.62 0.06
94.04 0.98 0.20
94.06 1.28 0.39
94.08 1.54 0.63
94.10 1.77 0.92
94.12 1.99 1.25
94.14 2.19 1.62
94.16 2.39 2.03
94.18 2.57 2.48
94.20 2.74 2.96
94.22 2.90 3.48
94.24 3.06 4.03
94.26 3.21 4.61
94.28 3.36 5.23
94.30 3.50 5.88
94.32 3.64 6.57
94.34 3.77 7.29
94.36 3.90 8.04
94.38 4.03 8.82
94.40 4.15 9.63
94.42 4.27 10.47
94.44 4.39 11.35
94.46 4.50 12.26
94.48 4.61 13.19
94.50 4.72 14.16
94.52 4.83 15.16
94.54 4.93 16.20
94.56 5.04 17.26
94.58 5.14 18.35
94.60 5.24 19.48
94.62 5.33 20.63
94.64 5.43 21.82
94.66 5.52 23.04
94.68 5.62 24.29
94.70 5.71 25.57
94.72 5.80 26.88
94.74 5.89 28.22
94.76 5.97 29.60
94.78 6.06 31.01
94.80 6.14 32.44
94.82 6.23 33.91
94.84 6.31 35.41
94.86 6.39 36.95
94.88 6.47 38.51
94.90 6.55 40.11
94.92 6.63 41.74
94.94 6.71 43.40
94.96 6.79 45.10
94.98 6.87 46.83
95.00 6.94 48.59
95.02 7.02 50.38
95.04 7.09 52.20
Elevation
(feet)
Velocity
(ft/sec)
Discharge
(cfs)
95.06 7.16 54.06
95.08 7.24 55.96
95.10 7.31 57.88
95.12 7.38 59.84
95.14 7.45 61.83
95.16 7.52 63.86
95.18 7.59 65.92
95.20 7.66 68.01
95.22 7.73 70.14
95.24 7.80 72.30
95.26 7.86 74.50
95.28 7.93 76.73
95.30 8.00 78.99
95.32 8.06 81.29
95.34 8.13 83.63
95.36 8.19 86.00
95.38 8.26 88.40
95.40 8.32 90.84
95.42 8.38 93.32
95.44 8.45 95.83
95.46 8.51 98.38
95.48 8.57 100.96
95.50 8.63 103.58
95.52 8.69 106.24
95.54 8.75 108.93
95.56 8.81 111.66
95.58 8.88 114.42
95.60 8.93 117.23
95.62 8.99 120.06
95.64 9.05 122.94
95.66 9.11 125.85
95.68 9.17 128.80
95.70 9.23 131.79
95.72 9.29 134.82
95.74 9.34 137.88
95.76 9.40 140.98
95.78 9.46 144.12
95.80 9.52 147.30
95.82 9.57 150.51
95.84 9.63 153.77
95.86 9.68 157.06
95.88 9.74 160.39
95.90 9.79 163.76
95.92 9.85 167.17
95.94 9.90 170.62
95.96 9.96 174.11
95.98 10.01 177.64
96.00 10.07 181.21
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 113HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Area-Storage for Reach 226R: (new Reach)
Elevation
(feet)
End-Area
(sq-ft)
Storage
(cubic-feet)
94.00 0.0 0
94.02 0.1 1
94.04 0.2 2
94.06 0.3 3
94.08 0.4 4
94.10 0.5 5
94.12 0.6 6
94.14 0.7 7
94.16 0.9 9
94.18 1.0 10
94.20 1.1 11
94.22 1.2 12
94.24 1.3 13
94.26 1.4 14
94.28 1.6 16
94.30 1.7 17
94.32 1.8 18
94.34 1.9 19
94.36 2.1 21
94.38 2.2 22
94.40 2.3 23
94.42 2.5 25
94.44 2.6 26
94.46 2.7 27
94.48 2.9 29
94.50 3.0 30
94.52 3.1 31
94.54 3.3 33
94.56 3.4 34
94.58 3.6 36
94.60 3.7 37
94.62 3.9 39
94.64 4.0 40
94.66 4.2 42
94.68 4.3 43
94.70 4.5 45
94.72 4.6 46
94.74 4.8 48
94.76 5.0 50
94.78 5.1 51
94.80 5.3 53
94.82 5.4 54
94.84 5.6 56
94.86 5.8 58
94.88 5.9 59
94.90 6.1 61
94.92 6.3 63
94.94 6.5 65
94.96 6.6 66
94.98 6.8 68
95.00 7.0 70
95.02 7.2 72
95.04 7.4 74
Elevation
(feet)
End-Area
(sq-ft)
Storage
(cubic-feet)
95.06 7.5 75
95.08 7.7 77
95.10 7.9 79
95.12 8.1 81
95.14 8.3 83
95.16 8.5 85
95.18 8.7 87
95.20 8.9 89
95.22 9.1 91
95.24 9.3 93
95.26 9.5 95
95.28 9.7 97
95.30 9.9 99
95.32 10.1 101
95.34 10.3 103
95.36 10.5 105
95.38 10.7 107
95.40 10.9 109
95.42 11.1 111
95.44 11.3 113
95.46 11.6 116
95.48 11.8 118
95.50 12.0 120
95.52 12.2 122
95.54 12.4 124
95.56 12.7 127
95.58 12.9 129
95.60 13.1 131
95.62 13.3 133
95.64 13.6 136
95.66 13.8 138
95.68 14.0 140
95.70 14.3 143
95.72 14.5 145
95.74 14.8 148
95.76 15.0 150
95.78 15.2 152
95.80 15.5 155
95.82 15.7 157
95.84 16.0 160
95.86 16.2 162
95.88 16.5 165
95.90 16.7 167
95.92 17.0 170
95.94 17.2 172
95.96 17.5 175
95.98 17.7 177
96.00 18.0 180
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 114HydroCAD® 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 = 59.14 cfs @ 12.22 hrs, Volume= 5.491 af, Atten= 54%, Lag= 10.1 min
Primary = 59.14 cfs @ 12.22 hrs, Volume= 5.491 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.58' @ 12.22 hrs Surf.Area= 92,539 sf Storage= 169,945 cf
Plug-Flow detention time= 180.7 min calculated for 5.491 af (66% of inflow)
Center-of-Mass det. time= 81.9 min ( 882.0 - 800.1 )
Volume Invert Avail.Storage Storage Description
#1 91.00' 308,000 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
91.00 49,357 0 0
91.50 52,297 25,414 25,414
92.00 55,253 26,888 52,301
92.50 58,224 28,369 80,670
93.00 88,767 36,748 117,418
94.00 95,276 92,022 209,440
94.10 95,930 9,560 219,000
95.00 101,848 89,000 308,000
Device Routing Invert Outlet Devices
#1 Primary 93.00'50.0' 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=58.73 cfs @ 12.22 hrs HW=93.58' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 58.73 cfs @ 2.03 fps)
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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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=93.58'
Storage=169,945 cf
128.95 cfs
59.14 cfs
Pond 221P: 221
Primary
Stage-Discharge
Discharge (cfs)
350300250200150100500Elevation (feet)95
94
93
92
91
Broad-Crested Rectangular Weir
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Pond 221P: 221
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
300,000200,000100,0000
Surface/Horizontal/Wetted Area (sq-ft)
100,00080,00060,00040,00020,0000
Elevation (feet)95
94
93
92
91 Custom Stage Data
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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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 91.02 0.00
6.60 0.53 1,761 91.04 0.00
7.20 0.72 3,102 91.06 0.00
7.80 0.92 4,867 91.10 0.00
8.40 1.21 7,107 91.14 0.00
9.00 1.73 10,262 91.21 0.00
9.60 2.11 14,488 91.29 0.00
10.20 2.93 19,793 91.39 0.00
10.80 4.52 27,665 91.54 0.00
11.40 8.17 40,610 91.79 0.00
12.00 114.94 111,849 92.94 0.00
12.60 14.93 150,093 93.36 27.06
13.20 7.93 135,967 93.21 11.11
13.80 5.79 131,393 93.16 7.26
14.40 4.57 128,855 93.13 5.40
15.00 4.04 127,556 93.11 4.52
15.60 3.51 126,600 93.10 3.92
16.20 2.99 125,719 93.09 3.38
16.80 2.77 125,090 93.09 2.99
17.40 2.58 124,697 93.08 2.74
18.00 2.39 124,356 93.08 2.56
18.60 2.20 123,983 93.07 2.38
19.20 2.01 123,593 93.07 2.19
19.80 1.82 123,197 93.06 2.00
20.40 1.67 122,814 93.06 1.82
21.00 1.63 122,587 93.06 1.71
21.60 1.60 122,456 93.06 1.65
22.20 1.56 122,359 93.06 1.60
22.80 1.52 122,273 93.05 1.56
23.40 1.48 122,192 93.05 1.52
24.00 1.44 122,111 93.05 1.48
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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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 0.33
93.04 0.94
93.06 1.72
93.08 2.65
93.10 3.70
Elevation
(feet)
Primary
(cfs)
93.12 4.86
93.14 6.13
93.16 7.49
93.18 8.94
93.20 10.46
93.22 12.16
93.24 13.94
93.26 15.83
93.28 17.81
93.30 19.88
93.32 22.05
93.34 24.31
93.36 26.65
93.38 29.09
93.40 31.62
93.42 34.30
93.44 37.07
93.46 39.93
93.48 42.90
93.50 45.96
93.52 49.12
93.54 52.38
93.56 55.74
93.58 59.19
93.60 62.74
93.62 65.86
93.64 69.02
93.66 72.22
93.68 75.48
93.70 78.77
93.72 82.11
93.74 85.49
93.76 88.91
93.78 92.38
93.80 95.88
93.82 99.50
93.84 103.16
93.86 106.87
93.88 110.62
93.90 114.41
93.92 118.25
93.94 122.12
93.96 126.04
93.98 130.00
94.00 134.00
94.02 137.94
94.04 141.91
94.06 145.91
94.08 149.95
94.10 154.02
94.12 158.12
94.14 162.25
94.16 166.41
Elevation
(feet)
Primary
(cfs)
94.18 170.61
94.20 174.83
94.22 179.15
94.24 183.51
94.26 187.90
94.28 192.31
94.30 196.77
94.32 201.25
94.34 205.76
94.36 210.31
94.38 214.88
94.40 219.49
94.42 224.21
94.44 228.96
94.46 233.75
94.48 238.57
94.50 243.42
94.52 248.30
94.54 253.22
94.56 258.17
94.58 263.15
94.60 268.16
94.62 273.20
94.64 278.28
94.66 283.39
94.68 288.52
94.70 293.69
94.72 298.89
94.74 304.12
94.76 309.37
94.78 314.66
94.80 319.98
94.82 325.33
94.84 330.71
94.86 336.11
94.88 341.55
94.90 347.01
94.92 352.51
94.94 358.03
94.96 363.58
94.98 369.16
95.00 374.77
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Stage-Area-Storage for Pond 221P: 221
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
91.00 49,357 0
91.05 49,651 2,475
91.10 49,945 4,965
91.15 50,239 7,470
91.20 50,533 9,989
91.25 50,827 12,523
91.30 51,121 15,072
91.35 51,415 17,635
91.40 51,709 20,213
91.45 52,003 22,806
91.50 52,297 25,414
91.55 52,593 28,036
91.60 52,888 30,673
91.65 53,184 33,325
91.70 53,479 35,991
91.75 53,775 38,673
91.80 54,071 41,369
91.85 54,366 44,080
91.90 54,662 46,805
91.95 54,957 49,546
92.00 55,253 52,301
92.05 55,550 55,071
92.10 55,847 57,856
92.15 56,144 60,656
92.20 56,441 63,470
92.25 56,739 66,300
92.30 57,036 69,144
92.35 57,333 72,003
92.40 57,630 74,878
92.45 57,927 77,766
92.50 58,224 80,670
92.55 61,278 83,658
92.60 64,333 86,798
92.65 67,387 90,091
92.70 70,441 93,537
92.75 73,496 97,135
92.80 76,550 100,886
92.85 79,604 104,790
92.90 82,658 108,847
92.95 85,713 113,056
93.00 88,767 117,418
93.05 89,092 121,864
93.10 89,418 126,327
93.15 89,743 130,806
93.20 90,069 135,302
93.25 90,394 139,813
93.30 90,720 144,341
93.35 91,045 148,885
93.40 91,371 153,446
93.45 91,696 158,022
93.50 92,022 162,615
93.55 92,347 167,224
93.60 92,672 171,850
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.65 92,998 176,492
93.70 93,323 181,150
93.75 93,649 185,824
93.80 93,974 190,514
93.85 94,300 195,221
93.90 94,625 199,944
93.95 94,951 204,684
94.00 95,276 209,440
94.05 95,603 214,211
94.10 95,930 219,000
94.15 96,259 223,805
94.20 96,588 228,626
94.25 96,916 233,463
94.30 97,245 238,317
94.35 97,574 243,188
94.40 97,903 248,075
94.45 98,231 252,978
94.50 98,560 257,898
94.55 98,889 262,834
94.60 99,218 267,787
94.65 99,547 272,756
94.70 99,875 277,741
94.75 100,204 282,743
94.80 100,533 287,762
94.85 100,862 292,797
94.90 101,190 297,848
94.95 101,519 302,916
95.00 101,848 308,000
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Page 120HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 222P: SF
Inflow Area = 9.040 ac, 0.00% Impervious, Inflow Depth > 4.02" for 10 yr event
Inflow = 63.22 cfs @ 11.96 hrs, Volume= 3.029 af
Outflow = 0.69 cfs @ 19.48 hrs, Volume= 0.341 af, Atten= 99%, Lag= 451.6 min
Primary = 0.69 cfs @ 19.48 hrs, Volume= 0.341 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 94.03' @ 19.48 hrs Surf.Area= 133,390 sf Storage= 117,645 cf
Plug-Flow detention time= 656.6 min calculated for 0.341 af (11% of inflow)
Center-of-Mass det. time= 443.8 min ( 1,237.3 - 793.5 )
Volume Invert Avail.Storage Storage Description
#1 92.00' 182,259 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 11,830 0 0
93.00 44,530 28,180 28,180
94.00 126,241 85,386 113,566
94.40 217,225 68,693 182,259
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=0.65 cfs @ 19.48 hrs HW=94.03' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 0.65 cfs @ 0.41 fps)
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Pond 222P: SF
Inflow
Primary
Hydrograph
Time (hours)
242220181614121086420Flow (cfs)70
60
50
40
30
20
10
0
Inflow Area=9.040 ac
Peak Elev=94.03'
Storage=117,645 cf
63.22 cfs
0.69 cfs
Pond 222P: SF
Primary
Stage-Discharge
Discharge (cfs)
302520151050Elevation (feet)94
93
92
Broad-Crested Rectangular Weir
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Pond 222P: SF
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
150,000100,00050,0000
Surface/Horizontal/Wetted Area (sq-ft)
200,000150,000100,00050,0000
Elevation (feet)94
93
92 Custom Stage Data
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Hydrograph for Pond 222P: SF
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 92.00 0.00
0.60 0.00 0 92.00 0.00
1.20 0.00 0 92.00 0.00
1.80 0.00 0 92.00 0.00
2.40 0.00 0 92.00 0.00
3.00 0.00 0 92.00 0.00
3.60 0.00 0 92.00 0.00
4.20 0.01 8 92.00 0.00
4.80 0.04 60 92.00 0.00
5.40 0.08 172 92.01 0.00
6.00 0.14 399 92.03 0.00
6.60 0.20 763 92.06 0.00
7.20 0.27 1,273 92.10 0.00
7.80 0.34 1,938 92.14 0.00
8.40 0.47 2,794 92.19 0.00
9.00 0.67 4,021 92.25 0.00
9.60 0.79 5,604 92.33 0.00
10.20 1.16 7,674 92.41 0.00
10.80 1.83 10,817 92.53 0.00
11.40 3.48 16,205 92.70 0.00
12.00 53.22 64,715 93.55 0.00
12.60 4.01 87,597 93.78 0.00
13.20 2.67 94,643 93.84 0.00
13.80 1.98 99,612 93.89 0.00
14.40 1.62 103,411 93.92 0.00
15.00 1.43 106,711 93.94 0.00
15.60 1.24 109,593 93.97 0.00
16.20 1.07 112,061 93.99 0.00
16.80 1.00 114,264 94.01 0.08
17.40 0.93 115,942 94.02 0.31
18.00 0.86 116,945 94.03 0.53
18.60 0.79 117,449 94.03 0.64
19.20 0.72 117,642 94.03 0.68
19.80 0.65 117,641 94.03 0.68
20.40 0.61 117,536 94.03 0.66
21.00 0.60 117,437 94.03 0.64
21.60 0.58 117,353 94.03 0.62
22.20 0.57 117,276 94.03 0.60
22.80 0.55 117,204 94.03 0.59
23.40 0.54 117,136 94.03 0.57
24.00 0.53 117,069 94.03 0.56
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Stage-Discharge for Pond 222P: SF
Elevation
(feet)
Primary
(cfs)
92.00 0.00
92.02 0.00
92.04 0.00
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
Elevation
(feet)
Primary
(cfs)
93.06 0.00
93.08 0.00
93.10 0.00
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 0.00
93.54 0.00
93.56 0.00
93.58 0.00
93.60 0.00
93.62 0.00
93.64 0.00
93.66 0.00
93.68 0.00
93.70 0.00
93.72 0.00
93.74 0.00
93.76 0.00
93.78 0.00
93.80 0.00
93.82 0.00
93.84 0.00
93.86 0.00
93.88 0.00
93.90 0.00
93.92 0.00
93.94 0.00
93.96 0.00
93.98 0.00
94.00 0.00
94.02 0.33
94.04 0.94
94.06 1.72
94.08 2.65
94.10 3.70
Elevation
(feet)
Primary
(cfs)
94.12 4.86
94.14 6.13
94.16 7.49
94.18 8.94
94.20 10.46
94.22 12.16
94.24 13.94
94.26 15.83
94.28 17.81
94.30 19.88
94.32 22.05
94.34 24.31
94.36 26.65
94.38 29.09
94.40 31.62
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Page 125HydroCAD® 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)
92.00 11,830 0
92.05 13,465 632
92.10 15,100 1,346
92.15 16,735 2,142
92.20 18,370 3,020
92.25 20,005 3,979
92.30 21,640 5,020
92.35 23,275 6,143
92.40 24,910 7,348
92.45 26,545 8,634
92.50 28,180 10,003
92.55 29,815 11,452
92.60 31,450 12,984
92.65 33,085 14,597
92.70 34,720 16,293
92.75 36,355 18,069
92.80 37,990 19,928
92.85 39,625 21,868
92.90 41,260 23,891
92.95 42,895 25,994
93.00 44,530 28,180
93.05 48,616 30,509
93.10 52,701 33,042
93.15 56,787 35,779
93.20 60,872 38,720
93.25 64,958 41,866
93.30 69,043 45,216
93.35 73,129 48,770
93.40 77,214 52,529
93.45 81,300 56,492
93.50 85,386 60,659
93.55 89,471 65,030
93.60 93,557 69,606
93.65 97,642 74,386
93.70 101,728 79,370
93.75 105,813 84,559
93.80 109,899 89,952
93.85 113,984 95,549
93.90 118,070 101,350
93.95 122,155 107,356
94.00 126,241 113,566
94.05 137,614 120,162
94.10 148,987 127,327
94.15 160,360 135,061
94.20 171,733 143,363
94.25 183,106 152,234
94.30 194,479 161,673
94.35 205,852 171,682
94.40 217,225 182,259
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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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 = 1.74 cfs @ 12.29 hrs, Volume= 0.346 af, Atten= 87%, Lag= 19.4 min
Primary = 1.74 cfs @ 12.29 hrs, Volume= 0.346 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 93.06' @ 12.29 hrs Surf.Area= 13,096 sf Storage= 12,695 cf
Plug-Flow detention time= 231.9 min calculated for 0.346 af (56% of inflow)
Center-of-Mass det. time= 108.7 min ( 948.6 - 839.9 )
Volume Invert Avail.Storage Storage Description
#1 92.00' 25,759 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 10,786 0 0
92.50 11,926 5,678 5,678
93.00 12,993 6,230 11,908
93.50 13,844 6,709 18,617
94.00 14,722 7,142 25,759
Device Routing Invert Outlet Devices
#1 Primary 93.00'50.0' 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=1.73 cfs @ 12.29 hrs HW=93.06' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 1.73 cfs @ 0.57 fps)
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
Page 127HydroCAD® 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=93.06'
Storage=12,695 cf
13.82 cfs
1.74 cfs
Pond 224P: 224
Primary
Stage-Discharge
Discharge (cfs)
1301201101009080706050403020100Elevation (feet)94
93
92
Broad-Crested Rectangular Weir
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
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Pond 224P: 224
Surface
Storage
Stage-Area-Storage
Storage (cubic-feet)
25,00020,00015,00010,0005,0000
Surface/Horizontal/Wetted Area (sq-ft)
14,00012,00010,0008,0006,0004,0002,0000
Elevation (feet)94
93
92 Custom Stage Data
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
Printed 5/23/2018Prepared by AECOM
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Hydrograph for Pond 224P: 224
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 92.00 0.00
0.60 0.00 0 92.00 0.00
1.20 0.00 0 92.00 0.00
1.80 0.00 0 92.00 0.00
2.40 0.00 0 92.00 0.00
3.00 0.00 0 92.00 0.00
3.60 0.00 0 92.00 0.00
4.20 0.00 0 92.00 0.00
4.80 0.00 0 92.00 0.00
5.40 0.00 0 92.00 0.00
6.00 0.00 0 92.00 0.00
6.60 0.00 0 92.00 0.00
7.20 0.00 0 92.00 0.00
7.80 0.00 0 92.00 0.00
8.40 0.00 0 92.00 0.00
9.00 0.00 0 92.00 0.00
9.60 0.00 0 92.00 0.00
10.20 0.04 42 92.00 0.00
10.80 0.13 214 92.02 0.00
11.40 0.38 707 92.07 0.00
12.00 12.11 9,683 92.83 0.00
12.60 1.01 12,515 93.05 1.20
13.20 0.69 12,344 93.03 0.74
13.80 0.52 12,262 93.03 0.55
14.40 0.43 12,216 93.02 0.44
15.00 0.38 12,195 93.02 0.39
15.60 0.33 12,173 93.02 0.34
16.20 0.29 12,145 93.02 0.30
16.80 0.27 12,127 93.02 0.28
17.40 0.25 12,113 93.02 0.26
18.00 0.24 12,099 93.01 0.24
18.60 0.22 12,084 93.01 0.22
19.20 0.20 12,070 93.01 0.21
19.80 0.18 12,055 93.01 0.19
20.40 0.17 12,043 93.01 0.17
21.00 0.17 12,039 93.01 0.17
21.60 0.16 12,037 93.01 0.16
22.20 0.16 12,034 93.01 0.16
22.80 0.16 12,031 93.01 0.16
23.40 0.15 12,028 93.01 0.15
24.00 0.15 12,025 93.01 0.15
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Page 130HydroCAD® 10.00-16 s/n 04851 © 2015 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 224P: 224
Elevation
(feet)
Primary
(cfs)
92.00 0.00
92.01 0.00
92.02 0.00
92.03 0.00
92.04 0.00
92.05 0.00
92.06 0.00
92.07 0.00
92.08 0.00
92.09 0.00
92.10 0.00
92.11 0.00
92.12 0.00
92.13 0.00
92.14 0.00
92.15 0.00
92.16 0.00
92.17 0.00
92.18 0.00
92.19 0.00
92.20 0.00
92.21 0.00
92.22 0.00
92.23 0.00
92.24 0.00
92.25 0.00
92.26 0.00
92.27 0.00
92.28 0.00
92.29 0.00
92.30 0.00
92.31 0.00
92.32 0.00
92.33 0.00
92.34 0.00
92.35 0.00
92.36 0.00
92.37 0.00
92.38 0.00
92.39 0.00
92.40 0.00
92.41 0.00
92.42 0.00
92.43 0.00
92.44 0.00
92.45 0.00
92.46 0.00
92.47 0.00
92.48 0.00
92.49 0.00
92.50 0.00
92.51 0.00
92.52 0.00
Elevation
(feet)
Primary
(cfs)
92.53 0.00
92.54 0.00
92.55 0.00
92.56 0.00
92.57 0.00
92.58 0.00
92.59 0.00
92.60 0.00
92.61 0.00
92.62 0.00
92.63 0.00
92.64 0.00
92.65 0.00
92.66 0.00
92.67 0.00
92.68 0.00
92.69 0.00
92.70 0.00
92.71 0.00
92.72 0.00
92.73 0.00
92.74 0.00
92.75 0.00
92.76 0.00
92.77 0.00
92.78 0.00
92.79 0.00
92.80 0.00
92.81 0.00
92.82 0.00
92.83 0.00
92.84 0.00
92.85 0.00
92.86 0.00
92.87 0.00
92.88 0.00
92.89 0.00
92.90 0.00
92.91 0.00
92.92 0.00
92.93 0.00
92.94 0.00
92.95 0.00
92.96 0.00
92.97 0.00
92.98 0.00
92.99 0.00
93.00 0.00
93.01 0.12
93.02 0.33
93.03 0.61
93.04 0.94
93.05 1.31
Elevation
(feet)
Primary
(cfs)
93.06 1.72
93.07 2.17
93.08 2.65
93.09 3.16
93.10 3.70
93.11 4.27
93.12 4.86
93.13 5.48
93.14 6.13
93.15 6.80
93.16 7.49
93.17 8.20
93.18 8.94
93.19 9.69
93.20 10.46
93.21 11.30
93.22 12.16
93.23 13.04
93.24 13.94
93.25 14.88
93.26 15.83
93.27 16.81
93.28 17.81
93.29 18.83
93.30 19.88
93.31 20.95
93.32 22.05
93.33 23.17
93.34 24.31
93.35 25.47
93.36 26.65
93.37 27.86
93.38 29.09
93.39 30.35
93.40 31.62
93.41 32.95
93.42 34.30
93.43 35.67
93.44 37.07
93.45 38.49
93.46 39.93
93.47 41.40
93.48 42.90
93.49 44.42
93.50 45.96
93.51 47.53
93.52 49.12
93.53 50.74
93.54 52.38
93.55 54.05
93.56 55.74
93.57 57.45
93.58 59.19
Elevation
(feet)
Primary
(cfs)
93.59 60.95
93.60 62.74
93.61 64.29
93.62 65.86
93.63 67.43
93.64 69.02
93.65 70.62
93.66 72.22
93.67 73.84
93.68 75.48
93.69 77.12
93.70 78.77
93.71 80.44
93.72 82.11
93.73 83.80
93.74 85.49
93.75 87.20
93.76 88.91
93.77 90.64
93.78 92.38
93.79 94.13
93.80 95.88
93.81 97.69
93.82 99.50
93.83 101.33
93.84 103.16
93.85 105.01
93.86 106.87
93.87 108.74
93.88 110.62
93.89 112.51
93.90 114.41
93.91 116.32
93.92 118.25
93.93 120.18
93.94 122.12
93.95 124.08
93.96 126.04
93.97 128.02
93.98 130.00
93.99 132.00
94.00 134.00
Type II 24-hr 10 yr Rainfall=5.52"Site Contractor COMBINED 222 and 223
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Page 131HydroCAD® 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)
92.00 10,786 0
92.02 10,832 216
92.04 10,877 433
92.06 10,923 651
92.08 10,968 870
92.10 11,014 1,090
92.12 11,060 1,311
92.14 11,105 1,532
92.16 11,151 1,755
92.18 11,196 1,978
92.20 11,242 2,203
92.22 11,288 2,428
92.24 11,333 2,654
92.26 11,379 2,881
92.28 11,424 3,109
92.30 11,470 3,338
92.32 11,516 3,568
92.34 11,561 3,799
92.36 11,607 4,031
92.38 11,652 4,263
92.40 11,698 4,497
92.42 11,744 4,731
92.44 11,789 4,967
92.46 11,835 5,203
92.48 11,880 5,440
92.50 11,926 5,678
92.52 11,969 5,917
92.54 12,011 6,157
92.56 12,054 6,397
92.58 12,097 6,639
92.60 12,139 6,881
92.62 12,182 7,124
92.64 12,225 7,369
92.66 12,267 7,613
92.68 12,310 7,859
92.70 12,353 8,106
92.72 12,395 8,353
92.74 12,438 8,602
92.76 12,481 8,851
92.78 12,524 9,101
92.80 12,566 9,352
92.82 12,609 9,604
92.84 12,652 9,856
92.86 12,694 10,110
92.88 12,737 10,364
92.90 12,780 10,619
92.92 12,822 10,875
92.94 12,865 11,132
92.96 12,908 11,390
92.98 12,950 11,648
93.00 12,993 11,908
93.02 13,027 12,168
93.04 13,061 12,429
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
93.06 13,095 12,690
93.08 13,129 12,953
93.10 13,163 13,216
93.12 13,197 13,479
93.14 13,231 13,743
93.16 13,265 14,008
93.18 13,299 14,274
93.20 13,333 14,540
93.22 13,367 14,807
93.24 13,401 15,075
93.26 13,436 15,343
93.28 13,470 15,613
93.30 13,504 15,882
93.32 13,538 16,153
93.34 13,572 16,424
93.36 13,606 16,696
93.38 13,640 16,968
93.40 13,674 17,241
93.42 13,708 17,515
93.44 13,742 17,789
93.46 13,776 18,065
93.48 13,810 18,340
93.50 13,844 18,617
93.52 13,879 18,894
93.54 13,914 19,172
93.56 13,949 19,451
93.58 13,984 19,730
93.60 14,020 20,010
93.62 14,055 20,291
93.64 14,090 20,572
93.66 14,125 20,855
93.68 14,160 21,137
93.70 14,195 21,421
93.72 14,230 21,705
93.74 14,265 21,990
93.76 14,301 22,276
93.78 14,336 22,562
93.80 14,371 22,849
93.82 14,406 23,137
93.84 14,441 23,425
93.86 14,476 23,715
93.88 14,511 24,005
93.90 14,546 24,295
93.92 14,582 24,586
93.94 14,617 24,878
93.96 14,652 25,171
93.98 14,687 25,464
94.00 14,722 25,759
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)
226R
(new Reach)
221P
221
222P
SF
224P
224
Routing Diagram for Site Contractor COMBINED 222 and 223
Prepared by ERM, Printed 6/7/2018
HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1" Rainfall Rainfall=1.00"Site Contractor COMBINED 222 and 223
Printed 6/7/2018Prepared by ERM
Page 2HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 121S: Pre Dev't
Runoff = 0.09 cfs @ 13.35 hrs, Volume= 0.060 af, Depth> 0.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 24.590 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
Summary for Subcatchment 122S: Pre Dev't
Runoff = 0.01 cfs @ 15.26 hrs, Volume= 0.008 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 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
Type II 24-hr 1" Rainfall Rainfall=1.00"Site Contractor COMBINED 222 and 223
Printed 6/7/2018Prepared by ERM
Page 3HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Subcatchment 123S: Pre Dev't
Runoff = 0.01 cfs @ 15.57 hrs, Volume= 0.005 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 3.710 73
3.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.0 Direct Entry,
Summary for Subcatchment 124S: Pre Dev't
Runoff = 0.01 cfs @ 15.26 hrs, Volume= 0.004 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 3.190 73
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Summary for Subcatchment 221S: Post CY (s)
Runoff = 6.46 cfs @ 12.08 hrs, Volume= 0.456 af, Depth> 0.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 24.590 87
24.590 100.00% Pervious Area
Type II 24-hr 1" Rainfall Rainfall=1.00"Site Contractor COMBINED 222 and 223
Printed 6/7/2018Prepared by ERM
Page 4HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.7 165 0.0212 1.59 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.36"
1.4 106 0.0038 1.25 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.4 150 0.0220 6.67 80.08 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.035
0.6 24 0.0083 0.71 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030 Corrugated metal
7.9 384 0.0016 0.81 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
0.9 32 0.0063 0.62 0.03 Pipe Channel,
3.0" Round Area= 0.0 sf Perim= 0.8' r= 0.06'
n= 0.030
1.2 118 0.0110 1.69 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
14.1 979 Total
Summary for Subcatchment 222S: Post CY (nw)
Runoff = 1.51 cfs @ 11.98 hrs, Volume= 0.077 af, Depth> 0.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 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,
Summary for Subcatchment 223S: Post CY (ne)
Runoff = 1.92 cfs @ 11.97 hrs, Volume= 0.088 af, Depth> 0.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 3.710 89
3.710 100.00% Pervious Area
Type II 24-hr 1" Rainfall Rainfall=1.00"Site Contractor COMBINED 222 and 223
Printed 6/7/2018Prepared by ERM
Page 5HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Subcatchment 224S: Post CY (se)
Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth> 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Type II 24-hr 1" Rainfall Rainfall=1.00"
Area (ac) CN Description
* 3.190 69
3.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Summary for Reach 226R: (new Reach)
Inflow Area = 9.040 ac, 0.00% Impervious, Inflow Depth > 0.02" for 1" Rainfall event
Inflow = 0.02 cfs @ 15.36 hrs, Volume= 0.013 af
Outflow = 0.02 cfs @ 15.39 hrs, Volume= 0.013 af, Atten= 0%, Lag= 1.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Max. Velocity= 0.62 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 0.62 fps, Avg. Travel Time= 0.3 min
Peak Storage= 0 cf @ 15.38 hrs
Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 181.21 cfs
5.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 10.0' Slope= 0.0400 '/'
Inlet Invert= 94.00', Outlet Invert= 93.60'
Type II 24-hr 1" Rainfall Rainfall=1.00"Site Contractor COMBINED 222 and 223
Printed 6/7/2018Prepared by ERM
Page 6HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Summary for Pond 221P: 221
Inflow Area = 24.590 ac, 0.00% Impervious, Inflow Depth > 0.22" for 1" Rainfall event
Inflow = 6.46 cfs @ 12.08 hrs, Volume= 0.456 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= 91.39' @ 24.00 hrs Surf.Area= 51,670 sf Storage= 19,872 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 91.00' 308,000 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
91.00 49,357 0 0
91.50 52,297 25,414 25,414
92.00 55,253 26,888 52,301
92.50 58,224 28,369 80,670
93.00 88,767 36,748 117,418
94.00 95,276 92,022 209,440
94.10 95,930 9,560 219,000
95.00 101,848 89,000 308,000
Device Routing Invert Outlet Devices
#1 Primary 93.00'50.0' 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=91.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond 222P: SF
Inflow Area = 9.040 ac, 0.00% Impervious, Inflow Depth > 0.22" for 1" Rainfall event
Inflow = 3.42 cfs @ 11.97 hrs, Volume= 0.165 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 92.39' @ 24.00 hrs Surf.Area= 24,688 sf Storage= 7,180 cf
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Type II 24-hr 1" Rainfall Rainfall=1.00"Site Contractor COMBINED 222 and 223
Printed 6/7/2018Prepared by ERM
Page 7HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Volume Invert Avail.Storage Storage Description
#1 92.00' 182,259 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 11,830 0 0
93.00 44,530 28,180 28,180
94.00 126,241 85,386 113,566
94.40 217,225 68,693 182,259
Device Routing Invert Outlet Devices
#1 Primary 94.00'50.0' long x 5.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65
2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond 224P: 224
Inflow Area = 3.190 ac, 0.00% Impervious, Inflow Depth > 0.00" for 1" Rainfall event
Inflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs
Peak Elev= 92.00' @ 24.00 hrs Surf.Area= 10,791 sf Storage= 25 cf
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 92.00' 25,759 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
92.00 10,786 0 0
92.50 11,926 5,678 5,678
93.00 12,993 6,230 11,908
93.50 13,844 6,709 18,617
94.00 14,722 7,142 25,759
Device Routing Invert Outlet Devices
#1 Primary 93.00'50.0' 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
Type II 24-hr 1" Rainfall Rainfall=1.00"Site Contractor COMBINED 222 and 223
Printed 6/7/2018Prepared by ERM
Page 8HydroCAD® 10.00-20 s/n 06463 © 2017 HydroCAD Software Solutions LLC
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=92.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic
Calculations 02-12-2018, REV 06-07-2018
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, REV 06-07-2018
A3.3 Sediment Basin Calculations
Sediment Basin 221 w/ Infiltration Revision 1
Designed by CNelson
Checked by
Project Name CY SPR 10‐A
Project Number
Site Location (City/Town) Fayetteville
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 da
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 106.7          
91 29,222              
Proposed Basin Design 91.5 51,128              
92 54,024              
Elevation
Surface 
Area (sf)
Incre. Vol 
(cu.ft.)Cum. Vol 92.5 56,935              
93 59,864              
91 49,357         ‐                ‐               
91.5 52,297        25,414        25,414        
92 55,253        26,888        52,301        
92.5 58,224        28,369        80,670        
93 88,767        36,748        117,418      WEIR
94.1 95,930        101,583      219,001      TOP
Basin Design Check PCSO Req'd Volume
Surface Area 95,930        ok 85,691 cf
Volume (cf)117,418      ok PCSO Provided Volume
117,418      cf ok
Weir Design
Q= CLH^1.5
C = 2.8
H = 0.97
L =50
Basin Id.
Sediment Basin 222 w/ Infiltration Rev 1 REV 5‐22‐2018
Designed by CNelson
Checked by
Project Name CY SPR 10‐A
Project Number
Site Location (City/Town) Fayetteville
NW
Total Drainage Area (acres) 9.04
Step 1. Determine Peak Flow, Q10 for the basin drainage area
Q10 (cfs) 63.2
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) 9.04
Min. Volume (cu.ft) 32,544        
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) 27,492        
Min. Surface Area @ Elev 92.8             
Proposed Basin Design 
Elevation
Surface Area 
(sf)
Incre. Vol 
(cu.ft.)Cum. Vol
92 11,830         ‐                ‐               
93 44,530        28,180        28,180        
94 126,241      85,386        113,566      WEIR
95.1 217,225      188,906      302,472      TOP
Basin Design Check PCSO Req'd Volume
Surface Area 126,241      ok 31,502 cf
Volume (cf)113,566      ok PCSO Provided Volume
32,000        cf ok
Weir Design at elev=93.1
Q= CLH^1.5
C = 2.8
H = 0.59
L =50
Basin Id.
Sediment Basin 224  / Sand Filter Rev 1
Designed by CNelson
Checked by
Project Name CY SPR 10‐A
Project Number
Site Location (City/Town) Fayetteville
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 90.5             
Proposed Basin Design 
Elevation
Surface Area 
(sf)
Incre. Vol 
(cu.ft.)Cum. Vol
92 10,786         ‐                ‐               
92.5 11,926        5,678           5,678           
93 12,993        6,230           11,908        WEIR
93.5 13,844        6,709           18,617        
94 14,722        13,858        32,475        TOP
Basin Design Check PCSO Req'd Volume
Surface Area 14,722        ok 11,117 cf
Volume (cf)32,475        ok PCSO Provided Volume
11,908 cf 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 REV 06-07-2018
A3.4 Infiltration Basin Calculations
6/7/2018
Dominion ACP 
CY_SPR10A
Infiltration Basin Sizing Calculations
Design Calculations:
Minimum Surface Area Formula:
SA = DV/(FS*(K*T))
where SA Surface Area
FS Factor of Safety (min of 2 recommended)
DV Design Volume
K Hydraulic Conductivity (Infiltration Rate) (in/hr)
T Maximum Dewatering Time (72 hours)
Basin No. 221
Design Volume Required:1 inches runoff
Drainage Area: 24.59 Acres
Total Design Volume = (24.59 Ac) * (43,560 sf/ac) * (1 in /12"/ft)
Design Volume DV= 88904.65 cf
Storage Volume Elevation=92.65 ft
88905 cf
T ‐ Maximum drawdown time:72 hrs
K ‐ Field infiltration Rate:0.11 in/hr
FS ‐ Factor of Safety:2
SA = DV/(FS*(K*T))
Surface Area Required, SA = 5613 sf
Provided SA =5672 sf
Recalculate Drawdown T=71 hrs
with actual size basin
6/7/2018
Dominion ACP 
CY_SPR10A
Infiltration Basin Sizing Calculations
Design Calculations:
Minimum Surface Area Formula:
SA = DV/(FS*(K*T))
where SA Surface Area
FS Factor of Safety (min of 2 recommended)
DV Design Volume
K Hydraulic Conductivity (Infiltration Rate) (in/hr)
T Maximum Dewatering Time (72 hours)
Basin No. 222
Design Volume Required:1 inches runoff
Drainage Area: 9.04 Acres
Total Design Volume = ( 9.04 Ac) *( 43,560 sf/ac) * (1 in /12"/ft)
Design Volume DV= 32683.94 cf
Storage Volume Elevation=93.1 ft
33042 cf
T ‐ Maximum drawdown time: 72 hrs
K ‐ Field infiltration Rate:0.11 in/hr
FS ‐ Factor of Safety:2
SA = DV/(FS*(K*T))
Surface Area Required, SA = 2270 sf
Provided SA =2500 sf
Recalculate Drawdown T=60 hrs
with actual size basin
Atlantic Coast Pipeline Project
NC Contractor/Pipeline Yard ESC Plan – Hydraulic Calculations
02-12-2018 REV 06-07-2018
A3.5 Sand Filter Calculation
6/7/2018
Dominion ACP 
CY_SPR10A
Sand Filter Basin Sizing Calculations
Basin No. 224
Design Calculations:
Calculate the Design Volume:
Design Volume Required:1 inches runoff
Drainage Area: 3.19 Acres
Total Design Volume = (3.19 Ac) * (43,560 sf/ac) * (1 in /12"/ft)
Design Volume DV= 11575 cf
Discounted Design Volume = 0.75 * 11,575 cf = 8,681 cf
Provided Sand Filter Volume 600 cf
Provided Forebay Volume 11356 cf
Total Volume Provided 11956
Minimum Surface Area Formula:
Ponding Depth = 12 "
Require Sand Filter Infiltration Rate greater than 2 in/hr
Depth of Sand Media 18 in
Required Rate 2 in/hr
SA = (DV)(Df) / (R * (Hf+Df)*(Tf))SA Surface Area (sf)
DV Design Volume (cf)
DV 4340.5 cf Df Filter Bed Depth ( ft)
Df 1.5 ft R Media Infiltration Rate (ft/day)
R 3.5 ft/day C33 Media Hf Avg Ht of Water above Filter(ft)
Hf 0.5 ft Tf Drain Time (days)
Tf 2 days
Surface Area SA = 465.1 sf
Provided SA 600 sf