4116_WIHighPoint_CDLF_ApprovedESCPlan_DIN27072_062716

June 27, 2016

Mr. Scott E. Ford
Civil Engineer II
211 S. Hamilton Street
High Point, NC 27260

RE: WI High Point Landfill, LLC
Erosion and Sedimentation Control Plan

Dear Mr. Ford:

On behalf of WI High Point Landfill, LLC, Smith Gardner, Inc. (S+G) is pleased to submit an
erosion and sedimentation control plan and applicable fees for proposed land disturbing
activities at the referenced construction and demolition (C&D) landfill facility located on
Riverdale Drive.

The enclosed application is associated with the proposed site expansion area which will
require 36.7 acres of disturbance in addition to the previously permitted 27.98 acres. The
erosion and sedimentation control plan includes a project description, a revised financial
responsibility form for the prescribed activities, erosion and sedimentation control
calculations, and project drawings and specifications. The WI High Point Landfill, LLC
facility’s most recent Permit for Land-Disturbing Activities (Permit No. 1900) was issued on
February 19, 2014 in association with landfill construction activities.

Should you have any questions or require additional information, please contact us at (919)
828-0577 or by email below.

Sincerely,
SMITH GARDNER, INC.

Carter T. Shore, E.I. Stacey A. Smith, P.E.
Staff Engineer Senior Engineer
[e-mail] [e-mail]

Attachment

CC: Seth Heath, Waste Industries USA, Inc.
David Pepper, Waste Industries USA, Inc.
File

E&SC Cover Letter - 2016-05-09 - WIHP-16-1
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Erosion and Sedimentation Control Plan

WI High Point C&D Landfill
Jamestown, North Carolina

Prepared for:

WI High Point Landfill, LLC
Jamestown, North Carolina

May 2016

Prepared by:

© 2016 Smith Gardner, Inc.
This document is intended for the sole use of the client for which it was prepared and
for the purpose agreed upon by the client and Smith Gardner, Inc.

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Erosion and Sedimentation Control Plan

WI High Point C&D Landfill
Jamestown, North Carolina

Prepared For:
WI High Point Landfill, LLC
Jamestown, North Carolina

S+G Project No. WIHIGHPOINT-16-1

May 2016

Carter T. Shore, E.I.
Staff Engineer

Stacey A. Smith, P.E.
Senior Engineer
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WI High Point C&D Landfill Erosion and Sedimentation Control Plan
May 2016 Table of Contents Page i
WI High Point C&D Landfill
Jamestown, North Carolina

Erosion and Sedimentation Control Plan

Table of Contents
Page

1.0 NARRATIVE ................................................................................................................ 1
1.1 Project Description ................................................................................................. 1
1.2 Site Location ........................................................................................................... 1
1.3 Contact Information ................................................................................................ 1
1.3.1 Engineer ...................................................................................................... 1
1.3.2 Owner .......................................................................................................... 2
1.4 Existing Site Conditions .......................................................................................... 2
1.5 Adjacent Areas ........................................................................................................ 2
1.6 Site Soils Information.............................................................................................. 2
2.0 DESIGN GUIDELINES AND PROCEDURES ................................................................. 2
3.0 RUNOFF CALCULATIONS .......................................................................................... 3
3.1 Pre-Developed Conditions ...................................................................................... 3
3.2 Post-Developed Conditions ..................................................................................... 3
4.0 EROSION AND SEDIMENTATION CONTROL MEASURES - INITIAL ............................ 3
4.1 Sediment Basins ..................................................................................................... 4
4.2 Drainage Channels.................................................................................................. 4
4.3 Culverts ................................................................................................................... 5
4.4 Drop Inlets............................................................................................................... 5
4.5 Silt Fence ................................................................................................................ 5
4.6 Vegetative Stabilization ........................................................................................... 5
5.0 EROSION AND SEDIMENTATION CONTROL MEASURES - FINAL .............................. 5
5.1 Cap Diversion Berms .............................................................................................. 5
5.2 Side Slope Swales ................................................................................................... 5
5.3 Down Pipes ............................................................................................................. 6
6.0 SCHEDULE FOR IMPLEMENTATION .......................................................................... 6
7.0 INSPECTION AND MAINTENANCE ............................................................................. 7

TABLES
Table 1 Summary of Peak Discharge Amounts ....................................................... 7

FIGURES
Figure 1 USGS Map (High Point East Quadrangle)
Figure 2 NRCS Site Soil Map
Figure 3 Drainage Area Map

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WI High Point C&D Landfill Erosion and Sedimentation Control Plan
May 2016 Table of Contents Page ii
Table of Contents (cont.)

ATTACHMENTS
Attachment A Financial Responsibility/Ownership (FRO) Form

APPENDICES
Appendix A Erosion and Sedimentation Control Calculations
Appendix B Erosion and Sedimentation Control Technical Specifications
Appendix C Erosion and Sedimentation Control Plans and Details

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WI High Point C&D Landfill Erosion and Sedimentation Control Plan
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1.0 NARRATIVE
1.1 Project Description
WI High Point Landfill, LLC plans to construct an expansion of their existing construction
and demolition (C&D) landfill at their landfill facility, operating under City of High Point
Land Disturbance Permit No.19001, located off of Riverdale Drive in Jamestown, North
Carolina. The site is currently permitted for 27.98 acres. The construction and operation
of the landfill expansion will require an additional disturbance of approximately 36.7
acres. This plan discusses the erosion and sedimentation control measures used on
this project.

1.2 Site Location
The attached USGS map (High Point East Quadrangle) shows the approximate location
of the site for this project. Additional information is as follows:

Address: 5830 Riverdale Drive
Jamestown, NC 27282
Coordinates
(Site Entrance):

Longitude: -79.92 degrees
Latitude: 35.95 degrees
River Basin: Cape Fear
Receiving Stream(s)
(Stream Classification):
Unnamed tributary to
Richland Creek (17-7-(4))

1.3 Contact Information
1.3.1 Engineer
For questions regarding this erosion and sedimentation control plan, please
contact the following:

Smith Gardner, Inc.
Attn.: Stacey A. Smith, P.E.
14 N. Boylan Ave.
Raleigh, NC 27603
Phone: [phone]
Email: [e-mail].

1 City of High Point Land Disturbing Permit #1900 issued February 19, 2014 by City of High Point
Engineering Services Department
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1.3.2 Owner
The owner of the site and the person to contact should sediment control issues
arise during the land-disturbing activity is as follows:

WI High Point Landfill, LLC
Attn.: Seth Heath, Site Manager
5830 Riverdale Drive
Jamestown, NC 27282
Phone: [phone]
Email: [e-mail]

1.4 Existing Site Conditions
The proposed site occupies an area adjacent of the currently active C&D landfill disposal
area. Existing ground surface elevations vary from El. 810 (feet) at the northeast end of
the project area and El. 740 at the southern edge of the project area. Currently, much of
the site is wooded.

1.5 Adjacent Areas
The proposed site lies within WI High Point Landfill, LLC-owned property on all sides.
Richland Creek lies just to the south of the proposed site. The site will be accessed from
the west on Riverdale Drive.

1.6 Site Soils Information
The native surficial soils at the site fall under the categories of Enon fine sandy loam and
Wilkes sandy loam according to the USDA Natural Resources Conservation Service
(Guilford County) soil survey (see attached soil survey map (High Point East
Quadrangle)). The surficial soils become coarser with depth and grade down to partially
weathered rock (PWR) and rock (generally granite). The Enon and Wilkes soils, as well
as the majority of imported borrow soils to be used in site construction can be classified
as being in hydrologic soil group (HSG) “C” for purposes of runoff calculations.

2.0 DESIGN GUIDELINES AND PROCEDURES
The erosion and sediment control design for the landfill was conducted based on guidelines and
procedures as set forth in the following references:

A. HydroCAD Software Solutions, LLC (2006), HydroCAD Stormwater Modeling System
Owner’s Manual - Version 8, Chocorua, NH.

B. Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design,
NC State Univ., Raleigh, NC.
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C. North Carolina Division of Land Resources (2013 Update), North Carolina Erosion &
Sediment Control Planning & Design Manual, Raleigh, NC.

D. City of High Point Engineering Services Department (2009 Update), City of High Point
Stormwater Best Management Practices Design Manual, High Point, NC.

3.0 RUNOFF CALCULATIONS
All stormwater flow volumes were calculated using the HydroCAD computer program (utilizing
USDA-NRCS (SCS) methods) and/or the Rational Method based on a 25 year 24-hour storm
event. This storm event, which is a requirement of current North Carolina solid waste
regulations, exceeds the 10-year event required by current North Carolina Sediment Control
regulations. The City of High Point defers stormwater BMP design to the NCDEQ Stormwater
BMP Manual. Additional City requirements include controlling the first one (1) inch of rainfall
and remove 85% of total suspended solids (TSS). Rainfall quantities and/or intensities used in
the analyses were derived from an analysis of design storms for the site. Drainage areas were
determined using a planimeter and/or AutoCAD on topographic sheets of the project area. For
each drainage area, runoff curve numbers (SCS methods) and/or runoff coefficients (Rational
Method) were selected based on ground cover conditions. Times of concentration were
calculated by HydroCAD using SCS methods.

The peak discharge from the 25-year 24-hour storm event was evaluated for both pre-
developed and post developed conditions as described below. The goal of the post-developed
conditions was to limit the peak discharge to no more than pre-developed conditions. The peak
discharges for each condition are summarized in Table 1.

3.1 Pre-Developed Conditions
Pre-developed conditions were modeled in HydroCAD. The total site discharge for pre-
developed conditions was determined to be 120.6 cfs.

3.2 Post-Developed Conditions
Post-developed conditions were modeled in HydroCAD. The total site discharge for
post-developed conditions was determined to be 30.9 cfs and is, thus, below the peak
discharge for pre-developed conditions.

4.0 EROSION AND SEDIMENTATION CONTROL MEASURES - INITIAL
The following erosion and sedimentation control measures are to be constructed as part of the
proposed construction. Appendices A, B, and C to this plan include calculations, technical
specifications, and plans and details (project drawings) for each of these measures,
respectively.
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In most cases, the following erosion and sedimentation control measures were designed using
the final drainage areas which were found to represent a worst case for design. Each
calculation indicates what condition was used in the analysis.

4.1 Sediment Basins
There are four (4) permanent sediment basins (SB-1, 2, 3, and 7) that currently serve the
site. SB-8 will be an additional permanent sediment basin located to the south of Phase
3. This basin was designed in accordance with E&SCP&DM Section 6.61.

Sediment basins are subject to several design requirements. Per the Special Use
Permit2 issued by the City, sediment basins are to be oversized by a twenty (20) percent
capacity factor based on a 25-year storm discharge. Each sediment basin must have a
basin volume of 1,800 ft3/acre of disturbed area and should have a surface area
(measured at crest of principal spillway (riser)) of 0.01 acres/cfs (based on the peak flow
from the 10-year storm). Each basin must include a riser/barrel principal spillway and
must have an emergency spillway (preferably a weir type spillway). The crest of the
emergency spillway is set 1.5 feet above the invert of the riser and the spillway must
pass the peak run off from the design storm event with one foot (min.) of freeboard to
the crest of berm. Each riser/barrel assembly must be provided with an anchor
displacing a buoyant weight of at least 1.1 times the weight of water displaced by the
riser. Each riser must also be provided with a method of dewatering the basin. In
addition to E&SCP&DM requirements, each sediment basin was designed to have an
adequate surface area to achieve an 80% settling efficiency of a 40 micron (silt size)
particle at the peak discharge from the design storm. Each sediment basin was
modeled with the HydroCAD computer program and a spreadsheet was used to verify
the design requirements.

4.2 Drainage Channels
Drainage channel calculations were conducted using a reformulation of Manning's
Equation in a spreadsheet format. The calculations determine the normal depth of flow
based on the peak discharge from the design storm (from HydroCAD) and assumed
channel dimensions/slope(s). Both temporary and/or permanent channel linings were
chosen, as appropriate, based on the calculated velocity and/or shear stress. Steeper
rip rap lined channels (if specified) were analyzed as rock chutes in accordance with
NRCS procedures. Temporary channel linings (if specified) were designed based on the
peak discharge from a 2-year 24-hour design storm.

2 Special Use Permit 01-06 issued to MRR of High Point by the City of High Point dated October 30, 2001
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4.3 Culverts
There are several culverts which will be used at the site to convey flow beneath
roadways and embankments. Most culverts will be directed to one of the site sediment
basins. Culverts were designed either using HydroCAD or a spreadsheet based on an
analysis of inlet and outlet control under the influence of the design storm to determine
the maximum headwater elevation. Where required, culvert outlets were designed for
outlet stabilization based on criteria set forth in E&SCP&DM, Section 6.41. Culverts
draining disturbed areas, which are not routed to a sediment basin, were designed with
a stone filter berm placed around the inlet to trap sediment.

4.4 Drop Inlets
Weir-type drop inlets will be used in the perimeter drainage channel to route flows into
one of the sediment basins. These drop inlets were designed either using HydroCAD or
a spreadsheet based on an analysis of the flow capacity of the open sides (weirs) of the
drop inlet compared to the maximum flow from the design storm. Prior to vegetative
stabilization of the perimeter channel, each drop inlet will be protected from
sedimentation by a placing a wire mesh and coarse aggregate filter around all sides of
the drop inlet.

4.5 Silt Fence
Silt fencing design was based on criteria set forth in E&SCP&DM, Section 6.62 including
the limitation of 100 feet of fencing for each ¼ acre of drainage area.

4.6 Vegetative Stabilization
Vegetative stabilization will be in accordance with the seeding schedule on the project
drawings and/or in the project specifications.

5.0 EROSION AND SEDIMENTATION CONTROL MEASURES - FINAL
5.1 Cap Diversion Berms
Cap diversion berms will be placed near the slope break of the final cover where the
3H:1V side slopes break to a flatter grade. Flow from the cap diversion berms is
directed to the down pipes. The capacity and need for lining of cap diversion berms was
checked using the same procedures as described above for drainage channels.

5.2 Side Slope Swales
Side slope swales (diversion berms) are to be placed along final cover side slopes at 40
foot vertical increments. Flow from the side slope swales is directed to the down pipes
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or perimeter channels. The capacity and need for lining of the swales was checked
using the same procedures as described above for drainage channels.

5.3 Down Pipes
Down pipes will be used to carry flows from diversion berms and/or rain gutters to the
bottom of final cover slopes. Down pipes were designed based on the same procedures
as rain gutters. Down pipes will be adequately anchored to the landfill side slopes by
use of a soil cover and each will discharge energy dissipating structures (precast energy
dissipaters, drop inlets, stone structures, etc.) at the base of each slope.

6.0 SCHEDULE FOR IMPLEMENTATION
Erosion and sedimentation control measures will be established prior to, or as soon as practical
thereafter, any land disturbance or construction activities may begin in that portion of the site
which drains to the erosion control measures. The following general schedule will be followed
for this project:

A. Flag the clearing limits and identify any tree protection areas.
B. Clear the vegetated portion of the site and install silt and stone filter fencing prior to
stripping/grubbing.
C. Only strip/grub areas required for installation of structures, berms, and drainage
channels. Other areas will be stripped/grubbed once the sediment basin is completed.
D. Install sediment basin outlet structure; outlet protection and/or channel, berm, and
emergency spillway.
E. Perform fine grading and permanent vegetation.
F. After stabilization, remove silt and stone filter fencing and other temporary measures
and install permanent vegetation on the disturbed areas.

Soil stabilization will be achieved on any area of the site where land disturbing activities have
temporarily or permanently ceased according to the following schedule:

A. All perimeter swales, ditches, perimeter slopes, and all slopes steeper than 3 horizontal
to 1 vertical (3H:1V) will be provided temporary or permanent stabilization with ground
cover as soon as practicable but in any event within 7 calendar days from the last land
disturbing activity.
B. All other disturbed areas will be provided temporary or permanent stabilization with
ground cover as soon as practicable but in any event within 14 calendar days from the
last land disturbing activity.
C. Basins, traps, channels, and diversions will be lined with anchored rolled erosion control
products or rip rap and/or vegetated upon construction.

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7.0 INSPECTION AND MAINTENANCE
All erosion and sedimentation control measures will be inspected at least once every 7 calendar
days and within 24 hours after any storm event of greater than 0.5 inches of rain per 24 hour
period and appropriate maintenance conducted. A rain gauge will be maintained on the site and
a record of the rainfall amounts and dates will be kept.

During inspections, any stormwater discharges from the site will be observed for stormwater
discharge characteristics to evaluate the effectiveness of the erosion and sedimentation control
measures incorporating Best Management Practices (BMPs). If visible sedimentation is leaving
the disturbed limits of the site, corrective action will be taken immediately to control the
discharge of sediments.

Maintenance activities will include, but not be limited to the following:

A. The removal and satisfactory disposal of trapped or deposited sediments from basins,
traps, barriers, filters, and/or drainage features/devices;
B. Replacement of filter fabrics used for silt fences upon loss of efficiency; and
C. Replacement of any other components which are damage or cannot serve the intended
use.

Table 1 Summary of Peak Discharge Amounts
Storm Discharge Point
Peak Discharge (cfs)
Pre-Developed Post-Developed
25-Year 24-Hour
(Rainfall = 5.83
inches)
SB-8 120.6 30.9

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Figures

Erosion and Sedimentation Control Plan
WI High Point C&D Landfill
Jamestown, North Carolina

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DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2

Attachment A
Financial Responsibility/Ownership (FRO) Form

Erosion and Sedimentation Control Plan
WI High Point C&D Landfill
Jamestown, North Carolina
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2

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DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
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Appendix A
Erosion and Sedimentation Control
Calculations
Erosion and Sedimentation Control Plan
WI High Point C&D Landfill
Jamestown, North Carolina

DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2

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DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2

WI High Point C&D Landfill Erosion and Sedimentation Control Plan
May 2016 Appendix A: Table of Contents Page A1
Erosion and Sedimentation Control Plan
Appendix A: Erosion and Sedimentation Control Calculations

Table of Contents

1.0 Drainage and E&S Control Calculations - Overview
2.0 Analysis of Design Storms
3.0 Stormwater Routing (HydroCAD output)*
• 2-Year 24-Hour Storm
• 25-Year 24-Hour Storm
• 100-Year 24-Hour Storm
4.0 Drainage Channel Analysis
• Perimeter Road Drainage Channels
5.0 Drop Inlet Analysis
6.0 Down Pipe Analysis
7.0 Sedimentation Basin Analysis
8.0 Culvert Analysis
9.0 Outlet Protection Analysis

*The design of culverts is included in the HydroCAD output.

DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2

WI High Point C&D Landfill Erosion and Sedimentation Control Plan
May 2016 Appendix A: Table of Contents Page A2

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DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.D&E&SC OVERVIEW SG
ADDRESS TEL WEB
PROJECT SHEET 1 OF 2 DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
•
•Peak discharge calculations using the Rational Method and/or USDA-NRCS (SCS) Methods; and
•Stormwater routing using USDA-NRCS (SCS) or other methods.
REFERENCES:
ANALYSIS:
CALCULATIONS:
- Peak Discharge Calculations:
USDA-NRCS (SCS) Methods:
CTS
Drainage & E&SC Calcs. - Overview WIHIGHPOINT-16-1
To design stormwater conveyance, detention, and erosion and sedimentation control measures to remove
and contain stormwater flow from the design storm. The design of these measures will be based on:
Design storm information for the site;
Debo, T.N., and Reese, A.J. (1995), Municipal Storm Water Management, Lewis Publishers, Boca Raton,
FL.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
WI High Point C&D Landfill - Phase 3 4/13/2016
Federal Highway Administration (2001), Urban Drainage Design Manual, Hydraulic Engineering Circular
No. 22, FHWA NHI-01-021, Second Ed., U.S. Dept. of Transportation, Washington, D.C.
Georgia Soil and Water Conservation Commission (2000), Manual for Erosion and Sediment Control in
Georgia, Fifth Edition, Athens, GA.
HydroCAD Software Solutions, LLC (2006), HydroCAD Stormwater Modeling System Owner’s Manual -
Version 8, Chocorua, NH.
Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design, NC State Univ.,
Raleigh, NC.
North Carolina Division of Land Resources (2013 Updates), North Carolina Erosion & Sediment Control
Planning & Design Manual, Raleigh, NC.
North Carolina Division of Water Quality (July 2005) Updated Draft Manual of Stormwater Best
Management Practices, (Public Comment Version), Raleigh, NC.
Use HydroCAD program to determine the peak discharge to each device or structure. HydroCAD is based
on the SCS unit hydrograph procedure, which is a principal component of NRCS TR-20. Alternatively
spreadsheets can be used to determine flow rates using the procedures detailed in NRCS TR-55.
Pennsylvania DEP Bureau of Watershed Protection (2000), Erosion and Sediment Pollution Control
Program Manual.
USDA-NRCS (1992), Computer Program for Project Formulation Hydrology (TR-20).
USDA-NRCS (1986 & 1999 Update), Urban Hydrology for Small Watersheds (TR-55).
Virginia Department of Conservation and Recreation (1992), Virginia Erosion & Sediment Control
Handbook, Third Edition, Richmond, VA.
The main design criteria will be to ensure that all stormwater conveyance and detention measures will be
able to accommodate the runoff from the design storm. Drainage channels, culverts, etc. were designed
based on the peak discharge to each measure. Detention measures were designed based on stormwater
routing methods and/or State/local criteria.
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.D&E&SC OVERVIEW SG
PROJECT SHEET 2 OF 2 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
Rational Method:
Q = CIA (Malcom Eq. I -1)
where:Q = peak discharge (cfs)
C =rational runoff coefficientI=applicable rainfall intensity (in/hr) of storm event (based on time of concentration)
A =drainage area (acres)
Time of Concentration:
- Stormwater Routing:
WIHIGHPOINT-16-1 0
WI High Point C&D Landfill - Phase 3 4/13/2016
Stormwater routing was accomplished using the HydroCAD program, which is based on USDA-NRCS (SCS) methods.
Unless otherwise specified, the unit hydrograph method was used. The storm type (i.e. Type I 24-hr., Type II 24-hr.,
etc.) was selected as appropriate for the project location.
The time of concentration for use in determining the peak discharge in the NRCS and/or Rational methods
can be determined by the methods detailed in NRCS TR-55 or other methods. HydroCAD uses the NRCS
methods.
CTS
Drainage & E&SC Calcs. - Overview
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DESIGN STORMS SG
ADDRESS TEL WEB
PROJECT SHEET 1 OF DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCES:
U.S. Weather Bureau (1961), “Rainfall Frequency Atlas of the United States for Durations from 30 Minutes
to 24 Hours and Return Periods from 1 to 100 Years,” U.S. Weather Bureau Technical Paper 40.
To compile the expected design storm depths and intensities over various return periods. These design
storm values will be used in various calculations.
CTS
Analysis of Design Storms WIHIGHPOINT-16-1 SWH
Rainfall data was obtained from the following references:
Frederick, R.H., V.A. Myers, and E.P. Anciello (1977), “Five to 60-Minute Precipitation Frequency for the
Eastern and Central United States,” NOAA Technical Memo. NWS HYDRO-35, National Weather Service,
NOAA, U.S. Dept. Of Commerce, Silver Spring, MD.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
WI High Point C&D Landfill - Phase 3 4/13/2016
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DESIGN STORMS SG
PROJECT SHEET
JOB #SUBJECT DATE
COMPUTED BYCHECKED BY
LOCATION:
2-YR P 100-YR P SOURCE(in)(in)
0.46 0.700.92 1.40
1.60 2.96
2 hr to 24 hr Rainfall Events =USER INPUT
DEPTH-DURATION-FREQUENCY TABLE:
2-YR 5-YR 10-YR 25-YR 50-YR 100-YR(in)(in)(in)(in)(in)(in)
0.46 0.50 0.54 0.60 0.65 0.700.73 0.80 0.86 0.96 1.04 1.11
0.92 1.01 1.09 1.21 1.30 1.401.25 1.45 1.59 1.82 1.99 2.16
1.60 1.90 2.12 2.45 2.71 2.961.89 2.34 2.67 3.09 3.39 3.69
2.00 2.51 2.87 3.33 3.67 4.002.44 3.04 3.49 4.09 4.55 5.00
2.90 3.63 4.20 4.97 5.59 6.223.44 4.29 4.94 5.83 6.53 7.24
INTENSITY-DURATION-FREQUENCY TABLE:
2-YR 5-YR 10-YR 25-YR 50-YR 100-YR(in/hr)(in/hr)(in/hr)(in/hr)(in/hr)(in/hr)
5.51 6.04 6.49 7.22 7.80 8.38
4.39 4.82 5.18 5.75 6.21 6.673.69 4.04 4.34 4.83 5.21 5.60
2.51 2.89 3.19 3.63 3.98 4.331.60 1.90 2.12 2.45 2.71 2.960.95 1.17 1.34 1.55 1.70 1.85
0.67 0.84 0.96 1.11 1.22 1.330.41 0.51 0.58 0.68 0.76 0.83
0.24 0.30 0.35 0.41 0.47 0.520.14 0.18 0.21 0.24 0.27 0.30
SWH
/
WIHIGHPOINT-16-14/13/2016
CTS
WI High Point C&D Landfill - Phase 3
Analysis of Design Storms
15 min5 min
60 min
10 min
15 min
NOAA HYDRO-35NOAA HYDRO-35
NOAA HYDRO-35
Lexington, NC
RETURN PERIOD
30 min
12 hr24 hr
RETURN PERIOD
30 min
60 min
RETURN PERIOD
DURATION
USWB TP-40
6 hr
2 hr
3 hr
DURATION
5 min
12 hr24 hr
DURATION
60 min2 hr
3 hr6 hr
5 min
10 min15 min
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
14S
(new Subcat)
15S
(new Subcat)
16S
(new Subcat)
A-1
DP-1
A-10
DP-10
A-11
A-12
A-13
A-14
A-2
DP-2
A-3
DP-3
A-4
DP-4
A-5
DP-5
A-6
DP-6
A-7
DP-7
A-8
DP-8
A-9
A-9
21R
(new Reach)
22R
(new Reach)
23R
(new Reach)
32R
(new Reach)
33R
(new Reach)
34R
(new Reach)
36R
DC-3
45R
DC-4
46R
DC-5
47R
DC-6
48R
DC-8 49R
DC-7
DC-1
DC-1
DC-2
DC-2
20P
ST-1
35PCB
(new Pond)
38PCB
(new Pond)
43P
(new Pond)44P
(new Pond)
DI-1CB
DI-1
DI-2CB
DI-2
SB-1
SB-1
SB-3
SB-3
SB-8
SB-8
Drainage Diagram for HydroCAD - WIHP-16-1Prepared by Smith Gardner, Inc 5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
HydroCAD - WIHP-16-1
Page 2Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (acres)CN Description (subcats)
57.026 74 >75% Grass cover, Good, HSG C (14S,16S,A-1,A-10,A-11,A-12,A-13,A-14,A-2,A-3,A-4,A-5,A-6,A-7,A-8,A-9)
4.981 98 Paved parking & roofs (15S)

62.007
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 3Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=92,700 sf Runoff Depth>1.09"Subcatchment 14S: (new Subcat)
Tc=5.0 min CN=74 Runoff=4.56 cfs 0.193 af
Runoff Area=216,987 sf Runoff Depth>2.96"Subcatchment 15S: (new Subcat)
Tc=5.0 min CN=98 Runoff=24.52 cfs 1.230 af
Runoff Area=23,625 sf Runoff Depth>1.09"Subcatchment 16S: (new Subcat)
Tc=5.0 min CN=74 Runoff=1.16 cfs 0.049 af
Runoff Area=59,500 sf Runoff Depth>1.09"Subcatchment A-1: DP-1
Tc=5.0 min CN=74 Runoff=2.93 cfs 0.124 af
Runoff Area=101,643 sf Runoff Depth>1.09"Subcatchment A-10: DP-10
Tc=5.0 min CN=74 Runoff=5.00 cfs 0.211 af
Runoff Area=106,500 sf Runoff Depth>1.09"Subcatchment A-11:
Tc=0.0 min CN=74 Runoff=6.05 cfs 0.222 af
Runoff Area=21,245 sf Runoff Depth>1.09"Subcatchment A-12:
Tc=5.0 min CN=74 Runoff=1.05 cfs 0.044 af
Runoff Area=108,000 sf Runoff Depth>1.09"Subcatchment A-13:
Tc=5.0 min CN=74 Runoff=5.32 cfs 0.224 af
Runoff Area=228,750 sf Runoff Depth>1.06"Subcatchment A-14:
Flow Length=300' Slope=0.0044 '/' Tc=60.7 min CN=74 Runoff=3.10 cfs 0.463 af
Runoff Area=272,350 sf Runoff Depth>1.09"Subcatchment A-2: DP-2
Tc=0.0 min CN=74 Runoff=15.48 cfs 0.567 af
Runoff Area=215,378 sf Runoff Depth>1.09"Subcatchment A-3: DP-3
Tc=5.0 min CN=74 Runoff=10.60 cfs 0.447 af
Runoff Area=356,850 sf Runoff Depth>1.09"Subcatchment A-4: DP-4
Tc=5.0 min CN=74 Runoff=17.56 cfs 0.741 af
Runoff Area=221,200 sf Runoff Depth>1.09"Subcatchment A-5: DP-5
Tc=5.0 min CN=74 Runoff=10.89 cfs 0.459 af
Runoff Area=114,700 sf Runoff Depth>1.09"Subcatchment A-6: DP-6
Tc=5.0 min CN=74 Runoff=5.65 cfs 0.238 af
Runoff Area=137,000 sf Runoff Depth>1.09"Subcatchment A-7: DP-7
Tc=5.0 min CN=74 Runoff=6.74 cfs 0.285 af
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 4Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Runoff Area=124,200 sf Runoff Depth>1.09"Subcatchment A-8: DP-8
Tc=5.0 min CN=74 Runoff=6.11 cfs 0.258 af
Runoff Area=300,405 sf Runoff Depth>1.09"Subcatchment A-9: A-9
Tc=5.0 min CN=74 Runoff=14.79 cfs 0.624 af
Avg. Depth=0.57' Max Vel=6.90 fps Inflow=18.89 cfs 0.953 afReach 21R: (new Reach)
n=0.025 L=470.0' S=0.0447 '/' Capacity=248.28 cfs Outflow=18.20 cfs 0.951 af
Avg. Depth=0.66' Max Vel=5.27 fps Inflow=17.82 cfs 0.832 afReach 22R: (new Reach)
n=0.025 L=360.0' S=0.0222 '/' Capacity=175.09 cfs Outflow=16.85 cfs 0.830 af
Avg. Depth=0.83' Max Vel=5.19 fps Inflow=24.52 cfs 1.230 afReach 23R: (new Reach)
n=0.025 L=354.0' S=0.0169 '/' Capacity=152.91 cfs Outflow=23.09 cfs 1.227 af
Avg. Depth=0.40' Max Vel=6.08 fps Inflow=10.60 cfs 0.447 afReach 32R: (new Reach)
n=0.025 L=638.0' S=0.0517 '/' Capacity=267.13 cfs Outflow=9.68 cfs 0.445 af
Avg. Depth=0.88' Max Vel=4.33 fps Inflow=21.27 cfs 1.729 afReach 33R: (new Reach)
n=0.025 L=272.0' S=0.0110 '/' Capacity=123.35 cfs Outflow=21.24 cfs 1.725 af
Avg. Depth=0.70' Max Vel=5.73 fps Inflow=22.99 cfs 1.518 afReach 34R: (new Reach)
n=0.025 L=1,216.0' S=0.0247 '/' Capacity=184.49 cfs Outflow=20.41 cfs 1.507 af
Avg. Depth=0.48' Max Vel=5.78 fps Inflow=15.00 cfs 1.279 afReach 36R: DC-3
n=0.025 L=250.0' S=0.0360 '/' Capacity=254.89 cfs Outflow=14.57 cfs 1.277 af
Avg. Depth=0.61' Max Vel=5.18 fps Inflow=15.78 cfs 1.283 afReach 45R: DC-4
n=0.022 L=491.0' S=0.0183 '/' Capacity=180.71 cfs Outflow=15.00 cfs 1.279 af
Avg. Depth=0.55' Max Vel=4.54 fps Inflow=11.80 cfs 0.585 afReach 46R: DC-5
n=0.022 L=443.0' S=0.0158 '/' Capacity=167.78 cfs Outflow=11.03 cfs 0.582 af
Avg. Depth=0.44' Max Vel=3.22 fps Inflow=6.45 cfs 0.302 afReach 47R: DC-6
n=0.022 L=402.0' S=0.0100 '/' Capacity=133.14 cfs Outflow=5.91 cfs 0.300 af
Avg. Depth=0.50' Max Vel=4.39 fps Inflow=14.79 cfs 0.624 afReach 48R: DC-8
n=0.022 L=480.0' S=0.0146 '/' Capacity=207.85 cfs Outflow=13.47 cfs 0.621 af
Avg. Depth=0.15' Max Vel=1.69 fps Inflow=1.05 cfs 0.044 afReach 49R: DC-7
n=0.022 L=530.0' S=0.0094 '/' Capacity=129.64 cfs Outflow=0.84 cfs 0.044 af
Avg. Depth=0.48' Max Vel=5.58 fps Inflow=17.56 cfs 0.741 afReach DC-1: DC-1
n=0.025 L=341.0' S=0.0323 '/' Capacity=272.03 cfs Outflow=16.63 cfs 0.739 af
Avg. Depth=0.36' Max Vel=4.75 fps Inflow=10.89 cfs 0.459 afReach DC-2: DC-2
n=0.022 L=567.0' S=0.0247 '/' Capacity=270.45 cfs Outflow=9.88 cfs 0.457 af
Peak Elev=798.96' Storage=2,136 cf Inflow=1.16 cfs 0.049 afPond 20P: ST-1
Outflow=0.00 cfs 0.000 af
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 5Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Peak Elev=743.13' Inflow=21.24 cfs 1.725 afPond 35P: (new Pond)
36.0" x 145.0' Culvert Outflow=21.24 cfs 1.725 af
Peak Elev=742.55' Inflow=9.68 cfs 0.445 afPond 38P: (new Pond)
36.0" x 145.0' Culvert Outflow=9.68 cfs 0.445 af
Peak Elev=754.36' Storage=8,435 cf Inflow=26.24 cfs 1.196 afPond 43P: (new Pond)
Outflow=38.57 cfs 1.028 af
Peak Elev=754.37' Storage=6,368 cf Inflow=14.57 cfs 1.277 afPond 44P: (new Pond)
Outflow=20.01 cfs 1.143 af
Peak Elev=765.05' Inflow=26.24 cfs 1.196 afPond DI-1: DI-1
Outflow=26.24 cfs 1.196 af
Peak Elev=781.39' Inflow=14.57 cfs 1.277 afPond DI-2: DI-2
Outflow=14.57 cfs 1.277 af
Peak Elev=787.45' Storage=15,668 cf Inflow=23.09 cfs 1.227 afPond SB-1: SB-1
Primary=13.79 cfs 1.184 af Secondary=0.00 cfs 0.000 af Outflow=13.79 cfs 1.184 af
Peak Elev=738.35' Storage=102,853 cf Inflow=33.99 cfs 2.363 afPond SB-3: SB-3
Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af
Peak Elev=755.02' Storage=74,901 cf Inflow=47.83 cfs 2.395 afPond SB-8: SB-8
Primary=1.10 cfs 0.677 af Secondary=0.00 cfs 0.000 af Outflow=1.10 cfs 0.677 af
Total Runoff Area = 62.007 ac Runoff Volume = 6.378 af Average Runoff Depth = 1.23"
91.97% Pervious Area = 57.026 ac 8.03% Impervious Area = 4.981 ac
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 6Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 14S: (new Subcat)
Runoff = 4.56 cfs @ 11.96 hrs, Volume= 0.193 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
92,700 74 >75% Grass cover, Good, HSG C
92,700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=92,700 sf
Runoff Volume=0.193 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
4.56 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 7Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 15S: (new Subcat)
Runoff = 24.52 cfs @ 11.95 hrs, Volume= 1.230 af, Depth> 2.96"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
216,987 98 Paved parking & roofs
216,987 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=216,987 sf
Runoff Volume=1.230 af
Runoff Depth>2.96"
Tc=5.0 min
CN=98
24.52 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 8Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 16S: (new Subcat)
Runoff = 1.16 cfs @ 11.96 hrs, Volume= 0.049 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
23,625 74 >75% Grass cover, Good, HSG C
23,625 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=23,625 sf
Runoff Volume=0.049 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
1.16 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 9Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-1: DP-1
Runoff = 2.93 cfs @ 11.96 hrs, Volume= 0.124 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
59,500 74 >75% Grass cover, Good, HSG C
59,500 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-1: DP-1
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=59,500 sf
Runoff Volume=0.124 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
2.93 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 10Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-10: DP-10
Runoff = 5.00 cfs @ 11.96 hrs, Volume= 0.211 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
101,643 74 >75% Grass cover, Good, HSG C
101,643 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-10: DP-10
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=101,643 sf
Runoff Volume=0.211 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
5.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 11Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-11:
Runoff = 6.05 cfs @ 11.90 hrs, Volume= 0.222 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
106,500 74 >75% Grass cover, Good, HSG C
106,500 Pervious Area
Subcatchment A-11:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=106,500 sf
Runoff Volume=0.222 af
Runoff Depth>1.09"
Tc=0.0 min
CN=74
6.05 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 12Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-12:
Runoff = 1.05 cfs @ 11.96 hrs, Volume= 0.044 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
21,245 74 >75% Grass cover, Good, HSG C
21,245 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-12:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=21,245 sf
Runoff Volume=0.044 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
1.05 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 13Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-13:
Runoff = 5.32 cfs @ 11.96 hrs, Volume= 0.224 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
108,000 74 >75% Grass cover, Good, HSG C
108,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-13:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=108,000 sf
Runoff Volume=0.224 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
5.32 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 14Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-14:
Runoff = 3.10 cfs @ 12.67 hrs, Volume= 0.463 af, Depth> 1.06"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
228,750 74 >75% Grass cover, Good, HSG C
228,750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
60.7 300 0.0044 0.08 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment A-14:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=228,750 sf
Runoff Volume=0.463 af
Runoff Depth>1.06"
Flow Length=300'
Slope=0.0044 '/'
Tc=60.7 min
CN=74
3.10 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 15Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-2: DP-2
Runoff = 15.48 cfs @ 11.90 hrs, Volume= 0.567 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
272,350 74 >75% Grass cover, Good, HSG C
272,350 Pervious Area
Subcatchment A-2: DP-2
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=272,350 sf
Runoff Volume=0.567 af
Runoff Depth>1.09"
Tc=0.0 min
CN=74
15.48 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 16Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-3: DP-3
Runoff = 10.60 cfs @ 11.96 hrs, Volume= 0.447 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
215,378 74 >75% Grass cover, Good, HSG C
215,378 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-3: DP-3
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=215,378 sf
Runoff Volume=0.447 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
10.60 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 17Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-4: DP-4
Runoff = 17.56 cfs @ 11.96 hrs, Volume= 0.741 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
356,850 74 >75% Grass cover, Good, HSG C
356,850 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-4: DP-4
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=356,850 sf
Runoff Volume=0.741 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
17.56 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 18Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-5: DP-5
Runoff = 10.89 cfs @ 11.96 hrs, Volume= 0.459 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
221,200 74 >75% Grass cover, Good, HSG C
221,200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-5: DP-5
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=221,200 sf
Runoff Volume=0.459 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
10.89 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 19Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-6: DP-6
Runoff = 5.65 cfs @ 11.96 hrs, Volume= 0.238 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
114,700 74 >75% Grass cover, Good, HSG C
114,700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-6: DP-6
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=114,700 sf
Runoff Volume=0.238 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
5.65 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 20Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-7: DP-7
Runoff = 6.74 cfs @ 11.96 hrs, Volume= 0.285 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
137,000 74 >75% Grass cover, Good, HSG C
137,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-7: DP-7
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
7
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=137,000 sf
Runoff Volume=0.285 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
6.74 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 21Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-8: DP-8
Runoff = 6.11 cfs @ 11.96 hrs, Volume= 0.258 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
124,200 74 >75% Grass cover, Good, HSG C
124,200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-8: DP-8
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=124,200 sf
Runoff Volume=0.258 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
6.11 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 22Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-9: A-9
Runoff = 14.79 cfs @ 11.96 hrs, Volume= 0.624 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"
Area (sf) CN Description
300,405 74 >75% Grass cover, Good, HSG C
300,405 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-9: A-9
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 2 yr - 24 hr
Rainfall=3.44"
Runoff Area=300,405 sf
Runoff Volume=0.624 af
Runoff Depth>1.09"
Tc=5.0 min
CN=74
14.79 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 23Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 21R: (new Reach)
Inflow Area = 10.596 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 18.89 cfs @ 12.02 hrs, Volume= 0.953 af
Outflow = 18.20 cfs @ 12.05 hrs, Volume= 0.951 af, Atten= 4%, Lag= 2.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.90 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 2.42 fps, Avg. Travel Time= 3.2 min
Peak Storage= 1,271 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.57'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 248.28 cfs
3.00' x 2.00' deep channel, n= 0.025 Earth, clean & winding
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 470.0' Slope= 0.0447 '/'
Inlet Invert= 801.00', Outlet Invert= 780.00'
‡
Reach 21R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=10.596 ac
Avg. Depth=0.57'
Max Vel=6.90 fps
n=0.025
L=470.0'
S=0.0447 '/'
Capacity=248.28 cfs
18.89 cfs
18.20 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 24Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 22R: (new Reach)
Inflow Area = 9.230 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 17.82 cfs @ 12.00 hrs, Volume= 0.832 af
Outflow = 16.85 cfs @ 12.03 hrs, Volume= 0.830 af, Atten= 5%, Lag= 2.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.27 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 1.84 fps, Avg. Travel Time= 3.3 min
Peak Storage= 1,192 cf @ 12.01 hrs, Average Depth at Peak Storage= 0.66'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 175.09 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 360.0' Slope= 0.0222 '/'
Inlet Invert= 810.00', Outlet Invert= 802.00'
‡
Reach 22R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=9.230 ac
Avg. Depth=0.66'
Max Vel=5.27 fps
n=0.025
L=360.0'
S=0.0222 '/'
Capacity=175.09 cfs
17.82 cfs
16.85 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 25Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 23R: (new Reach)
Inflow Area = 4.981 ac, Inflow Depth > 2.96" for 2 yr - 24 hr event
Inflow = 24.52 cfs @ 11.95 hrs, Volume= 1.230 af
Outflow = 23.09 cfs @ 11.98 hrs, Volume= 1.227 af, Atten= 6%, Lag= 1.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.19 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 1.63 fps, Avg. Travel Time= 3.6 min
Peak Storage= 1,613 cf @ 11.96 hrs, Average Depth at Peak Storage= 0.83'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 152.91 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 354.0' Slope= 0.0169 '/'
Inlet Invert= 808.00', Outlet Invert= 802.00'
‡
Reach 23R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=4.981 ac
Avg. Depth=0.83'
Max Vel=5.19 fps
n=0.025
L=354.0'
S=0.0169 '/'
Capacity=152.91 cfs
24.52 cfs
23.09 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 26Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 32R: (new Reach)
Inflow Area = 4.944 ac, Inflow Depth > 1.09" for 2 yr - 24 hr event
Inflow = 10.60 cfs @ 11.96 hrs, Volume= 0.447 af
Outflow = 9.68 cfs @ 12.01 hrs, Volume= 0.445 af, Atten= 9%, Lag= 3.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.08 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 1.95 fps, Avg. Travel Time= 5.5 min
Peak Storage= 1,070 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.40'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 267.13 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 638.0' Slope= 0.0517 '/'
Inlet Invert= 780.00', Outlet Invert= 747.00'
‡
Reach 32R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=4.944 ac
Avg. Depth=0.40'
Max Vel=6.08 fps
n=0.025
L=638.0'
S=0.0517 '/'
Capacity=267.13 cfs
10.60 cfs
9.68 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 27Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 33R: (new Reach)
Inflow Area = 19.293 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 21.27 cfs @ 12.04 hrs, Volume= 1.729 af
Outflow = 21.24 cfs @ 12.07 hrs, Volume= 1.725 af, Atten= 0%, Lag= 2.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.33 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 1.86 fps, Avg. Travel Time= 2.4 min
Peak Storage= 1,339 cf @ 12.05 hrs, Average Depth at Peak Storage= 0.88'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 123.35 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 272.0' Slope= 0.0110 '/'
Inlet Invert= 750.00', Outlet Invert= 747.00'
‡
Reach 33R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
23
22
21
2019
18
1716
15
14
1312
11
109
8
7
65
4
3
21
0
Inflow Area=19.293 ac
Avg. Depth=0.88'
Max Vel=4.33 fps
n=0.025
L=272.0'
S=0.0110 '/'
Capacity=123.35 cfs
21.27 cfs21.24 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 28Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 34R: (new Reach)
Inflow Area = 16.848 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 22.99 cfs @ 11.92 hrs, Volume= 1.518 af
Outflow = 20.41 cfs @ 12.06 hrs, Volume= 1.507 af, Atten= 11%, Lag= 8.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.73 fps, Min. Travel Time= 3.5 min
Avg. Velocity = 2.33 fps, Avg. Travel Time= 8.7 min
Peak Storage= 4,421 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.70'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 184.49 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 1,216.0' Slope= 0.0247 '/'
Inlet Invert= 780.00', Outlet Invert= 750.00'
‡
Reach 34R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=16.848 ac
Avg. Depth=0.70'
Max Vel=5.73 fps
n=0.025
L=1,216.0'
S=0.0247 '/'
Capacity=184.49 cfs
22.99 cfs
20.41 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 29Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 36R: DC-3
Inflow Area = 14.369 ac, Inflow Depth > 1.07" for 2 yr - 24 hr event
Inflow = 15.00 cfs @ 12.06 hrs, Volume= 1.279 af
Outflow = 14.57 cfs @ 12.08 hrs, Volume= 1.277 af, Atten= 3%, Lag= 1.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.78 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 2.40 fps, Avg. Travel Time= 1.7 min
Peak Storage= 645 cf @ 12.06 hrs, Average Depth at Peak Storage= 0.48'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 254.89 cfs
4.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 16.00'
Length= 250.0' Slope= 0.0360 '/'
Inlet Invert= 792.00', Outlet Invert= 783.00'
‡
Reach 36R: DC-3
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=14.369 ac
Avg. Depth=0.48'
Max Vel=5.78 fps
n=0.025
L=250.0'
S=0.0360 '/'
Capacity=254.89 cfs
15.00 cfs
14.57 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 30Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 45R: DC-4
Inflow Area = 14.369 ac, Inflow Depth > 1.07" for 2 yr - 24 hr event
Inflow = 15.78 cfs @ 12.01 hrs, Volume= 1.283 af
Outflow = 15.00 cfs @ 12.06 hrs, Volume= 1.279 af, Atten= 5%, Lag= 3.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.18 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 2.24 fps, Avg. Travel Time= 3.6 min
Peak Storage= 1,446 cf @ 12.03 hrs, Average Depth at Peak Storage= 0.61'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 180.71 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 491.0' Slope= 0.0183 '/'
Inlet Invert= 799.00', Outlet Invert= 790.00'
‡
Reach 45R: DC-4
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=14.369 ac
Avg. Depth=0.61'
Max Vel=5.18 fps
n=0.022
L=491.0'
S=0.0183 '/'
Capacity=180.71 cfs
15.78 cfs
15.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 31Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 46R: DC-5
Inflow Area = 6.484 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 11.80 cfs @ 11.99 hrs, Volume= 0.585 af
Outflow = 11.03 cfs @ 12.04 hrs, Volume= 0.582 af, Atten= 7%, Lag= 2.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.54 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 1.59 fps, Avg. Travel Time= 4.7 min
Peak Storage= 1,120 cf @ 12.01 hrs, Average Depth at Peak Storage= 0.55'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 167.78 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 443.0' Slope= 0.0158 '/'
Inlet Invert= 806.00', Outlet Invert= 799.00'
‡
Reach 46R: DC-5
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=6.484 ac
Avg. Depth=0.55'
Max Vel=4.54 fps
n=0.022
L=443.0'
S=0.0158 '/'
Capacity=167.78 cfs
11.80 cfs
11.03 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 32Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 47R: DC-6
Inflow Area = 3.339 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 6.45 cfs @ 11.97 hrs, Volume= 0.302 af
Outflow = 5.91 cfs @ 12.03 hrs, Volume= 0.300 af, Atten= 8%, Lag= 3.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.22 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 1.09 fps, Avg. Travel Time= 6.2 min
Peak Storage= 771 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.44'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 133.14 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 402.0' Slope= 0.0100 '/'
Inlet Invert= 808.00', Outlet Invert= 804.00'
‡
Reach 47R: DC-6
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
7
6
5
4
3
2
1
0
Inflow Area=3.339 ac
Avg. Depth=0.44'
Max Vel=3.22 fps
n=0.022
L=402.0'
S=0.0100 '/'
Capacity=133.14 cfs
6.45 cfs
5.91 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 33Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 48R: DC-8
Inflow Area = 6.896 ac, Inflow Depth > 1.09" for 2 yr - 24 hr event
Inflow = 14.79 cfs @ 11.96 hrs, Volume= 0.624 af
Outflow = 13.47 cfs @ 12.02 hrs, Volume= 0.621 af, Atten= 9%, Lag= 3.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.39 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 1.36 fps, Avg. Travel Time= 5.9 min
Peak Storage= 1,554 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.50'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 207.85 cfs
5.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 480.0' Slope= 0.0146 '/'
Inlet Invert= 813.00', Outlet Invert= 806.00'
‡
Reach 48R: DC-8
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=6.896 ac
Avg. Depth=0.50'
Max Vel=4.39 fps
n=0.022
L=480.0'
S=0.0146 '/'
Capacity=207.85 cfs
14.79 cfs
13.47 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 34Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 49R: DC-7
Inflow Area = 0.488 ac, Inflow Depth > 1.09" for 2 yr - 24 hr event
Inflow = 1.05 cfs @ 11.96 hrs, Volume= 0.044 af
Outflow = 0.84 cfs @ 12.10 hrs, Volume= 0.044 af, Atten= 19%, Lag= 8.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.69 fps, Min. Travel Time= 5.2 min
Avg. Velocity = 0.57 fps, Avg. Travel Time= 15.5 min
Peak Storage= 272 cf @ 12.01 hrs, Average Depth at Peak Storage= 0.15'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 129.64 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 530.0' Slope= 0.0094 '/'
Inlet Invert= 813.00', Outlet Invert= 808.00'
‡
Reach 49R: DC-7
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
1
0
Inflow Area=0.488 ac
Avg. Depth=0.15'
Max Vel=1.69 fps
n=0.022
L=530.0'
S=0.0094 '/'
Capacity=129.64 cfs
1.05 cfs
0.84 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 35Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach DC-1: DC-1
Inflow Area = 8.192 ac, Inflow Depth > 1.09" for 2 yr - 24 hr event
Inflow = 17.56 cfs @ 11.96 hrs, Volume= 0.741 af
Outflow = 16.63 cfs @ 11.99 hrs, Volume= 0.739 af, Atten= 5%, Lag= 1.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.58 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 1.71 fps, Avg. Travel Time= 3.3 min
Peak Storage= 1,050 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.48'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 272.03 cfs
5.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 341.0' Slope= 0.0323 '/'
Inlet Invert= 780.00', Outlet Invert= 769.00'
‡
Reach DC-1: DC-1
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=8.192 ac
Avg. Depth=0.48'
Max Vel=5.58 fps
n=0.025
L=341.0'
S=0.0323 '/'
Capacity=272.03 cfs
17.56 cfs
16.63 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 36Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach DC-2: DC-2
Inflow Area = 5.078 ac, Inflow Depth > 1.09" for 2 yr - 24 hr event
Inflow = 10.89 cfs @ 11.96 hrs, Volume= 0.459 af
Outflow = 9.88 cfs @ 12.02 hrs, Volume= 0.457 af, Atten= 9%, Lag= 3.4 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.75 fps, Min. Travel Time= 2.0 min
Avg. Velocity = 1.44 fps, Avg. Travel Time= 6.6 min
Peak Storage= 1,243 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.36'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 270.45 cfs
5.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 567.0' Slope= 0.0247 '/'
Inlet Invert= 783.00', Outlet Invert= 769.00'
‡
Reach DC-2: DC-2
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=5.078 ac
Avg. Depth=0.36'
Max Vel=4.75 fps
n=0.022
L=567.0'
S=0.0247 '/'
Capacity=270.45 cfs
10.89 cfs
9.88 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 37Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 20P: ST-1
Inflow Area = 0.542 ac, Inflow Depth > 1.09" for 2 yr - 24 hr event
Inflow = 1.16 cfs @ 11.96 hrs, Volume= 0.049 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 798.96' @ 20.00 hrs Surf.Area= 2,630 sf Storage= 2,136 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 798.00' 5,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
798.00 1,807 0 0
800.00 3,518 5,325 5,325
Device Routing Invert Outlet Devices
#1 Primary 799.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=798.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 38Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 20P: ST-1
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
1
0
Inflow Area=0.542 ac
Peak Elev=798.96'
Storage=2,136 cf
1.16 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 39Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 35P: (new Pond)
Inflow Area = 19.293 ac, Inflow Depth > 1.07" for 2 yr - 24 hr event
Inflow = 21.24 cfs @ 12.07 hrs, Volume= 1.725 af
Outflow = 21.24 cfs @ 12.07 hrs, Volume= 1.725 af, Atten= 0%, Lag= 0.0 min
Primary = 21.24 cfs @ 12.07 hrs, Volume= 1.725 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 743.13' @ 12.07 hrs
Device Routing Invert Outlet Devices
#1 Primary 741.50'36.0" x 145.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 739.50' S= 0.0138 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=21.10 cfs @ 12.07 hrs HW=743.12' (Free Discharge)
1=Culvert (Inlet Controls 21.10 cfs @ 5.42 fps)
Pond 35P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
23
2221
20
191817
16
15
1413
1211
1098
7
65
4
3
21
0
Inflow Area=19.293 ac
Peak Elev=743.13'
36.0" x 145.0' Culvert
21.24 cfs21.24 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 40Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 38P: (new Pond)
Inflow Area = 4.944 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 9.68 cfs @ 12.01 hrs, Volume= 0.445 af
Outflow = 9.68 cfs @ 12.01 hrs, Volume= 0.445 af, Atten= 0%, Lag= 0.0 min
Primary = 9.68 cfs @ 12.01 hrs, Volume= 0.445 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 742.55' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 741.50'36.0" x 145.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 739.50' S= 0.0138 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=9.40 cfs @ 12.01 hrs HW=742.54' (Free Discharge)
1=Culvert (Inlet Controls 9.40 cfs @ 4.33 fps)
Pond 38P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=4.944 ac
Peak Elev=742.55'
36.0" x 145.0' Culvert
9.68 cfs9.68 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 41Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 43P: (new Pond)
Inflow Area = 13.270 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 26.24 cfs @ 12.00 hrs, Volume= 1.196 af
Outflow = 38.57 cfs @ 12.00 hrs, Volume= 1.028 af, Atten= 0%, Lag= 0.0 min
Primary = 38.57 cfs @ 12.00 hrs, Volume= 1.028 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 754.36' @ 12.00 hrs Surf.Area= 5,020 sf Storage= 8,435 cf
Flood Elev= 754.00' Surf.Area= 5,020 sf Storage= 8,435 cf
Plug-Flow detention time= 62.2 min calculated for 1.028 af (86% of inflow)
Center-of-Mass det. time= 17.8 min ( 825.6 - 807.8 )
Volume Invert Avail.Storage Storage Description
#1 752.00' 8,435 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 3,415 0 0
754.00 5,020 8,435 8,435
Device Routing Invert Outlet Devices
#1 Primary 754.00'70.0' long x 8.0' 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=38.39 cfs @ 12.00 hrs HW=754.36' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 38.39 cfs @ 1.52 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 42Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 43P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=13.270 ac
Peak Elev=754.36'
Storage=8,435 cf26.24 cfs
38.57 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 43Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 44P: (new Pond)
Inflow Area = 14.369 ac, Inflow Depth > 1.07" for 2 yr - 24 hr event
Inflow = 14.57 cfs @ 12.08 hrs, Volume= 1.277 af
Outflow = 20.01 cfs @ 12.10 hrs, Volume= 1.143 af, Atten= 0%, Lag= 1.3 min
Primary = 20.01 cfs @ 12.10 hrs, Volume= 1.143 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 754.37' @ 12.10 hrs Surf.Area= 4,078 sf Storage= 6,368 cf
Plug-Flow detention time= 47.8 min calculated for 1.139 af (89% of inflow)
Center-of-Mass det. time= 14.7 min ( 841.9 - 827.2 )
Volume Invert Avail.Storage Storage Description
#1 752.00' 6,368 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 2,290 0 0
754.00 4,078 6,368 6,368
Device Routing Invert Outlet Devices
#1 Primary 754.00'35.0' long x 8.0' 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=19.41 cfs @ 12.10 hrs HW=754.36' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 19.41 cfs @ 1.52 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 44Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 44P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=14.369 ac
Peak Elev=754.37'
Storage=6,368 cf14.57 cfs
20.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 45Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond DI-1: DI-1
Inflow Area = 13.270 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 26.24 cfs @ 12.00 hrs, Volume= 1.196 af
Outflow = 26.24 cfs @ 12.00 hrs, Volume= 1.196 af, Atten= 0%, Lag= 0.0 min
Primary = 26.24 cfs @ 12.00 hrs, Volume= 1.196 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 765.05' @ 12.00 hrs
Device Routing Invert Outlet Devices
#1 Primary 763.00'30.0" x 130.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 752.00' S= 0.0846 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Primary 768.00'4.0' long Sharp-Crested Rectangular Weir X 4.00 2 End Contraction(s)
Primary OutFlow Max=26.10 cfs @ 12.00 hrs HW=765.04' (Free Discharge)
1=Culvert (Inlet Controls 26.10 cfs @ 6.08 fps)
2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond DI-1: DI-1
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Flo
w

(
c
f
s
)
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=13.270 ac
Peak Elev=765.05'
26.24 cfs26.24 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 46Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond DI-2: DI-2
Inflow Area = 14.369 ac, Inflow Depth > 1.07" for 2 yr - 24 hr event
Inflow = 14.57 cfs @ 12.08 hrs, Volume= 1.277 af
Outflow = 14.57 cfs @ 12.08 hrs, Volume= 1.277 af, Atten= 0%, Lag= 0.0 min
Primary = 14.57 cfs @ 12.08 hrs, Volume= 1.277 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 781.39' @ 12.08 hrs
Device Routing Invert Outlet Devices
#1 Primary 776.00'30.0" x 180.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 752.00' S= 0.1333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 780.00'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=14.29 cfs @ 12.08 hrs HW=781.37' (Free Discharge)
1=Culvert (Passes 14.29 cfs of 47.97 cfs potential flow)
2=Sharp-Crested Rectangular Weir (Weir Controls 14.29 cfs @ 3.83 fps)
Pond DI-2: DI-2
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Flo
w

(
c
f
s
)
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=14.369 ac
Peak Elev=781.39'
14.57 cfs14.57 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 47Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-1: SB-1
Inflow Area = 4.981 ac, Inflow Depth > 2.96" for 2 yr - 24 hr event
Inflow = 23.09 cfs @ 11.98 hrs, Volume= 1.227 af
Outflow = 13.79 cfs @ 12.07 hrs, Volume= 1.184 af, Atten= 40%, Lag= 5.5 min
Primary = 13.79 cfs @ 12.07 hrs, Volume= 1.184 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 787.45' @ 12.07 hrs Surf.Area= 11,516 sf Storage= 15,668 cf
Flood Elev= 790.00' Surf.Area= 14,004 sf Storage= 48,238 cf
Plug-Flow detention time= 48.9 min calculated for 1.180 af (96% of inflow)
Center-of-Mass det. time= 34.4 min ( 769.3 - 734.9 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 121,197 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 10,162 0 0
788.00 12,036 22,198 22,198
790.00 14,004 26,040 48,238
792.00 18,085 32,089 80,327
794.00 22,785 40,870 121,197
Device Routing Invert Outlet Devices
#1 Secondary 790.30'0.7" Vert. Orifice/Grate X 5.00 C= 0.600
#2 Primary 786.00'36.0" x 200.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 766.00' S= 0.1000 '/' Cc= 0.900
n= 0.025 Corrugated metal
Primary OutFlow Max=13.55 cfs @ 12.07 hrs HW=787.43' (Free Discharge)
2=Culvert (Inlet Controls 13.55 cfs @ 4.07 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=786.00' (Free Discharge)
1=Orifice/Grate ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 48Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-1: SB-1
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=4.981 ac
Peak Elev=787.45'
Storage=15,668 cf
23.09 cfs
13.79 cfs13.79 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 49Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-3: SB-3
Inflow Area = 26.365 ac, Inflow Depth > 1.08" for 2 yr - 24 hr event
Inflow = 33.99 cfs @ 12.01 hrs, Volume= 2.363 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 738.35' @ 20.00 hrs Surf.Area= 46,744 sf Storage= 102,853 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 736.00' 289,892 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
736.00 40,849 0 0
738.00 45,890 86,739 86,739
740.00 50,800 96,690 183,429
742.00 55,663 106,463 289,892
Device Routing Invert Outlet Devices
#1 Primary 734.00'42.0" x 90.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 720.00' S= 0.1556 '/' Cc= 0.900
n= 0.025 Corrugated metal
#2 Device 1 739.20'0.7" Vert. Orifice/Grate X 5.00 C= 0.600
#3 Device 1 739.30'72.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 742.00'25.0' long x 18.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=736.00' (Free Discharge)
1=Culvert (Passes 0.00 cfs of 27.36 cfs potential flow)
2=Orifice/Grate ( Controls 0.00 cfs)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=736.00' (Free Discharge)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 50Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-3: SB-3
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=26.365 ac
Peak Elev=738.35'
Storage=102,853 cf
33.99 cfs
0.00 cfs0.00 cfs0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 51Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-8: SB-8
Inflow Area = 30.118 ac, Inflow Depth > 0.95" for 2 yr - 24 hr event
Inflow = 47.83 cfs @ 12.09 hrs, Volume= 2.395 af
Outflow = 1.10 cfs @ 19.23 hrs, Volume= 0.677 af, Atten= 98%, Lag= 428.2 min
Primary = 1.10 cfs @ 19.23 hrs, Volume= 0.677 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 755.02' @ 19.23 hrs Surf.Area= 24,947 sf Storage= 74,901 cf
Flood Elev= 756.50' Surf.Area= 34,485 sf Storage= 120,028 cf
Plug-Flow detention time= 240.6 min calculated for 0.677 af (28% of inflow)
Center-of-Mass det. time= 131.9 min ( 963.3 - 831.4 )
Volume Invert Avail.Storage Storage Description
#1 750.00' 175,613 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
750.00 10,100 0 0
752.00 13,350 23,450 23,450
754.00 16,822 30,172 53,622
756.00 32,770 49,592 103,214
758.00 39,629 72,399 175,613
Device Routing Invert Outlet Devices
#1 Primary 750.00'24.0" x 90.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 740.00' S= 0.1111 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 750.50'Special & User-Defined
Head (feet) 0.00 0.10 1.00 10.00
Disch. (cfs) 0.000 1.000 1.000 1.000
#3 Device 1 755.00'30.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 756.00'20.0' long x 50.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.07 cfs @ 19.23 hrs HW=755.02' (Free Discharge)
1=Culvert (Passes 1.07 cfs of 23.94 cfs potential flow)
2=Special & User-Defined (Custom Controls 1.00 cfs)
3=Orifice/Grate (Weir Controls 0.07 cfs @ 0.45 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=750.00' (Free Discharge)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 2 yr - 24 hr Rainfall=3.44"HydroCAD - WIHP-16-1
Page 52Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-8: SB-8
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=30.118 ac
Peak Elev=755.02'
Storage=74,901 cf
47.83 cfs
1.10 cfs1.10 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 53Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=92,700 sf Runoff Depth>2.81"Subcatchment 14S: (new Subcat)
Tc=5.0 min CN=74 Runoff=11.62 cfs 0.498 af
Runoff Area=216,987 sf Runoff Depth>5.12"Subcatchment 15S: (new Subcat)
Tc=5.0 min CN=98 Runoff=41.84 cfs 2.124 af
Runoff Area=23,625 sf Runoff Depth>2.81"Subcatchment 16S: (new Subcat)
Tc=5.0 min CN=74 Runoff=2.96 cfs 0.127 af
Runoff Area=59,500 sf Runoff Depth>2.81"Subcatchment A-1: DP-1
Tc=5.0 min CN=74 Runoff=7.46 cfs 0.320 af
Runoff Area=101,643 sf Runoff Depth>2.81"Subcatchment A-10: DP-10
Tc=5.0 min CN=74 Runoff=12.74 cfs 0.546 af
Runoff Area=106,500 sf Runoff Depth>2.81"Subcatchment A-11:
Tc=0.0 min CN=74 Runoff=15.17 cfs 0.573 af
Runoff Area=21,245 sf Runoff Depth>2.81"Subcatchment A-12:
Tc=5.0 min CN=74 Runoff=2.66 cfs 0.114 af
Runoff Area=108,000 sf Runoff Depth>2.81"Subcatchment A-13:
Tc=5.0 min CN=74 Runoff=13.54 cfs 0.580 af
Runoff Area=228,750 sf Runoff Depth>2.75"Subcatchment A-14:
Flow Length=300' Slope=0.0044 '/' Tc=60.7 min CN=74 Runoff=8.39 cfs 1.202 af
Runoff Area=272,350 sf Runoff Depth>2.81"Subcatchment A-2: DP-2
Tc=0.0 min CN=74 Runoff=38.79 cfs 1.465 af
Runoff Area=215,378 sf Runoff Depth>2.81"Subcatchment A-3: DP-3
Tc=5.0 min CN=74 Runoff=27.00 cfs 1.157 af
Runoff Area=356,850 sf Runoff Depth>2.81"Subcatchment A-4: DP-4
Tc=5.0 min CN=74 Runoff=44.73 cfs 1.916 af
Runoff Area=221,200 sf Runoff Depth>2.81"Subcatchment A-5: DP-5
Tc=5.0 min CN=74 Runoff=27.72 cfs 1.188 af
Runoff Area=114,700 sf Runoff Depth>2.81"Subcatchment A-6: DP-6
Tc=5.0 min CN=74 Runoff=14.38 cfs 0.616 af
Runoff Area=137,000 sf Runoff Depth>2.81"Subcatchment A-7: DP-7
Tc=5.0 min CN=74 Runoff=17.17 cfs 0.736 af
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 54Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Runoff Area=124,200 sf Runoff Depth>2.81"Subcatchment A-8: DP-8
Tc=5.0 min CN=74 Runoff=15.57 cfs 0.667 af
Runoff Area=300,405 sf Runoff Depth>2.81"Subcatchment A-9: A-9
Tc=5.0 min CN=74 Runoff=37.65 cfs 1.613 af
Avg. Depth=0.95' Max Vel=9.09 fps Inflow=51.14 cfs 2.471 afReach 21R: (new Reach)
n=0.025 L=470.0' S=0.0447 '/' Capacity=248.28 cfs Outflow=49.00 cfs 2.467 af
Avg. Depth=1.08' Max Vel=6.88 fps Inflow=46.75 cfs 2.154 afReach 22R: (new Reach)
n=0.025 L=360.0' S=0.0222 '/' Capacity=175.09 cfs Outflow=44.77 cfs 2.151 af
Avg. Depth=1.08' Max Vel=6.01 fps Inflow=41.84 cfs 2.124 afReach 23R: (new Reach)
n=0.025 L=354.0' S=0.0169 '/' Capacity=152.91 cfs Outflow=39.60 cfs 2.120 af
Avg. Depth=0.66' Max Vel=7.94 fps Inflow=27.00 cfs 1.157 afReach 32R: (new Reach)
n=0.025 L=638.0' S=0.0517 '/' Capacity=267.13 cfs Outflow=25.17 cfs 1.154 af
Avg. Depth=1.50' Max Vel=5.82 fps Inflow=65.57 cfs 4.487 afReach 33R: (new Reach)
n=0.025 L=272.0' S=0.0110 '/' Capacity=123.35 cfs Outflow=65.16 cfs 4.482 af
Avg. Depth=1.22' Max Vel=7.74 fps Inflow=66.23 cfs 3.932 afReach 34R: (new Reach)
n=0.025 L=1,216.0' S=0.0247 '/' Capacity=184.49 cfs Outflow=62.30 cfs 3.914 af
Avg. Depth=0.82' Max Vel=7.81 fps Inflow=41.77 cfs 3.322 afReach 36R: DC-3
n=0.025 L=250.0' S=0.0360 '/' Capacity=254.89 cfs Outflow=41.18 cfs 3.318 af
Avg. Depth=1.03' Max Vel=6.92 fps Inflow=43.92 cfs 3.328 afReach 45R: DC-4
n=0.022 L=491.0' S=0.0183 '/' Capacity=180.71 cfs Outflow=41.77 cfs 3.322 af
Avg. Depth=0.91' Max Vel=6.00 fps Inflow=31.60 cfs 1.513 afReach 46R: DC-5
n=0.022 L=443.0' S=0.0158 '/' Capacity=167.78 cfs Outflow=29.94 cfs 1.510 af
Avg. Depth=0.74' Max Vel=4.25 fps Inflow=17.02 cfs 0.780 afReach 47R: DC-6
n=0.022 L=402.0' S=0.0100 '/' Capacity=133.14 cfs Outflow=15.82 cfs 0.778 af
Avg. Depth=0.83' Max Vel=5.80 fps Inflow=37.65 cfs 1.613 afReach 48R: DC-8
n=0.022 L=480.0' S=0.0146 '/' Capacity=207.85 cfs Outflow=35.06 cfs 1.609 af
Avg. Depth=0.27' Max Vel=2.36 fps Inflow=2.66 cfs 0.114 afReach 49R: DC-7
n=0.022 L=530.0' S=0.0094 '/' Capacity=129.64 cfs Outflow=2.31 cfs 0.113 af
Avg. Depth=0.79' Max Vel=7.42 fps Inflow=44.73 cfs 1.916 afReach DC-1: DC-1
n=0.025 L=341.0' S=0.0323 '/' Capacity=272.03 cfs Outflow=42.75 cfs 1.913 af
Avg. Depth=0.61' Max Vel=6.37 fps Inflow=27.72 cfs 1.188 afReach DC-2: DC-2
n=0.022 L=567.0' S=0.0247 '/' Capacity=270.45 cfs Outflow=25.73 cfs 1.184 af
Peak Elev=799.52' Storage=3,720 cf Inflow=2.96 cfs 0.127 afPond 20P: ST-1
Outflow=0.16 cfs 0.042 af
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 55Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Peak Elev=745.35' Inflow=65.16 cfs 4.482 afPond 35P: (new Pond)
36.0" x 145.0' Culvert Outflow=65.16 cfs 4.482 af
Peak Elev=743.30' Inflow=25.17 cfs 1.154 afPond 38P: (new Pond)
36.0" x 145.0' Culvert Outflow=25.17 cfs 1.154 af
Peak Elev=754.52' Storage=8,435 cf Inflow=68.15 cfs 3.097 afPond 43P: (new Pond)
Outflow=69.44 cfs 2.907 af
Peak Elev=754.58' Storage=6,368 cf Inflow=41.18 cfs 3.318 afPond 44P: (new Pond)
Outflow=41.18 cfs 3.175 af
Peak Elev=768.38' Inflow=68.15 cfs 3.097 afPond DI-1: DI-1
Outflow=68.15 cfs 3.097 af
Peak Elev=783.02' Inflow=41.18 cfs 3.318 afPond DI-2: DI-2
Outflow=41.18 cfs 3.318 af
Peak Elev=788.08' Storage=23,208 cf Inflow=39.60 cfs 2.120 afPond SB-1: SB-1
Primary=25.75 cfs 2.064 af Secondary=0.00 cfs 0.000 af Outflow=25.75 cfs 2.064 af
Peak Elev=739.60' Storage=163,062 cf Inflow=100.54 cfs 6.133 afPond SB-3: SB-3
Primary=9.93 cfs 2.618 af Secondary=0.00 cfs 0.000 af Outflow=9.93 cfs 2.618 af
Peak Elev=756.18' Storage=109,207 cf Inflow=120.58 cfs 6.662 afPond SB-8: SB-8
Primary=26.68 cfs 4.797 af Secondary=4.20 cfs 0.079 af Outflow=30.88 cfs 4.876 af
Total Runoff Area = 62.007 ac Runoff Volume = 15.441 af Average Runoff Depth = 2.99"
91.97% Pervious Area = 57.026 ac 8.03% Impervious Area = 4.981 ac
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 56Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 14S: (new Subcat)
Runoff = 11.62 cfs @ 11.96 hrs, Volume= 0.498 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
92,700 74 >75% Grass cover, Good, HSG C
92,700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=92,700 sf
Runoff Volume=0.498 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
11.62 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 57Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 15S: (new Subcat)
Runoff = 41.84 cfs @ 11.95 hrs, Volume= 2.124 af, Depth> 5.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
216,987 98 Paved parking & roofs
216,987 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=216,987 sf
Runoff Volume=2.124 af
Runoff Depth>5.12"
Tc=5.0 min
CN=98
41.84 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 58Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 16S: (new Subcat)
Runoff = 2.96 cfs @ 11.96 hrs, Volume= 0.127 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
23,625 74 >75% Grass cover, Good, HSG C
23,625 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=23,625 sf
Runoff Volume=0.127 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
2.96 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 59Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-1: DP-1
Runoff = 7.46 cfs @ 11.96 hrs, Volume= 0.320 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
59,500 74 >75% Grass cover, Good, HSG C
59,500 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-1: DP-1
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=59,500 sf
Runoff Volume=0.320 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
7.46 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 60Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-10: DP-10
Runoff = 12.74 cfs @ 11.96 hrs, Volume= 0.546 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
101,643 74 >75% Grass cover, Good, HSG C
101,643 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-10: DP-10
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=101,643 sf
Runoff Volume=0.546 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
12.74 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 61Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-11:
Runoff = 15.17 cfs @ 11.89 hrs, Volume= 0.573 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
106,500 74 >75% Grass cover, Good, HSG C
106,500 Pervious Area
Subcatchment A-11:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=106,500 sf
Runoff Volume=0.573 af
Runoff Depth>2.81"
Tc=0.0 min
CN=74
15.17 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 62Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-12:
Runoff = 2.66 cfs @ 11.96 hrs, Volume= 0.114 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
21,245 74 >75% Grass cover, Good, HSG C
21,245 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-12:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=21,245 sf
Runoff Volume=0.114 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
2.66 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 63Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-13:
Runoff = 13.54 cfs @ 11.96 hrs, Volume= 0.580 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
108,000 74 >75% Grass cover, Good, HSG C
108,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-13:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=108,000 sf
Runoff Volume=0.580 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
13.54 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 64Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-14:
Runoff = 8.39 cfs @ 12.63 hrs, Volume= 1.202 af, Depth> 2.75"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
228,750 74 >75% Grass cover, Good, HSG C
228,750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
60.7 300 0.0044 0.08 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment A-14:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=228,750 sf
Runoff Volume=1.202 af
Runoff Depth>2.75"
Flow Length=300'
Slope=0.0044 '/'
Tc=60.7 min
CN=74
8.39 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 65Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-2: DP-2
Runoff = 38.79 cfs @ 11.89 hrs, Volume= 1.465 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
272,350 74 >75% Grass cover, Good, HSG C
272,350 Pervious Area
Subcatchment A-2: DP-2
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=272,350 sf
Runoff Volume=1.465 af
Runoff Depth>2.81"
Tc=0.0 min
CN=74
38.79 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 66Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-3: DP-3
Runoff = 27.00 cfs @ 11.96 hrs, Volume= 1.157 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
215,378 74 >75% Grass cover, Good, HSG C
215,378 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-3: DP-3
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=215,378 sf
Runoff Volume=1.157 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
27.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 67Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-4: DP-4
Runoff = 44.73 cfs @ 11.96 hrs, Volume= 1.916 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
356,850 74 >75% Grass cover, Good, HSG C
356,850 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-4: DP-4
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
5048
4644
42
4038
36
3432
30
28
26
2422
2018
16
1412
10
86
4
2
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=356,850 sf
Runoff Volume=1.916 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
44.73 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 68Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-5: DP-5
Runoff = 27.72 cfs @ 11.96 hrs, Volume= 1.188 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
221,200 74 >75% Grass cover, Good, HSG C
221,200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-5: DP-5
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=221,200 sf
Runoff Volume=1.188 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
27.72 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 69Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-6: DP-6
Runoff = 14.38 cfs @ 11.96 hrs, Volume= 0.616 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
114,700 74 >75% Grass cover, Good, HSG C
114,700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-6: DP-6
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=114,700 sf
Runoff Volume=0.616 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
14.38 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 70Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-7: DP-7
Runoff = 17.17 cfs @ 11.96 hrs, Volume= 0.736 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
137,000 74 >75% Grass cover, Good, HSG C
137,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-7: DP-7
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=137,000 sf
Runoff Volume=0.736 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
17.17 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 71Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-8: DP-8
Runoff = 15.57 cfs @ 11.96 hrs, Volume= 0.667 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
124,200 74 >75% Grass cover, Good, HSG C
124,200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-8: DP-8
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=124,200 sf
Runoff Volume=0.667 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
15.57 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 72Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-9: A-9
Runoff = 37.65 cfs @ 11.96 hrs, Volume= 1.613 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"
Area (sf) CN Description
300,405 74 >75% Grass cover, Good, HSG C
300,405 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-9: A-9
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 25 yr - 24 hr
Rainfall=5.83"
Runoff Area=300,405 sf
Runoff Volume=1.613 af
Runoff Depth>2.81"
Tc=5.0 min
CN=74
37.65 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 73Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 21R: (new Reach)
Inflow Area = 10.596 ac, Inflow Depth > 2.80" for 25 yr - 24 hr event
Inflow = 51.14 cfs @ 12.00 hrs, Volume= 2.471 af
Outflow = 49.00 cfs @ 12.02 hrs, Volume= 2.467 af, Atten= 4%, Lag= 1.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 9.09 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 2.95 fps, Avg. Travel Time= 2.7 min
Peak Storage= 2,612 cf @ 12.01 hrs, Average Depth at Peak Storage= 0.95'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 248.28 cfs
3.00' x 2.00' deep channel, n= 0.025 Earth, clean & winding
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 470.0' Slope= 0.0447 '/'
Inlet Invert= 801.00', Outlet Invert= 780.00'
‡
Reach 21R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=10.596 ac
Avg. Depth=0.95'
Max Vel=9.09 fps
n=0.025
L=470.0'
S=0.0447 '/'
Capacity=248.28 cfs
51.14 cfs
49.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 74Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 22R: (new Reach)
Inflow Area = 9.230 ac, Inflow Depth > 2.80" for 25 yr - 24 hr event
Inflow = 46.75 cfs @ 11.99 hrs, Volume= 2.154 af
Outflow = 44.77 cfs @ 12.01 hrs, Volume= 2.151 af, Atten= 4%, Lag= 1.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.88 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 2.23 fps, Avg. Travel Time= 2.7 min
Peak Storage= 2,424 cf @ 12.00 hrs, Average Depth at Peak Storage= 1.08'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 175.09 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 360.0' Slope= 0.0222 '/'
Inlet Invert= 810.00', Outlet Invert= 802.00'
‡
Reach 22R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=9.230 ac
Avg. Depth=1.08'
Max Vel=6.88 fps
n=0.025
L=360.0'
S=0.0222 '/'
Capacity=175.09 cfs
46.75 cfs
44.77 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 75Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 23R: (new Reach)
Inflow Area = 4.981 ac, Inflow Depth > 5.12" for 25 yr - 24 hr event
Inflow = 41.84 cfs @ 11.95 hrs, Volume= 2.124 af
Outflow = 39.60 cfs @ 11.98 hrs, Volume= 2.120 af, Atten= 5%, Lag= 1.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.01 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 1.98 fps, Avg. Travel Time= 3.0 min
Peak Storage= 2,392 cf @ 11.96 hrs, Average Depth at Peak Storage= 1.08'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 152.91 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 354.0' Slope= 0.0169 '/'
Inlet Invert= 808.00', Outlet Invert= 802.00'
‡
Reach 23R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
46
44
42
40
38
36
34
32
30
28
26
2422
2018
16
14
12
108
6
4
2
0
Inflow Area=4.981 ac
Avg. Depth=1.08'
Max Vel=6.01 fps
n=0.025
L=354.0'
S=0.0169 '/'
Capacity=152.91 cfs
41.84 cfs
39.60 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 76Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 32R: (new Reach)
Inflow Area = 4.944 ac, Inflow Depth > 2.81" for 25 yr - 24 hr event
Inflow = 27.00 cfs @ 11.96 hrs, Volume= 1.157 af
Outflow = 25.17 cfs @ 12.00 hrs, Volume= 1.154 af, Atten= 7%, Lag= 2.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.94 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 2.40 fps, Avg. Travel Time= 4.4 min
Peak Storage= 2,090 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.66'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 267.13 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 638.0' Slope= 0.0517 '/'
Inlet Invert= 780.00', Outlet Invert= 747.00'
‡
Reach 32R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=4.944 ac
Avg. Depth=0.66'
Max Vel=7.94 fps
n=0.025
L=638.0'
S=0.0517 '/'
Capacity=267.13 cfs
27.00 cfs
25.17 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 77Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 33R: (new Reach)
Inflow Area = 19.293 ac, Inflow Depth > 2.79" for 25 yr - 24 hr event
Inflow = 65.57 cfs @ 11.98 hrs, Volume= 4.487 af
Outflow = 65.16 cfs @ 12.01 hrs, Volume= 4.482 af, Atten= 1%, Lag= 1.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.82 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.21 fps, Avg. Travel Time= 2.1 min
Peak Storage= 3,064 cf @ 11.99 hrs, Average Depth at Peak Storage= 1.50'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 123.35 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 272.0' Slope= 0.0110 '/'
Inlet Invert= 750.00', Outlet Invert= 747.00'
‡
Reach 33R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=19.293 ac
Avg. Depth=1.50'
Max Vel=5.82 fps
n=0.025
L=272.0'
S=0.0110 '/'
Capacity=123.35 cfs
65.57 cfs65.16 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 78Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 34R: (new Reach)
Inflow Area = 16.848 ac, Inflow Depth > 2.80" for 25 yr - 24 hr event
Inflow = 66.23 cfs @ 11.92 hrs, Volume= 3.932 af
Outflow = 62.30 cfs @ 12.01 hrs, Volume= 3.914 af, Atten= 6%, Lag= 5.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.74 fps, Min. Travel Time= 2.6 min
Avg. Velocity = 2.79 fps, Avg. Travel Time= 7.3 min
Peak Storage= 9,853 cf @ 11.96 hrs, Average Depth at Peak Storage= 1.22'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 184.49 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 1,216.0' Slope= 0.0247 '/'
Inlet Invert= 780.00', Outlet Invert= 750.00'
‡
Reach 34R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=16.848 ac
Avg. Depth=1.22'
Max Vel=7.74 fps
n=0.025
L=1,216.0'
S=0.0247 '/'
Capacity=184.49 cfs
66.23 cfs
62.30 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 79Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 36R: DC-3
Inflow Area = 14.369 ac, Inflow Depth > 2.77" for 25 yr - 24 hr event
Inflow = 41.77 cfs @ 12.03 hrs, Volume= 3.322 af
Outflow = 41.18 cfs @ 12.04 hrs, Volume= 3.318 af, Atten= 1%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.81 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 2.91 fps, Avg. Travel Time= 1.4 min
Peak Storage= 1,333 cf @ 12.03 hrs, Average Depth at Peak Storage= 0.82'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 254.89 cfs
4.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 16.00'
Length= 250.0' Slope= 0.0360 '/'
Inlet Invert= 792.00', Outlet Invert= 783.00'
‡
Reach 36R: DC-3
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
46
44
42
40
38
36
34
32
30
28
26
24
22
2018
16
14
12
108
6
4
2
0
Inflow Area=14.369 ac
Avg. Depth=0.82'
Max Vel=7.81 fps
n=0.025
L=250.0'
S=0.0360 '/'
Capacity=254.89 cfs
41.77 cfs41.18 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 80Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 45R: DC-4
Inflow Area = 14.369 ac, Inflow Depth > 2.78" for 25 yr - 24 hr event
Inflow = 43.92 cfs @ 11.99 hrs, Volume= 3.328 af
Outflow = 41.77 cfs @ 12.03 hrs, Volume= 3.322 af, Atten= 5%, Lag= 2.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.92 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 2.69 fps, Avg. Travel Time= 3.0 min
Peak Storage= 3,075 cf @ 12.01 hrs, Average Depth at Peak Storage= 1.03'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 180.71 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 491.0' Slope= 0.0183 '/'
Inlet Invert= 799.00', Outlet Invert= 790.00'
‡
Reach 45R: DC-4
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
48464442
4038
363432
3028
2624
222018
1614
12
10864
20
Inflow Area=14.369 ac
Avg. Depth=1.03'
Max Vel=6.92 fps
n=0.022
L=491.0'
S=0.0183 '/'
Capacity=180.71 cfs
43.92 cfs
41.77 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 81Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 46R: DC-5
Inflow Area = 6.484 ac, Inflow Depth > 2.80" for 25 yr - 24 hr event
Inflow = 31.60 cfs @ 11.98 hrs, Volume= 1.513 af
Outflow = 29.94 cfs @ 12.01 hrs, Volume= 1.510 af, Atten= 5%, Lag= 2.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.00 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 1.93 fps, Avg. Travel Time= 3.8 min
Peak Storage= 2,303 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.91'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 167.78 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 443.0' Slope= 0.0158 '/'
Inlet Invert= 806.00', Outlet Invert= 799.00'
‡
Reach 46R: DC-5
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=6.484 ac
Avg. Depth=0.91'
Max Vel=6.00 fps
n=0.022
L=443.0'
S=0.0158 '/'
Capacity=167.78 cfs
31.60 cfs
29.94 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 82Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 47R: DC-6
Inflow Area = 3.339 ac, Inflow Depth > 2.80" for 25 yr - 24 hr event
Inflow = 17.02 cfs @ 11.96 hrs, Volume= 0.780 af
Outflow = 15.82 cfs @ 12.01 hrs, Volume= 0.778 af, Atten= 7%, Lag= 2.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.25 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 1.33 fps, Avg. Travel Time= 5.0 min
Peak Storage= 1,559 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.74'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 133.14 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 402.0' Slope= 0.0100 '/'
Inlet Invert= 808.00', Outlet Invert= 804.00'
‡
Reach 47R: DC-6
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=3.339 ac
Avg. Depth=0.74'
Max Vel=4.25 fps
n=0.022
L=402.0'
S=0.0100 '/'
Capacity=133.14 cfs
17.02 cfs
15.82 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 83Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 48R: DC-8
Inflow Area = 6.896 ac, Inflow Depth > 2.81" for 25 yr - 24 hr event
Inflow = 37.65 cfs @ 11.96 hrs, Volume= 1.613 af
Outflow = 35.06 cfs @ 12.00 hrs, Volume= 1.609 af, Atten= 7%, Lag= 2.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.80 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.67 fps, Avg. Travel Time= 4.8 min
Peak Storage= 3,002 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.83'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 207.85 cfs
5.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 480.0' Slope= 0.0146 '/'
Inlet Invert= 813.00', Outlet Invert= 806.00'
‡
Reach 48R: DC-8
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=6.896 ac
Avg. Depth=0.83'
Max Vel=5.80 fps
n=0.022
L=480.0'
S=0.0146 '/'
Capacity=207.85 cfs
37.65 cfs
35.06 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 84Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 49R: DC-7
Inflow Area = 0.488 ac, Inflow Depth > 2.81" for 25 yr - 24 hr event
Inflow = 2.66 cfs @ 11.96 hrs, Volume= 0.114 af
Outflow = 2.31 cfs @ 12.06 hrs, Volume= 0.113 af, Atten= 13%, Lag= 5.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.36 fps, Min. Travel Time= 3.7 min
Avg. Velocity = 0.69 fps, Avg. Travel Time= 12.8 min
Peak Storage= 535 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.27'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 129.64 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 530.0' Slope= 0.0094 '/'
Inlet Invert= 813.00', Outlet Invert= 808.00'
‡
Reach 49R: DC-7
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
2
1
0
Inflow Area=0.488 ac
Avg. Depth=0.27'
Max Vel=2.36 fps
n=0.022
L=530.0'
S=0.0094 '/'
Capacity=129.64 cfs
2.66 cfs
2.31 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 85Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach DC-1: DC-1
Inflow Area = 8.192 ac, Inflow Depth > 2.81" for 25 yr - 24 hr event
Inflow = 44.73 cfs @ 11.96 hrs, Volume= 1.916 af
Outflow = 42.75 cfs @ 11.98 hrs, Volume= 1.913 af, Atten= 4%, Lag= 1.4 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.42 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.12 fps, Avg. Travel Time= 2.7 min
Peak Storage= 1,999 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.79'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 272.03 cfs
5.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 341.0' Slope= 0.0323 '/'
Inlet Invert= 780.00', Outlet Invert= 769.00'
‡
Reach DC-1: DC-1
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
50
4846
44424038363432
3028
2624
2220
18161412
108
64
20
Inflow Area=8.192 ac
Avg. Depth=0.79'
Max Vel=7.42 fps
n=0.025
L=341.0'
S=0.0323 '/'
Capacity=272.03 cfs
44.73 cfs
42.75 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 86Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach DC-2: DC-2
Inflow Area = 5.078 ac, Inflow Depth > 2.81" for 25 yr - 24 hr event
Inflow = 27.72 cfs @ 11.96 hrs, Volume= 1.188 af
Outflow = 25.73 cfs @ 12.00 hrs, Volume= 1.184 af, Atten= 7%, Lag= 2.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.37 fps, Min. Travel Time= 1.5 min
Avg. Velocity = 1.78 fps, Avg. Travel Time= 5.3 min
Peak Storage= 2,373 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.61'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 270.45 cfs
5.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 567.0' Slope= 0.0247 '/'
Inlet Invert= 783.00', Outlet Invert= 769.00'
‡
Reach DC-2: DC-2
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=5.078 ac
Avg. Depth=0.61'
Max Vel=6.37 fps
n=0.022
L=567.0'
S=0.0247 '/'
Capacity=270.45 cfs
27.72 cfs
25.73 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 87Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 20P: ST-1
Inflow Area = 0.542 ac, Inflow Depth > 2.81" for 25 yr - 24 hr event
Inflow = 2.96 cfs @ 11.96 hrs, Volume= 0.127 af
Outflow = 0.16 cfs @ 12.98 hrs, Volume= 0.042 af, Atten= 95%, Lag= 61.3 min
Primary = 0.16 cfs @ 12.98 hrs, Volume= 0.042 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 799.52' @ 12.98 hrs Surf.Area= 3,103 sf Storage= 3,720 cf
Plug-Flow detention time= 233.8 min calculated for 0.042 af (33% of inflow)
Center-of-Mass det. time= 146.2 min ( 930.9 - 784.6 )
Volume Invert Avail.Storage Storage Description
#1 798.00' 5,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
798.00 1,807 0 0
800.00 3,518 5,325 5,325
Device Routing Invert Outlet Devices
#1 Primary 799.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.14 cfs @ 12.98 hrs HW=799.52' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 0.14 cfs @ 0.31 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 88Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 20P: ST-1
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
3
2
1
0
Inflow Area=0.542 ac
Peak Elev=799.52'
Storage=3,720 cf
2.96 cfs
0.16 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 89Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 35P: (new Pond)
Inflow Area = 19.293 ac, Inflow Depth > 2.79" for 25 yr - 24 hr event
Inflow = 65.16 cfs @ 12.01 hrs, Volume= 4.482 af
Outflow = 65.16 cfs @ 12.01 hrs, Volume= 4.482 af, Atten= 0%, Lag= 0.0 min
Primary = 65.16 cfs @ 12.01 hrs, Volume= 4.482 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 745.35' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 741.50'36.0" x 145.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 739.50' S= 0.0138 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=64.70 cfs @ 12.01 hrs HW=745.31' (Free Discharge)
1=Culvert (Inlet Controls 64.70 cfs @ 9.15 fps)
Pond 35P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=19.293 ac
Peak Elev=745.35'
36.0" x 145.0' Culvert
65.16 cfs65.16 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 90Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 38P: (new Pond)
Inflow Area = 4.944 ac, Inflow Depth > 2.80" for 25 yr - 24 hr event
Inflow = 25.17 cfs @ 12.00 hrs, Volume= 1.154 af
Outflow = 25.17 cfs @ 12.00 hrs, Volume= 1.154 af, Atten= 0%, Lag= 0.0 min
Primary = 25.17 cfs @ 12.00 hrs, Volume= 1.154 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 743.30' @ 12.00 hrs
Device Routing Invert Outlet Devices
#1 Primary 741.50'36.0" x 145.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 739.50' S= 0.0138 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=24.86 cfs @ 12.00 hrs HW=743.28' (Free Discharge)
1=Culvert (Inlet Controls 24.86 cfs @ 5.68 fps)
Pond 38P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=4.944 ac
Peak Elev=743.30'
36.0" x 145.0' Culvert
25.17 cfs25.17 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 91Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 43P: (new Pond)
Inflow Area = 13.270 ac, Inflow Depth > 2.80" for 25 yr - 24 hr event
Inflow = 68.15 cfs @ 11.99 hrs, Volume= 3.097 af
Outflow = 69.44 cfs @ 11.99 hrs, Volume= 2.907 af, Atten= 0%, Lag= 0.2 min
Primary = 69.44 cfs @ 11.99 hrs, Volume= 2.907 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 754.52' @ 11.99 hrs Surf.Area= 5,020 sf Storage= 8,435 cf
Flood Elev= 754.00' Surf.Area= 5,020 sf Storage= 8,435 cf
Plug-Flow detention time= 31.6 min calculated for 2.897 af (94% of inflow)
Center-of-Mass det. time= 9.7 min ( 796.8 - 787.1 )
Volume Invert Avail.Storage Storage Description
#1 752.00' 8,435 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 3,415 0 0
754.00 5,020 8,435 8,435
Device Routing Invert Outlet Devices
#1 Primary 754.00'70.0' long x 8.0' 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=67.21 cfs @ 11.99 hrs HW=754.51' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 67.21 cfs @ 1.88 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 92Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 43P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=13.270 ac
Peak Elev=754.52'
Storage=8,435 cf
68.15 cfs69.44 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 93Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 44P: (new Pond)
Inflow Area = 14.369 ac, Inflow Depth > 2.77" for 25 yr - 24 hr event
Inflow = 41.18 cfs @ 12.04 hrs, Volume= 3.318 af
Outflow = 41.18 cfs @ 12.02 hrs, Volume= 3.175 af, Atten= 0%, Lag= 0.0 min
Primary = 41.18 cfs @ 12.02 hrs, Volume= 3.175 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 754.58' @ 12.02 hrs Surf.Area= 4,078 sf Storage= 6,368 cf
Plug-Flow detention time= 22.7 min calculated for 3.165 af (95% of inflow)
Center-of-Mass det. time= 7.5 min ( 813.7 - 806.2 )
Volume Invert Avail.Storage Storage Description
#1 752.00' 6,368 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 2,290 0 0
754.00 4,078 6,368 6,368
Device Routing Invert Outlet Devices
#1 Primary 754.00'35.0' long x 8.0' 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=39.64 cfs @ 12.02 hrs HW=754.56' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 39.64 cfs @ 2.01 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 94Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 44P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
1614
12
10
8
6
4
20
Inflow Area=14.369 ac
Peak Elev=754.58'
Storage=6,368 cf
41.18 cfs41.18 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 95Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond DI-1: DI-1
Inflow Area = 13.270 ac, Inflow Depth > 2.80" for 25 yr - 24 hr event
Inflow = 68.15 cfs @ 11.99 hrs, Volume= 3.097 af
Outflow = 68.15 cfs @ 11.99 hrs, Volume= 3.097 af, Atten= 0%, Lag= 0.0 min
Primary = 68.15 cfs @ 11.99 hrs, Volume= 3.097 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 768.38' @ 11.98 hrs
Device Routing Invert Outlet Devices
#1 Primary 763.00'30.0" x 130.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 752.00' S= 0.0846 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Primary 768.00'4.0' long Sharp-Crested Rectangular Weir X 4.00 2 End Contraction(s)
Primary OutFlow Max=65.99 cfs @ 11.99 hrs HW=768.26' (Free Discharge)
1=Culvert (Inlet Controls 59.16 cfs @ 12.05 fps)
2=Sharp-Crested Rectangular Weir (Weir Controls 6.83 cfs @ 1.67 fps)
Pond DI-1: DI-1
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Flo
w

(
c
f
s
)
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=13.270 ac
Peak Elev=768.38'
68.15 cfs68.15 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 96Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond DI-2: DI-2
Inflow Area = 14.369 ac, Inflow Depth > 2.77" for 25 yr - 24 hr event
Inflow = 41.18 cfs @ 12.04 hrs, Volume= 3.318 af
Outflow = 41.18 cfs @ 12.04 hrs, Volume= 3.318 af, Atten= 0%, Lag= 0.0 min
Primary = 41.18 cfs @ 12.04 hrs, Volume= 3.318 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 783.02' @ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 776.00'30.0" x 180.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 752.00' S= 0.1333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 780.00'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=40.69 cfs @ 12.04 hrs HW=782.99' (Free Discharge)
1=Culvert (Passes 40.69 cfs of 56.65 cfs potential flow)
2=Sharp-Crested Rectangular Weir (Weir Controls 40.69 cfs @ 5.66 fps)
Pond DI-2: DI-2
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Flo
w

(
c
f
s
)
46
44
4240
38
36
34
32
30
28
26
2422
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=14.369 ac
Peak Elev=783.02'
41.18 cfs41.18 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 97Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-1: SB-1
Inflow Area = 4.981 ac, Inflow Depth > 5.11" for 25 yr - 24 hr event
Inflow = 39.60 cfs @ 11.98 hrs, Volume= 2.120 af
Outflow = 25.75 cfs @ 12.06 hrs, Volume= 2.064 af, Atten= 35%, Lag= 4.9 min
Primary = 25.75 cfs @ 12.06 hrs, Volume= 2.064 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 788.08' @ 12.06 hrs Surf.Area= 12,118 sf Storage= 23,208 cf
Flood Elev= 790.00' Surf.Area= 14,004 sf Storage= 48,238 cf
Plug-Flow detention time= 38.8 min calculated for 2.064 af (97% of inflow)
Center-of-Mass det. time= 27.3 min ( 758.5 - 731.2 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 121,197 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 10,162 0 0
788.00 12,036 22,198 22,198
790.00 14,004 26,040 48,238
792.00 18,085 32,089 80,327
794.00 22,785 40,870 121,197
Device Routing Invert Outlet Devices
#1 Secondary 790.30'0.7" Vert. Orifice/Grate X 5.00 C= 0.600
#2 Primary 786.00'36.0" x 200.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 766.00' S= 0.1000 '/' Cc= 0.900
n= 0.025 Corrugated metal
Primary OutFlow Max=25.44 cfs @ 12.06 hrs HW=788.07' (Free Discharge)
2=Culvert (Inlet Controls 25.44 cfs @ 4.90 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=786.00' (Free Discharge)
1=Orifice/Grate ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 98Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-1: SB-1
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
44
4240
3836
34
32
3028
2624
2220
18
16
1412108
6
4
20
Inflow Area=4.981 ac
Peak Elev=788.08'
Storage=23,208 cf
39.60 cfs
25.75 cfs25.75 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 99Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-3: SB-3
Inflow Area = 26.365 ac, Inflow Depth > 2.79" for 25 yr - 24 hr event
Inflow = 100.54 cfs @ 11.99 hrs, Volume= 6.133 af
Outflow = 9.93 cfs @ 12.80 hrs, Volume= 2.618 af, Atten= 90%, Lag= 48.4 min
Primary = 9.93 cfs @ 12.80 hrs, Volume= 2.618 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 739.60' @ 12.80 hrs Surf.Area= 49,806 sf Storage= 163,062 cf
Plug-Flow detention time= 199.0 min calculated for 2.609 af (43% of inflow)
Center-of-Mass det. time= 116.6 min ( 907.5 - 790.9 )
Volume Invert Avail.Storage Storage Description
#1 736.00' 289,892 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
736.00 40,849 0 0
738.00 45,890 86,739 86,739
740.00 50,800 96,690 183,429
742.00 55,663 106,463 289,892
Device Routing Invert Outlet Devices
#1 Primary 734.00'42.0" x 90.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 720.00' S= 0.1556 '/' Cc= 0.900
n= 0.025 Corrugated metal
#2 Device 1 739.20'0.7" Vert. Orifice/Grate X 5.00 C= 0.600
#3 Device 1 739.30'72.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 742.00'25.0' long x 18.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=9.92 cfs @ 12.80 hrs HW=739.60' (Free Discharge)
1=Culvert (Passes 9.92 cfs of 90.84 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.04 cfs @ 2.91 fps)
3=Orifice/Grate (Weir Controls 9.88 cfs @ 1.78 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=736.00' (Free Discharge)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 100Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-3: SB-3
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
110105
100
959085
80757065
60
5550
45403530
25
2015
10
50
Inflow Area=26.365 ac
Peak Elev=739.60'
Storage=163,062 cf
100.54 cfs
9.93 cfs9.93 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 101Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-8: SB-8
Inflow Area = 30.118 ac, Inflow Depth > 2.65" for 25 yr - 24 hr event
Inflow = 120.58 cfs @ 12.00 hrs, Volume= 6.662 af
Outflow = 30.88 cfs @ 12.22 hrs, Volume= 4.876 af, Atten= 74%, Lag= 13.6 min
Primary = 26.68 cfs @ 12.22 hrs, Volume= 4.797 af
Secondary= 4.20 cfs @ 12.22 hrs, Volume= 0.079 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 756.18' @ 12.22 hrs Surf.Area= 33,391 sf Storage= 109,207 cf
Flood Elev= 756.50' Surf.Area= 34,485 sf Storage= 120,028 cf
Plug-Flow detention time= 112.6 min calculated for 4.876 af (73% of inflow)
Center-of-Mass det. time= 47.8 min ( 851.6 - 803.8 )
Volume Invert Avail.Storage Storage Description
#1 750.00' 175,613 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
750.00 10,100 0 0
752.00 13,350 23,450 23,450
754.00 16,822 30,172 53,622
756.00 32,770 49,592 103,214
758.00 39,629 72,399 175,613
Device Routing Invert Outlet Devices
#1 Primary 750.00'24.0" x 90.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 740.00' S= 0.1111 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 750.50'Special & User-Defined
Head (feet) 0.00 0.10 1.00 10.00
Disch. (cfs) 0.000 1.000 1.000 1.000
#3 Device 1 755.00'30.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 756.00'20.0' long x 50.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=26.61 cfs @ 12.22 hrs HW=756.17' (Free Discharge)
1=Culvert (Passes 26.61 cfs of 27.16 cfs potential flow)
2=Special & User-Defined (Custom Controls 1.00 cfs)
3=Orifice/Grate (Orifice Controls 25.61 cfs @ 5.22 fps)
Secondary OutFlow Max=3.90 cfs @ 12.22 hrs HW=756.17' (Free Discharge)
4=Broad-Crested Rectangular Weir (Weir Controls 3.90 cfs @ 1.12 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 25 yr - 24 hr Rainfall=5.83"HydroCAD - WIHP-16-1
Page 102Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-8: SB-8
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Inflow Area=30.118 ac
Peak Elev=756.18'
Storage=109,207 cf
120.58 cfs
30.88 cfs
26.68 cfs
4.20 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 103Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=92,700 sf Runoff Depth>4.22"Subcatchment 14S: (new Subcat)
Tc=5.0 min CN=74 Runoff=17.14 cfs 0.748 af
Runoff Area=216,987 sf Runoff Depth>6.68"Subcatchment 15S: (new Subcat)
Tc=5.0 min CN=98 Runoff=54.41 cfs 2.771 af
Runoff Area=23,625 sf Runoff Depth>4.22"Subcatchment 16S: (new Subcat)
Tc=5.0 min CN=74 Runoff=4.37 cfs 0.191 af
Runoff Area=59,500 sf Runoff Depth>4.22"Subcatchment A-1: DP-1
Tc=5.0 min CN=74 Runoff=11.00 cfs 0.480 af
Runoff Area=101,643 sf Runoff Depth>4.22"Subcatchment A-10: DP-10
Tc=5.0 min CN=74 Runoff=18.80 cfs 0.820 af
Runoff Area=106,500 sf Runoff Depth>4.22"Subcatchment A-11:
Tc=0.0 min CN=74 Runoff=22.26 cfs 0.861 af
Runoff Area=21,245 sf Runoff Depth>4.22"Subcatchment A-12:
Tc=5.0 min CN=74 Runoff=3.93 cfs 0.171 af
Runoff Area=108,000 sf Runoff Depth>4.22"Subcatchment A-13:
Tc=5.0 min CN=74 Runoff=19.97 cfs 0.872 af
Runoff Area=228,750 sf Runoff Depth>4.14"Subcatchment A-14:
Flow Length=300' Slope=0.0044 '/' Tc=60.7 min CN=74 Runoff=12.65 cfs 1.810 af
Runoff Area=272,350 sf Runoff Depth>4.22"Subcatchment A-2: DP-2
Tc=0.0 min CN=74 Runoff=56.92 cfs 2.201 af
Runoff Area=215,378 sf Runoff Depth>4.22"Subcatchment A-3: DP-3
Tc=5.0 min CN=74 Runoff=39.83 cfs 1.738 af
Runoff Area=356,850 sf Runoff Depth>4.22"Subcatchment A-4: DP-4
Tc=5.0 min CN=74 Runoff=65.99 cfs 2.880 af
Runoff Area=221,200 sf Runoff Depth>4.22"Subcatchment A-5: DP-5
Tc=5.0 min CN=74 Runoff=40.90 cfs 1.785 af
Runoff Area=114,700 sf Runoff Depth>4.22"Subcatchment A-6: DP-6
Tc=5.0 min CN=74 Runoff=21.21 cfs 0.926 af
Runoff Area=137,000 sf Runoff Depth>4.22"Subcatchment A-7: DP-7
Tc=5.0 min CN=74 Runoff=25.33 cfs 1.106 af
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 104Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Runoff Area=124,200 sf Runoff Depth>4.22"Subcatchment A-8: DP-8
Tc=5.0 min CN=74 Runoff=22.97 cfs 1.002 af
Runoff Area=300,405 sf Runoff Depth>4.22"Subcatchment A-9: A-9
Tc=5.0 min CN=74 Runoff=55.55 cfs 2.424 af
Avg. Depth=1.16' Max Vel=10.15 fps Inflow=76.73 cfs 3.715 afReach 21R: (new Reach)
n=0.025 L=470.0' S=0.0447 '/' Capacity=248.28 cfs Outflow=73.88 cfs 3.710 af
Avg. Depth=1.31' Max Vel=7.64 fps Inflow=69.52 cfs 3.239 afReach 22R: (new Reach)
n=0.025 L=360.0' S=0.0222 '/' Capacity=175.09 cfs Outflow=67.06 cfs 3.234 af
Avg. Depth=1.23' Max Vel=6.45 fps Inflow=54.41 cfs 2.771 afReach 23R: (new Reach)
n=0.025 L=354.0' S=0.0169 '/' Capacity=152.91 cfs Outflow=51.62 cfs 2.767 af
Avg. Depth=0.80' Max Vel=8.85 fps Inflow=39.83 cfs 1.738 afReach 32R: (new Reach)
n=0.025 L=638.0' S=0.0517 '/' Capacity=267.13 cfs Outflow=37.36 cfs 1.734 af
Avg. Depth=1.84' Max Vel=6.51 fps Inflow=102.85 cfs 6.750 afReach 33R: (new Reach)
n=0.025 L=272.0' S=0.0110 '/' Capacity=123.35 cfs Outflow=100.94 cfs 6.744 af
Avg. Depth=1.49' Max Vel=8.68 fps Inflow=101.34 cfs 5.911 afReach 34R: (new Reach)
n=0.025 L=1,216.0' S=0.0247 '/' Capacity=184.49 cfs Outflow=95.45 cfs 5.890 af
Avg. Depth=1.02' Max Vel=8.74 fps Inflow=63.55 cfs 4.998 afReach 36R: DC-3
n=0.025 L=250.0' S=0.0360 '/' Capacity=254.89 cfs Outflow=62.47 cfs 4.994 af
Avg. Depth=1.26' Max Vel=7.73 fps Inflow=66.43 cfs 5.006 afReach 45R: DC-4
n=0.022 L=491.0' S=0.0183 '/' Capacity=180.71 cfs Outflow=63.55 cfs 4.998 af
Avg. Depth=1.11' Max Vel=6.68 fps Inflow=47.05 cfs 2.275 afReach 46R: DC-5
n=0.022 L=443.0' S=0.0158 '/' Capacity=167.78 cfs Outflow=45.16 cfs 2.271 af
Avg. Depth=0.91' Max Vel=4.74 fps Inflow=25.36 cfs 1.173 afReach 47R: DC-6
n=0.022 L=402.0' S=0.0100 '/' Capacity=133.14 cfs Outflow=23.76 cfs 1.170 af
Avg. Depth=1.02' Max Vel=6.48 fps Inflow=55.55 cfs 2.424 afReach 48R: DC-8
n=0.022 L=480.0' S=0.0146 '/' Capacity=207.85 cfs Outflow=52.06 cfs 2.419 af
Avg. Depth=0.33' Max Vel=2.68 fps Inflow=3.93 cfs 0.171 afReach 49R: DC-7
n=0.022 L=530.0' S=0.0094 '/' Capacity=129.64 cfs Outflow=3.54 cfs 0.170 af
Avg. Depth=0.98' Max Vel=8.33 fps Inflow=65.99 cfs 2.880 afReach DC-1: DC-1
n=0.025 L=341.0' S=0.0323 '/' Capacity=272.03 cfs Outflow=63.23 cfs 2.876 af
Avg. Depth=0.75' Max Vel=7.14 fps Inflow=40.90 cfs 1.785 afReach DC-2: DC-2
n=0.022 L=567.0' S=0.0247 '/' Capacity=270.45 cfs Outflow=38.22 cfs 1.780 af
Peak Elev=799.61' Storage=4,026 cf Inflow=4.37 cfs 0.191 afPond 20P: ST-1
Outflow=2.81 cfs 0.106 af
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 105Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Peak Elev=748.69' Inflow=100.94 cfs 6.744 afPond 35P: (new Pond)
36.0" x 145.0' Culvert Outflow=100.94 cfs 6.744 af
Peak Elev=743.79' Inflow=37.36 cfs 1.734 afPond 38P: (new Pond)
36.0" x 145.0' Culvert Outflow=37.36 cfs 1.734 af
Peak Elev=754.66' Storage=8,435 cf Inflow=101.06 cfs 4.656 afPond 43P: (new Pond)
Outflow=101.69 cfs 4.464 af
Peak Elev=754.76' Storage=6,368 cf Inflow=62.47 cfs 4.994 afPond 44P: (new Pond)
Outflow=62.76 cfs 4.850 af
Peak Elev=768.83' Inflow=101.06 cfs 4.656 afPond DI-1: DI-1
Outflow=101.06 cfs 4.656 af
Peak Elev=784.30' Inflow=62.47 cfs 4.994 afPond DI-2: DI-2
Outflow=62.47 cfs 4.994 af
Peak Elev=788.51' Storage=28,416 cf Inflow=51.62 cfs 2.767 afPond SB-1: SB-1
Primary=34.00 cfs 2.703 af Secondary=0.00 cfs 0.000 af Outflow=34.00 cfs 2.703 af
Peak Elev=740.26' Storage=196,489 cf Inflow=154.05 cfs 9.226 afPond SB-3: SB-3
Primary=57.64 cfs 5.683 af Secondary=0.00 cfs 0.000 af Outflow=57.64 cfs 5.683 af
Peak Elev=757.19' Storage=144,532 cf Inflow=179.11 cfs 10.186 afPond SB-8: SB-8
Primary=29.70 cfs 6.572 af Secondary=68.29 cfs 1.797 af Outflow=97.99 cfs 8.369 af
Total Runoff Area = 62.007 ac Runoff Volume = 22.786 af Average Runoff Depth = 4.41"
91.97% Pervious Area = 57.026 ac 8.03% Impervious Area = 4.981 ac
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 106Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 14S: (new Subcat)
Runoff = 17.14 cfs @ 11.96 hrs, Volume= 0.748 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
92,700 74 >75% Grass cover, Good, HSG C
92,700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=92,700 sf
Runoff Volume=0.748 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
17.14 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 107Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 15S: (new Subcat)
Runoff = 54.41 cfs @ 11.95 hrs, Volume= 2.771 af, Depth> 6.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
216,987 98 Paved parking & roofs
216,987 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=216,987 sf
Runoff Volume=2.771 af
Runoff Depth>6.68"
Tc=5.0 min
CN=98
54.41 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 108Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 16S: (new Subcat)
Runoff = 4.37 cfs @ 11.96 hrs, Volume= 0.191 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
23,625 74 >75% Grass cover, Good, HSG C
23,625 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
4
3
2
1
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=23,625 sf
Runoff Volume=0.191 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
4.37 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 109Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-1: DP-1
Runoff = 11.00 cfs @ 11.96 hrs, Volume= 0.480 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
59,500 74 >75% Grass cover, Good, HSG C
59,500 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-1: DP-1
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=59,500 sf
Runoff Volume=0.480 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
11.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 110Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-10: DP-10
Runoff = 18.80 cfs @ 11.96 hrs, Volume= 0.820 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
101,643 74 >75% Grass cover, Good, HSG C
101,643 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-10: DP-10
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=101,643 sf
Runoff Volume=0.820 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
18.80 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 111Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-11:
Runoff = 22.26 cfs @ 11.89 hrs, Volume= 0.861 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
106,500 74 >75% Grass cover, Good, HSG C
106,500 Pervious Area
Subcatchment A-11:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
2423
22
2120
19
1817
16
15
1413
12
1110
987
6
54
3
21
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=106,500 sf
Runoff Volume=0.861 af
Runoff Depth>4.22"
Tc=0.0 min
CN=74
22.26 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 112Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-12:
Runoff = 3.93 cfs @ 11.96 hrs, Volume= 0.171 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
21,245 74 >75% Grass cover, Good, HSG C
21,245 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-12:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
4
3
2
1
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=21,245 sf
Runoff Volume=0.171 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
3.93 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 113Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-13:
Runoff = 19.97 cfs @ 11.96 hrs, Volume= 0.872 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
108,000 74 >75% Grass cover, Good, HSG C
108,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-13:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=108,000 sf
Runoff Volume=0.872 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
19.97 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 114Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-14:
Runoff = 12.65 cfs @ 12.62 hrs, Volume= 1.810 af, Depth> 4.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
228,750 74 >75% Grass cover, Good, HSG C
228,750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
60.7 300 0.0044 0.08 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment A-14:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=228,750 sf
Runoff Volume=1.810 af
Runoff Depth>4.14"
Flow Length=300'
Slope=0.0044 '/'
Tc=60.7 min
CN=74
12.65 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 115Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-2: DP-2
Runoff = 56.92 cfs @ 11.89 hrs, Volume= 2.201 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
272,350 74 >75% Grass cover, Good, HSG C
272,350 Pervious Area
Subcatchment A-2: DP-2
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=272,350 sf
Runoff Volume=2.201 af
Runoff Depth>4.22"
Tc=0.0 min
CN=74
56.92 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 116Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-3: DP-3
Runoff = 39.83 cfs @ 11.96 hrs, Volume= 1.738 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
215,378 74 >75% Grass cover, Good, HSG C
215,378 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-3: DP-3
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=215,378 sf
Runoff Volume=1.738 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
39.83 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 117Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-4: DP-4
Runoff = 65.99 cfs @ 11.96 hrs, Volume= 2.880 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
356,850 74 >75% Grass cover, Good, HSG C
356,850 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-4: DP-4
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=356,850 sf
Runoff Volume=2.880 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
65.99 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 118Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-5: DP-5
Runoff = 40.90 cfs @ 11.96 hrs, Volume= 1.785 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
221,200 74 >75% Grass cover, Good, HSG C
221,200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-5: DP-5
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=221,200 sf
Runoff Volume=1.785 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
40.90 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 119Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-6: DP-6
Runoff = 21.21 cfs @ 11.96 hrs, Volume= 0.926 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
114,700 74 >75% Grass cover, Good, HSG C
114,700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-6: DP-6
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
23
22
2120
19
18
17
16
15
14
13
12
11
10
9
8
76
5
4
3
2
1
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=114,700 sf
Runoff Volume=0.926 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
21.21 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 120Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-7: DP-7
Runoff = 25.33 cfs @ 11.96 hrs, Volume= 1.106 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
137,000 74 >75% Grass cover, Good, HSG C
137,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-7: DP-7
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=137,000 sf
Runoff Volume=1.106 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
25.33 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 121Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-8: DP-8
Runoff = 22.97 cfs @ 11.96 hrs, Volume= 1.002 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
124,200 74 >75% Grass cover, Good, HSG C
124,200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-8: DP-8
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
2524
2322
21201918
17
161514
13
1211
10
9876
54
32
10
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=124,200 sf
Runoff Volume=1.002 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
22.97 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 122Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-9: A-9
Runoff = 55.55 cfs @ 11.96 hrs, Volume= 2.424 af, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"
Area (sf) CN Description
300,405 74 >75% Grass cover, Good, HSG C
300,405 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-9: A-9
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr 100 yr - 24 hr
Rainfall=7.57"
Runoff Area=300,405 sf
Runoff Volume=2.424 af
Runoff Depth>4.22"
Tc=5.0 min
CN=74
55.55 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 123Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 21R: (new Reach)
Inflow Area = 10.596 ac, Inflow Depth > 4.21" for 100 yr - 24 hr event
Inflow = 76.73 cfs @ 11.99 hrs, Volume= 3.715 af
Outflow = 73.88 cfs @ 12.01 hrs, Volume= 3.710 af, Atten= 4%, Lag= 1.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 10.15 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 3.21 fps, Avg. Travel Time= 2.4 min
Peak Storage= 3,524 cf @ 12.00 hrs, Average Depth at Peak Storage= 1.16'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 248.28 cfs
3.00' x 2.00' deep channel, n= 0.025 Earth, clean & winding
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 470.0' Slope= 0.0447 '/'
Inlet Invert= 801.00', Outlet Invert= 780.00'
‡
Reach 21R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=10.596 ac
Avg. Depth=1.16'
Max Vel=10.15 fps
n=0.025
L=470.0'
S=0.0447 '/'
Capacity=248.28 cfs
76.73 cfs
73.88 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 124Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 22R: (new Reach)
Inflow Area = 9.230 ac, Inflow Depth > 4.21" for 100 yr - 24 hr event
Inflow = 69.52 cfs @ 11.98 hrs, Volume= 3.239 af
Outflow = 67.06 cfs @ 12.00 hrs, Volume= 3.234 af, Atten= 4%, Lag= 1.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.64 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.43 fps, Avg. Travel Time= 2.5 min
Peak Storage= 3,253 cf @ 11.99 hrs, Average Depth at Peak Storage= 1.31'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 175.09 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 360.0' Slope= 0.0222 '/'
Inlet Invert= 810.00', Outlet Invert= 802.00'
‡
Reach 22R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=9.230 ac
Avg. Depth=1.31'
Max Vel=7.64 fps
n=0.025
L=360.0'
S=0.0222 '/'
Capacity=175.09 cfs
69.52 cfs
67.06 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 125Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 23R: (new Reach)
Inflow Area = 4.981 ac, Inflow Depth > 6.68" for 100 yr - 24 hr event
Inflow = 54.41 cfs @ 11.95 hrs, Volume= 2.771 af
Outflow = 51.62 cfs @ 11.98 hrs, Volume= 2.767 af, Atten= 5%, Lag= 1.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.45 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 2.16 fps, Avg. Travel Time= 2.7 min
Peak Storage= 2,906 cf @ 11.96 hrs, Average Depth at Peak Storage= 1.23'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 152.91 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 354.0' Slope= 0.0169 '/'
Inlet Invert= 808.00', Outlet Invert= 802.00'
‡
Reach 23R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=4.981 ac
Avg. Depth=1.23'
Max Vel=6.45 fps
n=0.025
L=354.0'
S=0.0169 '/'
Capacity=152.91 cfs
54.41 cfs
51.62 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 126Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 32R: (new Reach)
Inflow Area = 4.944 ac, Inflow Depth > 4.22" for 100 yr - 24 hr event
Inflow = 39.83 cfs @ 11.96 hrs, Volume= 1.738 af
Outflow = 37.36 cfs @ 11.99 hrs, Volume= 1.734 af, Atten= 6%, Lag= 2.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.85 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 2.62 fps, Avg. Travel Time= 4.1 min
Peak Storage= 2,751 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.80'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 267.13 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 638.0' Slope= 0.0517 '/'
Inlet Invert= 780.00', Outlet Invert= 747.00'
‡
Reach 32R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
42
0
Inflow Area=4.944 ac
Avg. Depth=0.80'
Max Vel=8.85 fps
n=0.025
L=638.0'
S=0.0517 '/'
Capacity=267.13 cfs
39.83 cfs
37.36 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 127Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 33R: (new Reach)
Inflow Area = 19.293 ac, Inflow Depth > 4.20" for 100 yr - 24 hr event
Inflow = 102.85 cfs @ 11.97 hrs, Volume= 6.750 af
Outflow = 100.94 cfs @ 11.99 hrs, Volume= 6.744 af, Atten= 2%, Lag= 1.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.51 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 2.39 fps, Avg. Travel Time= 1.9 min
Peak Storage= 4,280 cf @ 11.97 hrs, Average Depth at Peak Storage= 1.84'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 123.35 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 272.0' Slope= 0.0110 '/'
Inlet Invert= 750.00', Outlet Invert= 747.00'
‡
Reach 33R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
115
110
105
100
95
90
85
80
75
70
65
60
55
50
45
40
3530
25
20
15
10
5
0
Inflow Area=19.293 ac
Avg. Depth=1.84'
Max Vel=6.51 fps
n=0.025
L=272.0'
S=0.0110 '/'
Capacity=123.35 cfs
102.85 cfs
100.94 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 128Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 34R: (new Reach)
Inflow Area = 16.848 ac, Inflow Depth > 4.21" for 100 yr - 24 hr event
Inflow = 101.34 cfs @ 11.92 hrs, Volume= 5.911 af
Outflow = 95.45 cfs @ 12.00 hrs, Volume= 5.890 af, Atten= 6%, Lag= 5.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.68 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 3.04 fps, Avg. Travel Time= 6.7 min
Peak Storage= 13,579 cf @ 11.96 hrs, Average Depth at Peak Storage= 1.49'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 184.49 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 1,216.0' Slope= 0.0247 '/'
Inlet Invert= 780.00', Outlet Invert= 750.00'
‡
Reach 34R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
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(
c
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)
110
105
100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=16.848 ac
Avg. Depth=1.49'
Max Vel=8.68 fps
n=0.025
L=1,216.0'
S=0.0247 '/'
Capacity=184.49 cfs
101.34 cfs
95.45 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 129Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 36R: DC-3
Inflow Area = 14.369 ac, Inflow Depth > 4.17" for 100 yr - 24 hr event
Inflow = 63.55 cfs @ 12.02 hrs, Volume= 4.998 af
Outflow = 62.47 cfs @ 12.03 hrs, Volume= 4.994 af, Atten= 2%, Lag= 0.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.74 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 3.16 fps, Avg. Travel Time= 1.3 min
Peak Storage= 1,800 cf @ 12.02 hrs, Average Depth at Peak Storage= 1.02'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 254.89 cfs
4.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 16.00'
Length= 250.0' Slope= 0.0360 '/'
Inlet Invert= 792.00', Outlet Invert= 783.00'
‡
Reach 36R: DC-3
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=14.369 ac
Avg. Depth=1.02'
Max Vel=8.74 fps
n=0.025
L=250.0'
S=0.0360 '/'
Capacity=254.89 cfs
63.55 cfs
62.47 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 130Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 45R: DC-4
Inflow Area = 14.369 ac, Inflow Depth > 4.18" for 100 yr - 24 hr event
Inflow = 66.43 cfs @ 11.99 hrs, Volume= 5.006 af
Outflow = 63.55 cfs @ 12.02 hrs, Volume= 4.998 af, Atten= 4%, Lag= 1.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.73 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 2.91 fps, Avg. Travel Time= 2.8 min
Peak Storage= 4,179 cf @ 12.00 hrs, Average Depth at Peak Storage= 1.26'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 180.71 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 491.0' Slope= 0.0183 '/'
Inlet Invert= 799.00', Outlet Invert= 790.00'
‡
Reach 45R: DC-4
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=14.369 ac
Avg. Depth=1.26'
Max Vel=7.73 fps
n=0.022
L=491.0'
S=0.0183 '/'
Capacity=180.71 cfs
66.43 cfs
63.55 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 131Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 46R: DC-5
Inflow Area = 6.484 ac, Inflow Depth > 4.21" for 100 yr - 24 hr event
Inflow = 47.05 cfs @ 11.97 hrs, Volume= 2.275 af
Outflow = 45.16 cfs @ 12.00 hrs, Volume= 2.271 af, Atten= 4%, Lag= 1.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.68 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 2.10 fps, Avg. Travel Time= 3.5 min
Peak Storage= 3,102 cf @ 11.99 hrs, Average Depth at Peak Storage= 1.11'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 167.78 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 443.0' Slope= 0.0158 '/'
Inlet Invert= 806.00', Outlet Invert= 799.00'
‡
Reach 46R: DC-5
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=6.484 ac
Avg. Depth=1.11'
Max Vel=6.68 fps
n=0.022
L=443.0'
S=0.0158 '/'
Capacity=167.78 cfs
47.05 cfs
45.16 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 132Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 47R: DC-6
Inflow Area = 3.339 ac, Inflow Depth > 4.21" for 100 yr - 24 hr event
Inflow = 25.36 cfs @ 11.96 hrs, Volume= 1.173 af
Outflow = 23.76 cfs @ 12.00 hrs, Volume= 1.170 af, Atten= 6%, Lag= 2.4 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.74 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.44 fps, Avg. Travel Time= 4.6 min
Peak Storage= 2,090 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.91'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 133.14 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 402.0' Slope= 0.0100 '/'
Inlet Invert= 808.00', Outlet Invert= 804.00'
‡
Reach 47R: DC-6
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=3.339 ac
Avg. Depth=0.91'
Max Vel=4.74 fps
n=0.022
L=402.0'
S=0.0100 '/'
Capacity=133.14 cfs
25.36 cfs
23.76 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 133Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 48R: DC-8
Inflow Area = 6.896 ac, Inflow Depth > 4.22" for 100 yr - 24 hr event
Inflow = 55.55 cfs @ 11.96 hrs, Volume= 2.424 af
Outflow = 52.06 cfs @ 11.99 hrs, Volume= 2.419 af, Atten= 6%, Lag= 2.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.48 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 1.83 fps, Avg. Travel Time= 4.4 min
Peak Storage= 3,936 cf @ 11.97 hrs, Average Depth at Peak Storage= 1.02'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 207.85 cfs
5.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 480.0' Slope= 0.0146 '/'
Inlet Invert= 813.00', Outlet Invert= 806.00'
‡
Reach 48R: DC-8
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=6.896 ac
Avg. Depth=1.02'
Max Vel=6.48 fps
n=0.022
L=480.0'
S=0.0146 '/'
Capacity=207.85 cfs
55.55 cfs
52.06 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 134Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 49R: DC-7
Inflow Area = 0.488 ac, Inflow Depth > 4.22" for 100 yr - 24 hr event
Inflow = 3.93 cfs @ 11.96 hrs, Volume= 0.171 af
Outflow = 3.54 cfs @ 12.04 hrs, Volume= 0.170 af, Atten= 10%, Lag= 5.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.68 fps, Min. Travel Time= 3.3 min
Avg. Velocity = 0.75 fps, Avg. Travel Time= 11.7 min
Peak Storage= 708 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.33'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 129.64 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 530.0' Slope= 0.0094 '/'
Inlet Invert= 813.00', Outlet Invert= 808.00'
‡
Reach 49R: DC-7
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
4
3
2
1
0
Inflow Area=0.488 ac
Avg. Depth=0.33'
Max Vel=2.68 fps
n=0.022
L=530.0'
S=0.0094 '/'
Capacity=129.64 cfs
3.93 cfs
3.54 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 135Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach DC-1: DC-1
Inflow Area = 8.192 ac, Inflow Depth > 4.22" for 100 yr - 24 hr event
Inflow = 65.99 cfs @ 11.96 hrs, Volume= 2.880 af
Outflow = 63.23 cfs @ 11.98 hrs, Volume= 2.876 af, Atten= 4%, Lag= 1.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.33 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 2.32 fps, Avg. Travel Time= 2.5 min
Peak Storage= 2,640 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.98'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 272.03 cfs
5.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 341.0' Slope= 0.0323 '/'
Inlet Invert= 780.00', Outlet Invert= 769.00'
‡
Reach DC-1: DC-1
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
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(
c
f
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)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=8.192 ac
Avg. Depth=0.98'
Max Vel=8.33 fps
n=0.025
L=341.0'
S=0.0323 '/'
Capacity=272.03 cfs
65.99 cfs
63.23 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 136Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach DC-2: DC-2
Inflow Area = 5.078 ac, Inflow Depth > 4.22" for 100 yr - 24 hr event
Inflow = 40.90 cfs @ 11.96 hrs, Volume= 1.785 af
Outflow = 38.22 cfs @ 11.99 hrs, Volume= 1.780 af, Atten= 7%, Lag= 2.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.14 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 1.95 fps, Avg. Travel Time= 4.8 min
Peak Storage= 3,097 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.75'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 270.45 cfs
5.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 567.0' Slope= 0.0247 '/'
Inlet Invert= 783.00', Outlet Invert= 769.00'
‡
Reach DC-2: DC-2
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
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(
c
f
s
)
44
42
40
3836
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=5.078 ac
Avg. Depth=0.75'
Max Vel=7.14 fps
n=0.022
L=567.0'
S=0.0247 '/'
Capacity=270.45 cfs
40.90 cfs
38.22 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 137Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 20P: ST-1
Inflow Area = 0.542 ac, Inflow Depth > 4.22" for 100 yr - 24 hr event
Inflow = 4.37 cfs @ 11.96 hrs, Volume= 0.191 af
Outflow = 2.81 cfs @ 12.06 hrs, Volume= 0.106 af, Atten= 36%, Lag= 6.0 min
Primary = 2.81 cfs @ 12.06 hrs, Volume= 0.106 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 799.61' @ 12.06 hrs Surf.Area= 3,186 sf Storage= 4,026 cf
Plug-Flow detention time= 142.7 min calculated for 0.106 af (55% of inflow)
Center-of-Mass det. time= 68.0 min ( 843.7 - 775.7 )
Volume Invert Avail.Storage Storage Description
#1 798.00' 5,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
798.00 1,807 0 0
800.00 3,518 5,325 5,325
Device Routing Invert Outlet Devices
#1 Primary 799.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=2.62 cfs @ 12.06 hrs HW=799.61' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 2.62 cfs @ 0.82 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 138Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 20P: ST-1
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
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(
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)
4
3
2
1
0
Inflow Area=0.542 ac
Peak Elev=799.61'
Storage=4,026 cf
4.37 cfs
2.81 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 139Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 35P: (new Pond)
Inflow Area = 19.293 ac, Inflow Depth > 4.19" for 100 yr - 24 hr event
Inflow = 100.94 cfs @ 11.99 hrs, Volume= 6.744 af
Outflow = 100.94 cfs @ 11.99 hrs, Volume= 6.744 af, Atten= 0%, Lag= 0.0 min
Primary = 100.94 cfs @ 11.99 hrs, Volume= 6.744 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 748.69' @ 11.99 hrs
Device Routing Invert Outlet Devices
#1 Primary 741.50'36.0" x 145.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 739.50' S= 0.0138 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=100.44 cfs @ 11.99 hrs HW=748.62' (Free Discharge)
1=Culvert (Barrel Controls 100.44 cfs @ 14.21 fps)
Pond 35P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
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(
c
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)
110
105
100
95
90
85
80
75
70
65
60
55
50
4540
35
30
25
20
15
10
5
0
Inflow Area=19.293 ac
Peak Elev=748.69'
36.0" x 145.0' Culvert
100.94 cfs100.94 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 140Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 38P: (new Pond)
Inflow Area = 4.944 ac, Inflow Depth > 4.21" for 100 yr - 24 hr event
Inflow = 37.36 cfs @ 11.99 hrs, Volume= 1.734 af
Outflow = 37.36 cfs @ 11.99 hrs, Volume= 1.734 af, Atten= 0%, Lag= 0.0 min
Primary = 37.36 cfs @ 11.99 hrs, Volume= 1.734 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 743.79' @ 11.99 hrs
Device Routing Invert Outlet Devices
#1 Primary 741.50'36.0" x 145.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 739.50' S= 0.0138 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=36.47 cfs @ 11.99 hrs HW=743.76' (Free Discharge)
1=Culvert (Inlet Controls 36.47 cfs @ 6.39 fps)
Pond 38P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
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(
c
f
s
)
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=4.944 ac
Peak Elev=743.79'
36.0" x 145.0' Culvert
37.36 cfs37.36 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 141Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 43P: (new Pond)
Inflow Area = 13.270 ac, Inflow Depth > 4.21" for 100 yr - 24 hr event
Inflow = 101.06 cfs @ 11.98 hrs, Volume= 4.656 af
Outflow = 101.69 cfs @ 11.98 hrs, Volume= 4.464 af, Atten= 0%, Lag= 0.1 min
Primary = 101.69 cfs @ 11.98 hrs, Volume= 4.464 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 754.66' @ 11.98 hrs Surf.Area= 5,020 sf Storage= 8,435 cf
Flood Elev= 754.00' Surf.Area= 5,020 sf Storage= 8,435 cf
Plug-Flow detention time= 24.2 min calculated for 4.464 af (96% of inflow)
Center-of-Mass det. time= 8.6 min ( 786.6 - 778.0 )
Volume Invert Avail.Storage Storage Description
#1 752.00' 8,435 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 3,415 0 0
754.00 5,020 8,435 8,435
Device Routing Invert Outlet Devices
#1 Primary 754.00'70.0' long x 8.0' 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=97.91 cfs @ 11.98 hrs HW=754.65' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 97.91 cfs @ 2.17 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 142Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 43P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
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(
c
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)
110
105
100
95
90
8580
7570
65
60
55
50
45
40
35
30
25
20
15
10
50
Inflow Area=13.270 ac
Peak Elev=754.66'
Storage=8,435 cf
101.06 cfs101.69 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 143Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 44P: (new Pond)
Inflow Area = 14.369 ac, Inflow Depth > 4.17" for 100 yr - 24 hr event
Inflow = 62.47 cfs @ 12.03 hrs, Volume= 4.994 af
Outflow = 62.76 cfs @ 12.02 hrs, Volume= 4.850 af, Atten= 0%, Lag= 0.0 min
Primary = 62.76 cfs @ 12.02 hrs, Volume= 4.850 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 754.76' @ 12.02 hrs Surf.Area= 4,078 sf Storage= 6,368 cf
Plug-Flow detention time= 17.1 min calculated for 4.834 af (97% of inflow)
Center-of-Mass det. time= 6.6 min ( 803.6 - 796.9 )
Volume Invert Avail.Storage Storage Description
#1 752.00' 6,368 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 2,290 0 0
754.00 4,078 6,368 6,368
Device Routing Invert Outlet Devices
#1 Primary 754.00'35.0' long x 8.0' 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=60.87 cfs @ 12.02 hrs HW=754.75' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 60.87 cfs @ 2.33 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 144Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 44P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=14.369 ac
Peak Elev=754.76'
Storage=6,368 cf
62.47 cfs62.76 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 145Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond DI-1: DI-1
Inflow Area = 13.270 ac, Inflow Depth > 4.21" for 100 yr - 24 hr event
Inflow = 101.06 cfs @ 11.98 hrs, Volume= 4.656 af
Outflow = 101.06 cfs @ 11.98 hrs, Volume= 4.656 af, Atten= 0%, Lag= 0.0 min
Primary = 101.06 cfs @ 11.98 hrs, Volume= 4.656 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 768.83' @ 11.98 hrs
Device Routing Invert Outlet Devices
#1 Primary 763.00'30.0" x 130.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 752.00' S= 0.0846 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Primary 768.00'4.0' long Sharp-Crested Rectangular Weir X 4.00 2 End Contraction(s)
Primary OutFlow Max=97.46 cfs @ 11.98 hrs HW=768.78' (Free Discharge)
1=Culvert (Inlet Controls 62.88 cfs @ 12.81 fps)
2=Sharp-Crested Rectangular Weir (Weir Controls 34.59 cfs @ 2.89 fps)
Pond DI-1: DI-1
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Flo
w

(
c
f
s
)
110
105
100
95
90
85
8075
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=13.270 ac
Peak Elev=768.83'
101.06 cfs101.06 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 146Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond DI-2: DI-2
Inflow Area = 14.369 ac, Inflow Depth > 4.17" for 100 yr - 24 hr event
Inflow = 62.47 cfs @ 12.03 hrs, Volume= 4.994 af
Outflow = 62.47 cfs @ 12.03 hrs, Volume= 4.994 af, Atten= 0%, Lag= 0.0 min
Primary = 62.47 cfs @ 12.03 hrs, Volume= 4.994 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 784.30' @ 12.03 hrs
Device Routing Invert Outlet Devices
#1 Primary 776.00'30.0" x 180.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 752.00' S= 0.1333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 780.00'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=61.10 cfs @ 12.03 hrs HW=784.22' (Free Discharge)
1=Culvert (Passes 61.10 cfs of 62.39 cfs potential flow)
2=Sharp-Crested Rectangular Weir (Weir Controls 61.10 cfs @ 6.72 fps)
Pond DI-2: DI-2
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Flo
w

(
c
f
s
)
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=14.369 ac
Peak Elev=784.30'
62.47 cfs62.47 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 147Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-1: SB-1
Inflow Area = 4.981 ac, Inflow Depth > 6.67" for 100 yr - 24 hr event
Inflow = 51.62 cfs @ 11.98 hrs, Volume= 2.767 af
Outflow = 34.00 cfs @ 12.06 hrs, Volume= 2.703 af, Atten= 34%, Lag= 4.8 min
Primary = 34.00 cfs @ 12.06 hrs, Volume= 2.703 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 788.51' @ 12.06 hrs Surf.Area= 12,534 sf Storage= 28,416 cf
Flood Elev= 790.00' Surf.Area= 14,004 sf Storage= 48,238 cf
Plug-Flow detention time= 34.5 min calculated for 2.694 af (97% of inflow)
Center-of-Mass det. time= 24.6 min ( 754.7 - 730.1 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 121,197 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 10,162 0 0
788.00 12,036 22,198 22,198
790.00 14,004 26,040 48,238
792.00 18,085 32,089 80,327
794.00 22,785 40,870 121,197
Device Routing Invert Outlet Devices
#1 Secondary 790.30'0.7" Vert. Orifice/Grate X 5.00 C= 0.600
#2 Primary 786.00'36.0" x 200.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 766.00' S= 0.1000 '/' Cc= 0.900
n= 0.025 Corrugated metal
Primary OutFlow Max=33.73 cfs @ 12.06 hrs HW=788.49' (Free Discharge)
2=Culvert (Inlet Controls 33.73 cfs @ 5.37 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=786.00' (Free Discharge)
1=Orifice/Grate ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 148Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-1: SB-1
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=4.981 ac
Peak Elev=788.51'
Storage=28,416 cf
51.62 cfs
34.00 cfs34.00 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 149Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-3: SB-3
Inflow Area = 26.365 ac, Inflow Depth > 4.20" for 100 yr - 24 hr event
Inflow = 154.05 cfs @ 11.98 hrs, Volume= 9.226 af
Outflow = 57.64 cfs @ 12.23 hrs, Volume= 5.683 af, Atten= 63%, Lag= 14.6 min
Primary = 57.64 cfs @ 12.23 hrs, Volume= 5.683 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 740.26' @ 12.23 hrs Surf.Area= 51,421 sf Storage= 196,489 cf
Plug-Flow detention time= 136.9 min calculated for 5.664 af (61% of inflow)
Center-of-Mass det. time= 65.4 min ( 846.7 - 781.3 )
Volume Invert Avail.Storage Storage Description
#1 736.00' 289,892 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
736.00 40,849 0 0
738.00 45,890 86,739 86,739
740.00 50,800 96,690 183,429
742.00 55,663 106,463 289,892
Device Routing Invert Outlet Devices
#1 Primary 734.00'42.0" x 90.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 720.00' S= 0.1556 '/' Cc= 0.900
n= 0.025 Corrugated metal
#2 Device 1 739.20'0.7" Vert. Orifice/Grate X 5.00 C= 0.600
#3 Device 1 739.30'72.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 742.00'25.0' long x 18.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=57.14 cfs @ 12.23 hrs HW=740.25' (Free Discharge)
1=Culvert (Passes 57.14 cfs of 98.27 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.07 cfs @ 4.86 fps)
3=Orifice/Grate (Weir Controls 57.08 cfs @ 3.19 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=736.00' (Free Discharge)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 150Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-3: SB-3
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Inflow Area=26.365 ac
Peak Elev=740.26'
Storage=196,489 cf
154.05 cfs
57.64 cfs57.64 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 151Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-8: SB-8
Inflow Area = 30.118 ac, Inflow Depth > 4.06" for 100 yr - 24 hr event
Inflow = 179.11 cfs @ 11.99 hrs, Volume= 10.186 af
Outflow = 97.99 cfs @ 12.11 hrs, Volume= 8.369 af, Atten= 45%, Lag= 6.9 min
Primary = 29.70 cfs @ 12.11 hrs, Volume= 6.572 af
Secondary= 68.29 cfs @ 12.11 hrs, Volume= 1.797 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 757.19' @ 12.11 hrs Surf.Area= 36,841 sf Storage= 144,532 cf
Flood Elev= 756.50' Surf.Area= 34,485 sf Storage= 120,028 cf
Plug-Flow detention time= 82.8 min calculated for 8.341 af (82% of inflow)
Center-of-Mass det. time= 33.6 min ( 827.3 - 793.7 )
Volume Invert Avail.Storage Storage Description
#1 750.00' 175,613 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
750.00 10,100 0 0
752.00 13,350 23,450 23,450
754.00 16,822 30,172 53,622
756.00 32,770 49,592 103,214
758.00 39,629 72,399 175,613
Device Routing Invert Outlet Devices
#1 Primary 750.00'24.0" x 90.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 740.00' S= 0.1111 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 750.50'Special & User-Defined
Head (feet) 0.00 0.10 1.00 10.00
Disch. (cfs) 0.000 1.000 1.000 1.000
#3 Device 1 755.00'30.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 756.00'20.0' long x 50.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=29.67 cfs @ 12.11 hrs HW=757.17' (Free Discharge)
1=Culvert (Inlet Controls 29.67 cfs @ 9.45 fps)
2=Special & User-Defined (Passes < 1.00 cfs potential flow)
3=Orifice/Grate (Passes < 34.85 cfs potential flow)
Secondary OutFlow Max=67.12 cfs @ 12.11 hrs HW=757.17' (Free Discharge)
4=Broad-Crested Rectangular Weir (Weir Controls 67.12 cfs @ 2.86 fps)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr 100 yr - 24 hr Rainfall=7.57"HydroCAD - WIHP-16-1
Page 152Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-8: SB-8
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
200
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
Inflow Area=30.118 ac
Peak Elev=757.19'
Storage=144,532 cf
179.11 cfs
97.99 cfs
29.70 cfs
68.29 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 153Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=92,700 sf Runoff Depth>0.02"Subcatchment 14S: (new Subcat)
Tc=5.0 min CN=74 Runoff=0.01 cfs 0.003 af
Runoff Area=216,987 sf Runoff Depth>0.74"Subcatchment 15S: (new Subcat)
Tc=5.0 min CN=98 Runoff=6.58 cfs 0.308 af
Runoff Area=23,625 sf Runoff Depth>0.02"Subcatchment 16S: (new Subcat)
Tc=5.0 min CN=74 Runoff=0.00 cfs 0.001 af
Runoff Area=59,500 sf Runoff Depth>0.02"Subcatchment A-1: DP-1
Tc=5.0 min CN=74 Runoff=0.00 cfs 0.002 af
Runoff Area=101,643 sf Runoff Depth>0.02"Subcatchment A-10: DP-10
Tc=5.0 min CN=74 Runoff=0.01 cfs 0.003 af
Runoff Area=106,500 sf Runoff Depth>0.02"Subcatchment A-11:
Tc=0.0 min CN=74 Runoff=0.01 cfs 0.003 af
Runoff Area=21,245 sf Runoff Depth>0.02"Subcatchment A-12:
Tc=5.0 min CN=74 Runoff=0.00 cfs 0.001 af
Runoff Area=108,000 sf Runoff Depth>0.02"Subcatchment A-13:
Tc=5.0 min CN=74 Runoff=0.01 cfs 0.003 af
Runoff Area=228,750 sf Runoff Depth>0.01"Subcatchment A-14:
Flow Length=300' Slope=0.0044 '/' Tc=60.7 min CN=74 Runoff=0.01 cfs 0.007 af
Runoff Area=272,350 sf Runoff Depth>0.02"Subcatchment A-2: DP-2
Tc=0.0 min CN=74 Runoff=0.02 cfs 0.009 af
Runoff Area=215,378 sf Runoff Depth>0.02"Subcatchment A-3: DP-3
Tc=5.0 min CN=74 Runoff=0.01 cfs 0.007 af
Runoff Area=356,850 sf Runoff Depth>0.02"Subcatchment A-4: DP-4
Tc=5.0 min CN=74 Runoff=0.02 cfs 0.011 af
Runoff Area=221,200 sf Runoff Depth>0.02"Subcatchment A-5: DP-5
Tc=5.0 min CN=74 Runoff=0.01 cfs 0.007 af
Runoff Area=114,700 sf Runoff Depth>0.02"Subcatchment A-6: DP-6
Tc=5.0 min CN=74 Runoff=0.01 cfs 0.004 af
Runoff Area=137,000 sf Runoff Depth>0.02"Subcatchment A-7: DP-7
Tc=5.0 min CN=74 Runoff=0.01 cfs 0.004 af
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 154Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Runoff Area=124,200 sf Runoff Depth>0.02"Subcatchment A-8: DP-8
Tc=5.0 min CN=74 Runoff=0.01 cfs 0.004 af
Runoff Area=300,405 sf Runoff Depth>0.02"Subcatchment A-9: A-9
Tc=5.0 min CN=74 Runoff=0.02 cfs 0.009 af
Avg. Depth=0.01' Max Vel=0.91 fps Inflow=0.03 cfs 0.014 afReach 21R: (new Reach)
n=0.025 L=470.0' S=0.0447 '/' Capacity=248.28 cfs Outflow=0.03 cfs 0.013 af
Avg. Depth=0.01' Max Vel=0.64 fps Inflow=0.02 cfs 0.012 afReach 22R: (new Reach)
n=0.025 L=360.0' S=0.0222 '/' Capacity=175.09 cfs Outflow=0.02 cfs 0.012 af
Avg. Depth=0.41' Max Vel=3.54 fps Inflow=6.58 cfs 0.308 afReach 23R: (new Reach)
n=0.025 L=354.0' S=0.0169 '/' Capacity=152.91 cfs Outflow=6.09 cfs 0.307 af
Avg. Depth=0.00' Max Vel=0.98 fps Inflow=0.01 cfs 0.007 afReach 32R: (new Reach)
n=0.025 L=638.0' S=0.0517 '/' Capacity=267.13 cfs Outflow=0.01 cfs 0.007 af
Avg. Depth=0.03' Max Vel=0.57 fps Inflow=0.05 cfs 0.023 afReach 33R: (new Reach)
n=0.025 L=272.0' S=0.0110 '/' Capacity=123.35 cfs Outflow=0.05 cfs 0.022 af
Avg. Depth=0.02' Max Vel=0.68 fps Inflow=0.04 cfs 0.022 afReach 34R: (new Reach)
n=0.025 L=1,216.0' S=0.0247 '/' Capacity=184.49 cfs Outflow=0.04 cfs 0.019 af
Avg. Depth=0.01' Max Vel=0.82 fps Inflow=0.03 cfs 0.017 afReach 36R: DC-3
n=0.025 L=250.0' S=0.0360 '/' Capacity=254.89 cfs Outflow=0.03 cfs 0.017 af
Avg. Depth=0.02' Max Vel=0.66 fps Inflow=0.03 cfs 0.018 afReach 45R: DC-4
n=0.022 L=491.0' S=0.0183 '/' Capacity=180.71 cfs Outflow=0.03 cfs 0.017 af
Avg. Depth=0.01' Max Vel=0.62 fps Inflow=0.02 cfs 0.009 afReach 46R: DC-5
n=0.022 L=443.0' S=0.0158 '/' Capacity=167.78 cfs Outflow=0.02 cfs 0.008 af
Avg. Depth=0.01' Max Vel=0.49 fps Inflow=0.01 cfs 0.005 afReach 47R: DC-6
n=0.022 L=402.0' S=0.0100 '/' Capacity=133.14 cfs Outflow=0.01 cfs 0.004 af
Avg. Depth=0.01' Max Vel=0.60 fps Inflow=0.02 cfs 0.009 afReach 48R: DC-8
n=0.022 L=480.0' S=0.0146 '/' Capacity=207.85 cfs Outflow=0.02 cfs 0.009 af
Avg. Depth=0.00' Max Vel=0.48 fps Inflow=0.00 cfs 0.001 afReach 49R: DC-7
n=0.022 L=530.0' S=0.0094 '/' Capacity=129.64 cfs Outflow=0.00 cfs 0.001 af
Avg. Depth=0.01' Max Vel=0.78 fps Inflow=0.02 cfs 0.011 afReach DC-1: DC-1
n=0.025 L=341.0' S=0.0323 '/' Capacity=272.03 cfs Outflow=0.02 cfs 0.011 af
Avg. Depth=0.00' Max Vel=0.78 fps Inflow=0.01 cfs 0.007 afReach DC-2: DC-2
n=0.022 L=567.0' S=0.0247 '/' Capacity=270.45 cfs Outflow=0.01 cfs 0.007 af
Peak Elev=798.02' Storage=32 cf Inflow=0.00 cfs 0.001 afPond 20P: ST-1
Outflow=0.00 cfs 0.000 af
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 155Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Peak Elev=741.57' Inflow=0.05 cfs 0.022 afPond 35P: (new Pond)
36.0" x 145.0' Culvert Outflow=0.05 cfs 0.022 af
Peak Elev=741.54' Inflow=0.01 cfs 0.007 afPond 38P: (new Pond)
36.0" x 145.0' Culvert Outflow=0.01 cfs 0.007 af
Peak Elev=752.22' Storage=764 cf Inflow=0.03 cfs 0.018 afPond 43P: (new Pond)
Outflow=0.00 cfs 0.000 af
Peak Elev=752.30' Storage=740 cf Inflow=0.03 cfs 0.017 afPond 44P: (new Pond)
Outflow=0.00 cfs 0.000 af
Peak Elev=763.06' Inflow=0.03 cfs 0.018 afPond DI-1: DI-1
Outflow=0.03 cfs 0.018 af
Peak Elev=780.02' Inflow=0.03 cfs 0.017 afPond DI-2: DI-2
Outflow=0.03 cfs 0.017 af
Peak Elev=786.55' Storage=5,730 cf Inflow=6.09 cfs 0.307 afPond SB-1: SB-1
Primary=2.25 cfs 0.284 af Secondary=0.00 cfs 0.000 af Outflow=2.25 cfs 0.284 af
Peak Elev=736.03' Storage=1,348 cf Inflow=0.06 cfs 0.031 afPond SB-3: SB-3
Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af
Peak Elev=750.01' Storage=146 cf Inflow=0.01 cfs 0.003 afPond SB-8: SB-8
Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af
Total Runoff Area = 62.007 ac Runoff Volume = 0.385 af Average Runoff Depth = 0.07"
91.97% Pervious Area = 57.026 ac 8.03% Impervious Area = 4.981 ac
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 156Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 14S: (new Subcat)
Runoff = 0.01 cfs @ 13.44 hrs, Volume= 0.003 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
92,700 74 >75% Grass cover, Good, HSG C
92,700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=92,700 sf
Runoff Volume=0.003 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 157Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 15S: (new Subcat)
Runoff = 6.58 cfs @ 11.95 hrs, Volume= 0.308 af, Depth> 0.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
216,987 98 Paved parking & roofs
216,987 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
7
6
5
4
3
2
1
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=216,987 sf
Runoff Volume=0.308 af
Runoff Depth>0.74"
Tc=5.0 min
CN=98
6.58 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 158Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment 16S: (new Subcat)
Runoff = 0.00 cfs @ 13.44 hrs, Volume= 0.001 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
23,625 74 >75% Grass cover, Good, HSG C
23,625 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: (new Subcat)
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.002
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.000
0.000
0.000
0.000
0
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=23,625 sf
Runoff Volume=0.001 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 159Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-1: DP-1
Runoff = 0.00 cfs @ 13.44 hrs, Volume= 0.002 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
59,500 74 >75% Grass cover, Good, HSG C
59,500 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-1: DP-1
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.004
0.004
0.003
0.003
0.003
0.003
0.003
0.002
0.002
0.002
0.002
0.002
0.001
0.001
0.001
0.001
0.001
0.000
0.000
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=59,500 sf
Runoff Volume=0.002 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 160Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-10: DP-10
Runoff = 0.01 cfs @ 13.44 hrs, Volume= 0.003 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
101,643 74 >75% Grass cover, Good, HSG C
101,643 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-10: DP-10
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.007
0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=101,643 sf
Runoff Volume=0.003 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 161Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-11:
Runoff = 0.01 cfs @ 13.36 hrs, Volume= 0.003 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
106,500 74 >75% Grass cover, Good, HSG C
106,500 Pervious Area
Subcatchment A-11:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.007
0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=106,500 sf
Runoff Volume=0.003 af
Runoff Depth>0.02"
Tc=0.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 162Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-12:
Runoff = 0.00 cfs @ 13.44 hrs, Volume= 0.001 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
21,245 74 >75% Grass cover, Good, HSG C
21,245 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-12:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.000
0.000
0.000
0.000
0
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=21,245 sf
Runoff Volume=0.001 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 163Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-13:
Runoff = 0.01 cfs @ 13.44 hrs, Volume= 0.003 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
108,000 74 >75% Grass cover, Good, HSG C
108,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-13:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.007
0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=108,000 sf
Runoff Volume=0.003 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 164Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-14:
Runoff = 0.01 cfs @ 15.45 hrs, Volume= 0.007 af, Depth> 0.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
228,750 74 >75% Grass cover, Good, HSG C
228,750 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
60.7 300 0.0044 0.08 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment A-14:
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=228,750 sf
Runoff Volume=0.007 af
Runoff Depth>0.01"
Flow Length=300'
Slope=0.0044 '/'
Tc=60.7 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 165Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-2: DP-2
Runoff = 0.02 cfs @ 13.36 hrs, Volume= 0.009 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
272,350 74 >75% Grass cover, Good, HSG C
272,350 Pervious Area
Subcatchment A-2: DP-2
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.017
0.016
0.015
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=272,350 sf
Runoff Volume=0.009 af
Runoff Depth>0.02"
Tc=0.0 min
CN=74
0.02 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 166Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-3: DP-3
Runoff = 0.01 cfs @ 13.44 hrs, Volume= 0.007 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
215,378 74 >75% Grass cover, Good, HSG C
215,378 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-3: DP-3
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=215,378 sf
Runoff Volume=0.007 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 167Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-4: DP-4
Runoff = 0.02 cfs @ 13.44 hrs, Volume= 0.011 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
356,850 74 >75% Grass cover, Good, HSG C
356,850 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-4: DP-4
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.023
0.022
0.021
0.02
0.019
0.018
0.017
0.016
0.015
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=356,850 sf
Runoff Volume=0.011 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.02 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 168Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-5: DP-5
Runoff = 0.01 cfs @ 13.44 hrs, Volume= 0.007 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
221,200 74 >75% Grass cover, Good, HSG C
221,200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-5: DP-5
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=221,200 sf
Runoff Volume=0.007 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 169Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-6: DP-6
Runoff = 0.01 cfs @ 13.44 hrs, Volume= 0.004 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
114,700 74 >75% Grass cover, Good, HSG C
114,700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-6: DP-6
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.007
0.007
0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=114,700 sf
Runoff Volume=0.004 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 170Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-7: DP-7
Runoff = 0.01 cfs @ 13.44 hrs, Volume= 0.004 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
137,000 74 >75% Grass cover, Good, HSG C
137,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-7: DP-7
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.009
0.008
0.007
0.007
0.006
0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=137,000 sf
Runoff Volume=0.004 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 171Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-8: DP-8
Runoff = 0.01 cfs @ 13.44 hrs, Volume= 0.004 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
124,200 74 >75% Grass cover, Good, HSG C
124,200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-8: DP-8
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.008
0.007
0.007
0.006
0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=124,200 sf
Runoff Volume=0.004 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 172Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Subcatchment A-9: A-9
Runoff = 0.02 cfs @ 13.44 hrs, Volume= 0.009 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr First Flush Rainfall=1.00"
Area (sf) CN Description
300,405 74 >75% Grass cover, Good, HSG C
300,405 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment A-9: A-9
Runoff
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.019
0.018
0.017
0.016
0.015
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Type II 24-hr First Flush
Rainfall=1.00"
Runoff Area=300,405 sf
Runoff Volume=0.009 af
Runoff Depth>0.02"
Tc=5.0 min
CN=74
0.02 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 173Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 21R: (new Reach)
Inflow Area = 10.596 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.03 cfs @ 14.36 hrs, Volume= 0.014 af
Outflow = 0.03 cfs @ 14.67 hrs, Volume= 0.013 af, Atten= 0%, Lag= 18.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.91 fps, Min. Travel Time= 8.6 min
Avg. Velocity = 0.91 fps, Avg. Travel Time= 8.6 min
Peak Storage= 13 cf @ 14.53 hrs, Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 248.28 cfs
3.00' x 2.00' deep channel, n= 0.025 Earth, clean & winding
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 470.0' Slope= 0.0447 '/'
Inlet Invert= 801.00', Outlet Invert= 780.00'
‡
Reach 21R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Inflow Area=10.596 ac
Avg. Depth=0.01'
Max Vel=0.91 fps
n=0.025
L=470.0'
S=0.0447 '/'
Capacity=248.28 cfs
0.03 cfs0.03 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 174Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 22R: (new Reach)
Inflow Area = 9.230 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.02 cfs @ 13.91 hrs, Volume= 0.012 af
Outflow = 0.02 cfs @ 14.31 hrs, Volume= 0.012 af, Atten= 1%, Lag= 24.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.64 fps, Min. Travel Time= 9.3 min
Avg. Velocity = 0.64 fps, Avg. Travel Time= 9.3 min
Peak Storage= 13 cf @ 14.15 hrs, Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 175.09 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 360.0' Slope= 0.0222 '/'
Inlet Invert= 810.00', Outlet Invert= 802.00'
‡
Reach 22R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.0250.024
0.0230.0220.0210.020.019
0.0180.017
0.0160.0150.014
0.0130.012
0.0110.010.009
0.0080.007
0.0060.005
0.0040.0030.002
0.0010
Inflow Area=9.230 ac
Avg. Depth=0.01'
Max Vel=0.64 fps
n=0.025
L=360.0'
S=0.0222 '/'
Capacity=175.09 cfs
0.02 cfs0.02 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 175Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 23R: (new Reach)
Inflow Area = 4.981 ac, Inflow Depth > 0.74" for First Flush event
Inflow = 6.58 cfs @ 11.95 hrs, Volume= 0.308 af
Outflow = 6.09 cfs @ 12.00 hrs, Volume= 0.307 af, Atten= 7%, Lag= 2.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.54 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 0.97 fps, Avg. Travel Time= 6.1 min
Peak Storage= 622 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.41'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 152.91 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 354.0' Slope= 0.0169 '/'
Inlet Invert= 808.00', Outlet Invert= 802.00'
‡
Reach 23R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
7
6
5
4
3
2
1
0
Inflow Area=4.981 ac
Avg. Depth=0.41'
Max Vel=3.54 fps
n=0.025
L=354.0'
S=0.0169 '/'
Capacity=152.91 cfs
6.58 cfs
6.09 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 176Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 32R: (new Reach)
Inflow Area = 4.944 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.01 cfs @ 13.44 hrs, Volume= 0.007 af
Outflow = 0.01 cfs @ 13.93 hrs, Volume= 0.007 af, Atten= 1%, Lag= 29.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.98 fps, Min. Travel Time= 10.8 min
Avg. Velocity = 0.98 fps, Avg. Travel Time= 10.8 min
Peak Storage= 8 cf @ 13.75 hrs, Average Depth at Peak Storage= 0.00'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 267.13 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 638.0' Slope= 0.0517 '/'
Inlet Invert= 780.00', Outlet Invert= 747.00'
‡
Reach 32R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Inflow Area=4.944 ac
Avg. Depth=0.00'
Max Vel=0.98 fps
n=0.025
L=638.0'
S=0.0517 '/'
Capacity=267.13 cfs
0.01 cfs0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 177Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 33R: (new Reach)
Inflow Area = 19.293 ac, Inflow Depth > 0.01" for First Flush event
Inflow = 0.05 cfs @ 15.85 hrs, Volume= 0.023 af
Outflow = 0.05 cfs @ 16.07 hrs, Volume= 0.022 af, Atten= 0%, Lag= 13.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.57 fps, Min. Travel Time= 7.9 min
Avg. Velocity = 0.53 fps, Avg. Travel Time= 8.6 min
Peak Storage= 22 cf @ 15.93 hrs, Average Depth at Peak Storage= 0.03'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 123.35 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 272.0' Slope= 0.0110 '/'
Inlet Invert= 750.00', Outlet Invert= 747.00'
‡
Reach 33R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
0
Inflow Area=19.293 ac
Avg. Depth=0.03'
Max Vel=0.57 fps
n=0.025
L=272.0'
S=0.0110 '/'
Capacity=123.35 cfs
0.05 cfs0.05 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 178Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 34R: (new Reach)
Inflow Area = 16.848 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.04 cfs @ 14.67 hrs, Volume= 0.022 af
Outflow = 0.04 cfs @ 16.07 hrs, Volume= 0.019 af, Atten= 2%, Lag= 83.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.68 fps, Min. Travel Time= 29.9 min
Avg. Velocity = 0.68 fps, Avg. Travel Time= 29.9 min
Peak Storage= 72 cf @ 15.57 hrs, Average Depth at Peak Storage= 0.02'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 184.49 cfs
3.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 1,216.0' Slope= 0.0247 '/'
Inlet Invert= 780.00', Outlet Invert= 750.00'
‡
Reach 34R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.046
0.044
0.042
0.04
0.038
0.036
0.034
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.0140.012
0.01
0.008
0.006
0.004
0.002
0
Inflow Area=16.848 ac
Avg. Depth=0.02'
Max Vel=0.68 fps
n=0.025
L=1,216.0'
S=0.0247 '/'
Capacity=184.49 cfs
0.04 cfs
0.04 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 179Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 36R: DC-3
Inflow Area = 14.369 ac, Inflow Depth > 0.01" for First Flush event
Inflow = 0.03 cfs @ 15.58 hrs, Volume= 0.017 af
Outflow = 0.03 cfs @ 15.75 hrs, Volume= 0.017 af, Atten= 0%, Lag= 10.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.82 fps, Min. Travel Time= 5.1 min
Avg. Velocity = 0.82 fps, Avg. Travel Time= 5.1 min
Peak Storage= 11 cf @ 15.67 hrs, Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 254.89 cfs
4.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 16.00'
Length= 250.0' Slope= 0.0360 '/'
Inlet Invert= 792.00', Outlet Invert= 783.00'
‡
Reach 36R: DC-3
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.038
0.036
0.034
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Inflow Area=14.369 ac
Avg. Depth=0.01'
Max Vel=0.82 fps
n=0.025
L=250.0'
S=0.0360 '/'
Capacity=254.89 cfs
0.03 cfs0.03 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 180Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 45R: DC-4
Inflow Area = 14.369 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.03 cfs @ 15.19 hrs, Volume= 0.018 af
Outflow = 0.03 cfs @ 15.58 hrs, Volume= 0.017 af, Atten= 0%, Lag= 23.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.66 fps, Min. Travel Time= 12.3 min
Avg. Velocity = 0.66 fps, Avg. Travel Time= 12.3 min
Peak Storage= 26 cf @ 15.38 hrs, Average Depth at Peak Storage= 0.02'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 180.71 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 491.0' Slope= 0.0183 '/'
Inlet Invert= 799.00', Outlet Invert= 790.00'
‡
Reach 45R: DC-4
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.038
0.036
0.034
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Inflow Area=14.369 ac
Avg. Depth=0.02'
Max Vel=0.66 fps
n=0.022
L=491.0'
S=0.0183 '/'
Capacity=180.71 cfs
0.03 cfs0.03 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 181Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 46R: DC-5
Inflow Area = 6.484 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.02 cfs @ 14.93 hrs, Volume= 0.009 af
Outflow = 0.02 cfs @ 15.28 hrs, Volume= 0.008 af, Atten= 0%, Lag= 21.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.62 fps, Min. Travel Time= 12.0 min
Avg. Velocity = 0.62 fps, Avg. Travel Time= 12.0 min
Peak Storage= 11 cf @ 15.08 hrs, Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 167.78 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 443.0' Slope= 0.0158 '/'
Inlet Invert= 806.00', Outlet Invert= 799.00'
‡
Reach 46R: DC-5
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.017
0.016
0.015
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Inflow Area=6.484 ac
Avg. Depth=0.01'
Max Vel=0.62 fps
n=0.022
L=443.0'
S=0.0158 '/'
Capacity=167.78 cfs
0.02 cfs0.02 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 182Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 47R: DC-6
Inflow Area = 3.339 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.01 cfs @ 13.74 hrs, Volume= 0.005 af
Outflow = 0.01 cfs @ 15.20 hrs, Volume= 0.004 af, Atten= 1%, Lag= 87.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.49 fps, Min. Travel Time= 13.7 min
Avg. Velocity = 0.49 fps, Avg. Travel Time= 13.7 min
Peak Storage= 7 cf @ 14.97 hrs, Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 133.14 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 402.0' Slope= 0.0100 '/'
Inlet Invert= 808.00', Outlet Invert= 804.00'
‡
Reach 47R: DC-6
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.009
0.009
0.008
0.007
0.007
0.006
0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Inflow Area=3.339 ac
Avg. Depth=0.01'
Max Vel=0.49 fps
n=0.022
L=402.0'
S=0.0100 '/'
Capacity=133.14 cfs
0.01 cfs0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 183Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 48R: DC-8
Inflow Area = 6.896 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.02 cfs @ 13.44 hrs, Volume= 0.009 af
Outflow = 0.02 cfs @ 14.04 hrs, Volume= 0.009 af, Atten= 2%, Lag= 36.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.60 fps, Min. Travel Time= 13.4 min
Avg. Velocity = 0.60 fps, Avg. Travel Time= 13.4 min
Peak Storage= 14 cf @ 13.81 hrs, Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 207.85 cfs
5.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 480.0' Slope= 0.0146 '/'
Inlet Invert= 813.00', Outlet Invert= 806.00'
‡
Reach 48R: DC-8
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.019
0.018
0.017
0.016
0.015
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Inflow Area=6.896 ac
Avg. Depth=0.01'
Max Vel=0.60 fps
n=0.022
L=480.0'
S=0.0146 '/'
Capacity=207.85 cfs
0.02 cfs
0.02 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 184Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach 49R: DC-7
Inflow Area = 0.488 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.00 cfs @ 13.44 hrs, Volume= 0.001 af
Outflow = 0.00 cfs @ 15.29 hrs, Volume= 0.001 af, Atten= 3%, Lag= 111.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.48 fps, Min. Travel Time= 18.5 min
Avg. Velocity = 0.48 fps, Avg. Travel Time= 18.5 min
Peak Storage= 1 cf @ 14.98 hrs, Average Depth at Peak Storage= 0.00'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 129.64 cfs
3.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 15.00'
Length= 530.0' Slope= 0.0094 '/'
Inlet Invert= 813.00', Outlet Invert= 808.00'
‡
Reach 49R: DC-7
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.000
0.000
0.000
0.000
0
0
Inflow Area=0.488 ac
Avg. Depth=0.00'
Max Vel=0.48 fps
n=0.022
L=530.0'
S=0.0094 '/'
Capacity=129.64 cfs
0.00 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 185Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach DC-1: DC-1
Inflow Area = 8.192 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.02 cfs @ 13.44 hrs, Volume= 0.011 af
Outflow = 0.02 cfs @ 13.72 hrs, Volume= 0.011 af, Atten= 1%, Lag= 17.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.78 fps, Min. Travel Time= 7.3 min
Avg. Velocity = 0.78 fps, Avg. Travel Time= 7.3 min
Peak Storage= 9 cf @ 13.60 hrs, Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 272.03 cfs
5.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 341.0' Slope= 0.0323 '/'
Inlet Invert= 780.00', Outlet Invert= 769.00'
‡
Reach DC-1: DC-1
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.023
0.022
0.021
0.02
0.019
0.018
0.017
0.016
0.015
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.0070.006
0.005
0.004
0.003
0.002
0.001
0
Inflow Area=8.192 ac
Avg. Depth=0.01'
Max Vel=0.78 fps
n=0.025
L=341.0'
S=0.0323 '/'
Capacity=272.03 cfs
0.02 cfs0.02 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 186Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Reach DC-2: DC-2
Inflow Area = 5.078 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.01 cfs @ 13.44 hrs, Volume= 0.007 af
Outflow = 0.01 cfs @ 13.99 hrs, Volume= 0.007 af, Atten= 1%, Lag= 33.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.78 fps, Min. Travel Time= 12.2 min
Avg. Velocity = 0.78 fps, Avg. Travel Time= 12.2 min
Peak Storage= 9 cf @ 13.79 hrs, Average Depth at Peak Storage= 0.00'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 270.45 cfs
5.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 567.0' Slope= 0.0247 '/'
Inlet Invert= 783.00', Outlet Invert= 769.00'
‡
Reach DC-2: DC-2
InflowOutflow
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.014
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Inflow Area=5.078 ac
Avg. Depth=0.00'
Max Vel=0.78 fps
n=0.022
L=567.0'
S=0.0247 '/'
Capacity=270.45 cfs
0.01 cfs0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 187Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 20P: ST-1
Inflow Area = 0.542 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.00 cfs @ 13.44 hrs, Volume= 0.001 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 798.02' @ 20.00 hrs Surf.Area= 1,822 sf Storage= 32 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 798.00' 5,325 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
798.00 1,807 0 0
800.00 3,518 5,325 5,325
Device Routing Invert Outlet Devices
#1 Primary 799.50'30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=798.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 188Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 20P: ST-1
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.002
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.000
0.000
0.000
0.000
0
0
Inflow Area=0.542 ac
Peak Elev=798.02'
Storage=32 cf
0.00 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 189Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 35P: (new Pond)
Inflow Area = 19.293 ac, Inflow Depth > 0.01" for First Flush event
Inflow = 0.05 cfs @ 16.07 hrs, Volume= 0.022 af
Outflow = 0.05 cfs @ 16.07 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min
Primary = 0.05 cfs @ 16.07 hrs, Volume= 0.022 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 741.57' @ 16.07 hrs
Device Routing Invert Outlet Devices
#1 Primary 741.50'36.0" x 145.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 739.50' S= 0.0138 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=0.04 cfs @ 16.07 hrs HW=741.57' (Free Discharge)
1=Culvert (Barrel Controls 0.04 cfs @ 1.64 fps)
Pond 35P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
0
Inflow Area=19.293 ac
Peak Elev=741.57'
36.0" x 145.0' Culvert
0.05 cfs0.05 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 190Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 38P: (new Pond)
Inflow Area = 4.944 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.01 cfs @ 13.93 hrs, Volume= 0.007 af
Outflow = 0.01 cfs @ 13.93 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min
Primary = 0.01 cfs @ 13.93 hrs, Volume= 0.007 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 741.54' @ 13.93 hrs
Device Routing Invert Outlet Devices
#1 Primary 741.50'36.0" x 145.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 739.50' S= 0.0138 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
Primary OutFlow Max=0.01 cfs @ 13.93 hrs HW=741.54' (Free Discharge)
1=Culvert (Barrel Controls 0.01 cfs @ 1.07 fps)
Pond 38P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.013
0.012
0.011
0.01
0.009
0.008
0.007
0.006
0.005
0.004
0.003
0.002
0.001
0
Inflow Area=4.944 ac
Peak Elev=741.54'
36.0" x 145.0' Culvert
0.01 cfs0.01 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 191Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 43P: (new Pond)
Inflow Area = 13.270 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.03 cfs @ 13.87 hrs, Volume= 0.018 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 752.22' @ 20.00 hrs Surf.Area= 3,590 sf Storage= 764 cf
Flood Elev= 754.00' Surf.Area= 5,020 sf Storage= 8,435 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 752.00' 8,435 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 3,415 0 0
754.00 5,020 8,435 8,435
Device Routing Invert Outlet Devices
#1 Primary 754.00'70.0' long x 8.0' 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=752.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 192Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 43P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.036
0.034
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Inflow Area=13.270 ac
Peak Elev=752.22'
Storage=764 cf
0.03 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 193Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 44P: (new Pond)
Inflow Area = 14.369 ac, Inflow Depth > 0.01" for First Flush event
Inflow = 0.03 cfs @ 15.75 hrs, Volume= 0.017 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 752.30' @ 20.00 hrs Surf.Area= 2,563 sf Storage= 740 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 752.00' 6,368 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 2,290 0 0
754.00 4,078 6,368 6,368
Device Routing Invert Outlet Devices
#1 Primary 754.00'35.0' long x 8.0' 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=752.00' (Free Discharge)
1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 194Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond 44P: (new Pond)
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.038
0.036
0.034
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Inflow Area=14.369 ac
Peak Elev=752.30'
Storage=740 cf
0.03 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 195Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond DI-1: DI-1
Inflow Area = 13.270 ac, Inflow Depth > 0.02" for First Flush event
Inflow = 0.03 cfs @ 13.87 hrs, Volume= 0.018 af
Outflow = 0.03 cfs @ 13.87 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min
Primary = 0.03 cfs @ 13.87 hrs, Volume= 0.018 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 763.06' @ 13.87 hrs
Device Routing Invert Outlet Devices
#1 Primary 763.00'30.0" x 130.0' long Culvert RCP, groove end projecting, Ke= 0.200 Outlet Invert= 752.00' S= 0.0846 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Primary 768.00'4.0' long Sharp-Crested Rectangular Weir X 4.00 2 End Contraction(s)
Primary OutFlow Max=0.03 cfs @ 13.87 hrs HW=763.06' (Free Discharge)
1=Culvert (Inlet Controls 0.03 cfs @ 1.03 fps)
2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond DI-1: DI-1
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Flo
w

(
c
f
s
)
0.036
0.034
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Inflow Area=13.270 ac
Peak Elev=763.06'
0.03 cfs0.03 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 196Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond DI-2: DI-2
Inflow Area = 14.369 ac, Inflow Depth > 0.01" for First Flush event
Inflow = 0.03 cfs @ 15.75 hrs, Volume= 0.017 af
Outflow = 0.03 cfs @ 15.75 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min
Primary = 0.03 cfs @ 15.75 hrs, Volume= 0.017 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 780.02' @ 15.75 hrs
Device Routing Invert Outlet Devices
#1 Primary 776.00'30.0" x 180.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 752.00' S= 0.1333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 780.00'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.02 cfs @ 15.75 hrs HW=780.02' (Free Discharge)
1=Culvert (Passes 0.02 cfs of 39.32 cfs potential flow)
2=Sharp-Crested Rectangular Weir (Weir Controls 0.02 cfs @ 0.44 fps)
Pond DI-2: DI-2
InflowPrimary
Hydrograph
Time (hours)201918171615141312111098765
Flo
w

(
c
f
s
)
0.038
0.036
0.034
0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Inflow Area=14.369 ac
Peak Elev=780.02'
0.03 cfs0.03 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 197Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-1: SB-1
Inflow Area = 4.981 ac, Inflow Depth > 0.74" for First Flush event
Inflow = 6.09 cfs @ 12.00 hrs, Volume= 0.307 af
Outflow = 2.25 cfs @ 12.14 hrs, Volume= 0.284 af, Atten= 63%, Lag= 8.4 min
Primary = 2.25 cfs @ 12.14 hrs, Volume= 0.284 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 786.55' @ 12.14 hrs Surf.Area= 10,677 sf Storage= 5,730 cf
Flood Elev= 790.00' Surf.Area= 14,004 sf Storage= 48,238 cf
Plug-Flow detention time= 85.5 min calculated for 0.283 af (92% of inflow)
Center-of-Mass det. time= 58.0 min ( 813.3 - 755.3 )
Volume Invert Avail.Storage Storage Description
#1 786.00' 121,197 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
786.00 10,162 0 0
788.00 12,036 22,198 22,198
790.00 14,004 26,040 48,238
792.00 18,085 32,089 80,327
794.00 22,785 40,870 121,197
Device Routing Invert Outlet Devices
#1 Secondary 790.30'0.7" Vert. Orifice/Grate X 5.00 C= 0.600
#2 Primary 786.00'36.0" x 200.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 766.00' S= 0.1000 '/' Cc= 0.900
n= 0.025 Corrugated metal
Primary OutFlow Max=2.23 cfs @ 12.14 hrs HW=786.55' (Free Discharge)
2=Culvert (Inlet Controls 2.23 cfs @ 2.52 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=786.00' (Free Discharge)
1=Orifice/Grate ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 198Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-1: SB-1
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
6
5
4
3
2
1
0
Inflow Area=4.981 ac
Peak Elev=786.55'
Storage=5,730 cf
6.09 cfs
2.25 cfs2.25 cfs
0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 199Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-3: SB-3
Inflow Area = 26.365 ac, Inflow Depth > 0.01" for First Flush event
Inflow = 0.06 cfs @ 15.77 hrs, Volume= 0.031 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 736.03' @ 20.00 hrs Surf.Area= 40,932 sf Storage= 1,348 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 736.00' 289,892 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
736.00 40,849 0 0
738.00 45,890 86,739 86,739
740.00 50,800 96,690 183,429
742.00 55,663 106,463 289,892
Device Routing Invert Outlet Devices
#1 Primary 734.00'42.0" x 90.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 720.00' S= 0.1556 '/' Cc= 0.900
n= 0.025 Corrugated metal
#2 Device 1 739.20'0.7" Vert. Orifice/Grate X 5.00 C= 0.600
#3 Device 1 739.30'72.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 742.00'25.0' long x 18.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=736.00' (Free Discharge)
1=Culvert (Passes 0.00 cfs of 27.36 cfs potential flow)
2=Orifice/Grate ( Controls 0.00 cfs)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=736.00' (Free Discharge)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 200Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-3: SB-3
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.065
0.06
0.055
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
0
Inflow Area=26.365 ac
Peak Elev=736.03'
Storage=1,348 cf
0.06 cfs
0.00 cfs0.00 cfs0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 201Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-8: SB-8
Inflow Area = 30.118 ac, Inflow Depth > 0.00" for First Flush event
Inflow = 0.01 cfs @ 13.44 hrs, Volume= 0.003 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 750.01' @ 20.00 hrs Surf.Area= 10,124 sf Storage= 146 cf
Flood Elev= 756.50' Surf.Area= 34,485 sf Storage= 120,028 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 750.00' 175,613 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
750.00 10,100 0 0
752.00 13,350 23,450 23,450
754.00 16,822 30,172 53,622
756.00 32,770 49,592 103,214
758.00 39,629 72,399 175,613
Device Routing Invert Outlet Devices
#1 Primary 750.00'24.0" x 90.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 740.00' S= 0.1111 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 750.50'Special & User-Defined
Head (feet) 0.00 0.10 1.00 10.00
Disch. (cfs) 0.000 1.000 1.000 1.000
#3 Device 1 755.00'30.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 756.00'20.0' long x 50.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=750.00' (Free Discharge)
1=Culvert ( Controls 0.00 cfs)
2=Special & User-Defined ( Controls 0.00 cfs)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=750.00' (Free Discharge)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
Type II 24-hr First Flush Rainfall=1.00"HydroCAD - WIHP-16-1
Page 202Prepared by Smith Gardner, Inc
5/10/2016HydroCAD® 8.00 s/n 001426 © 2006 HydroCAD Software Solutions LLC
Pond SB-8: SB-8
InflowOutflowPrimarySecondary
Hydrograph
Time (hours)201918171615141312111098765
Fl
o
w

(
c
f
s
)
0.007
0.006
0.005
0.005
0.004
0.004
0.003
0.003
0.002
0.002
0.001
0.001
0.000
0
Inflow Area=30.118 ac
Peak Elev=750.01'
Storage=146 cf
0.01 cfs
0.00 cfs0.00 cfs0.00 cfs
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DRAINAGE CHANNEL
ADDRESS TEL WEB
PROJECT SHEET 1 OF DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCES:
ANALYSIS:The following approach is used in the design of drainage channels:
1.
2.
3.
4.
5.
6.
CALCULATIONS:
- Manning’s Equation:
(HEC-22 Eq. 5-5)
where:Q =discharge (cfs)
n = Manning’s roughness coefficient (See Below)A = cross sectional area of flow (ft2)
R = hydraulic radius (ft) = A/P
P = wetted perimeter
S = slope of channel (ft/ft)
V = average channel velocity (ft/sec)
Compare the velocity and/or shear stress to allowable values (the maximum slope values will
control). If values are exceeded, revise design parameters as required.
Based on normal depth values and required freeboard (generally use the greater of 6 inches or
25% of the flow depth), determine the minimum channel depth and top width for both max./min.
slopes (the minimum slope values will control).
If the channel has a significant curved reach, evaluate the shear stress and superelevation of
the water surface in the bend.
North Carolina Division of Land Resources (2013 Updates), North Carolina Erosion & Sediment Control
Planning & Design Manual, Raleigh, NC.
Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design, NC State Univ.,
Raleigh, NC.
Pennsylvania DEP Bureau of Watershed Protection (2000), Erosion and Sediment Pollution Control
Program Manual.
Determine the peak discharge from the design storm(s) (from HydroCAD or spreadsheet
methods). For permanent linings (Grass, TRM, rip rap, gabions, etc.) use the peak discharge
from the 25-Yr 24-Hr storm unless otherwise specified. For grass lined channels, a smaller
design storm (2-Yr 24-Hr - unless otherwise specified) is used to evaluate temporary linings.
Input other design parameters (bottom width; side slopes; minimum freeboard, min./max.
slopes; and channel lining).
Based on the design parameters calculate normal depth of flow, velocity, Froude number, and
maximum shear stress for both max./min. slopes. Also determine the critical slope and
corresponding normal depth.
CTS
Drainage Channel Analysis WIHIGHPOINT-16-1 SWH
To design drainage channels, ditches, etc. to handle stormwater flow from the design storm(s). The main
design criteria will be to ensure that all drainage channels, ditches, etc. will be able to accommodate the
peak discharge from the design storm without overtopping and without exceeding the allowable shear
stress and/or velocity of the selected channel lining.
Federal Highway Administration (2001), Urban Drainage Design Manual, Hydraulic Engineering Circular
No. 22, FHWA NHI-01-021, Second Ed., U.S. Dept. of Transportation, Washington, D.C.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
WI High Point C&D Landfill 4/13/2016
Q AR S
n AV==149 2 3 1 2./ /
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DRAINAGE CHANNEL
PROJECT SHEET 2 OF 0 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
- Maximum Shear Stress (Tractive Force Method):
(HEC-22 Eq. 5-13)
where: τ d = maximum shear stress on channel lining (psf)γ = unit weight of water (62.4 pcf)
d = maximum depth of flow (ft)
S = channel slope (ft/ft)
- Froude Number:
where: F r = Froude number (dimensionless)
v = flow velocity (ft/sec)
g = acceleration of gravity (32.2 ft/sec2)
A = cross-sectional area of flow (ft2)
T = top width of flow (ft)
Critical Slope:
- Manning’s Roughness Coefficient (n):
Grass:
(HEC-22 Eq. 5-6 - 5-10)
where:R = hydraulic radius (ft)
K = vegetative coefficient (depending on retardance class)
= 15.8 (Class A)= 23.0 (Class B)
= 30.2 (Class C)
= 34.6 (Class D)
= 37.7 (Class E)
S = slope of channel (ft/ft)
Rip Rap:
(PA DEP Manual Fig. 3)
where:y = depth of flow (ft)
d 50 = median size of rip rap (ft)
Drainage Channel Analysis WIHIGHPOINT-16-1 SWH
Note that A/T = the hydraulic depth (D). For Fr > 1.0, flow is supercritical; Fr < 1.0, flow is subcritical; Fr = 1.0, flow is
critical.
The critical slope (Sc) is the slope at which Fr = 1.0. When the slope is between 0.7Sc and 1.3Sc , unstable
flow may occur as small flow disturbances can initiate a change in the flow state. If slopes are within this
range, consider additional freeboard.
WI High Point C&D Landfill 4/13/2016CTS
τ γddS=
Fr v
gA
T
=
( )[]n R
K R S
=+
1 6
14 0 41997
/
. ..log
n y
y
d
=

+
1 6
50
216 14
/
.log
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DRAINAGE CHANNEL
PROJECT SHEET 3 OF 0 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
- Curved Channels (Where Applicable):
Shear Stress in Bend:
(HEC-22 Eq. 5-15)
where: τd = bend shear stress (psf)
K b = function of Rc/B (use HEC-22 Chart 21)
τd = maximum shear stress on channel lining (psf)
R c = radius to the centerline of the channel (ft)B = bottom width of channel (ft)
Superelevation at Outside of Bend:
(HEC-22 Eq. 5-11 modified)
where: ∆d =
V = average channel velocity (ft/sec)T = top width of flow (ft)
g = acceleration of gravity (32.2 ft/sec2)
R c = radius to the centerline of the channel (ft)
- Allowable Shear Stress/Velocity:
Grass-Lined Channels:
Class A: 3.7
Class B: 2.1Class C:1
Class D: 0.6
Class E: 0.35
Rip Rap-Lined Channels:
(HEC-22 Eq. 5-17)
where:τallow = allowable shear stress (psf)
d 50 = median size of rip rap (ft)
For rip rap-lined channels, an allowable velocity approach is applicable for slopes flatter than 10% (see table below). For slopes of 10% or steeper, use the following equation:
CTS
Drainage Channel Analysis WIHIGHPOINT-16-1 SWH
superelevation of water surface between the outer channel bank and the
centerline of the channel (avg. water surface before bend) (ft)
For grass-lined channels, an allowable velocity approach is applicable for slopes flatter than 10%. For
slopes of 10% and steeper appropriate permanent linings should be used. For use in the evaluation of
curved channels, the following allowable shear stress values (lb/ft2) can be assumed based on retardance
class:
WI High Point C&D Landfill 4/13/2016
τ τb b d
K=
∆d V T
gRc
=05 2.
τ allow d= ×4 50
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DRAINAGE CHANNEL
PROJECT SHEET 4 OF 0 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
Ref: PA DEP Manual Table 9
Reno Mattress or Gabion-Lined Channels:
Ref: PA DEP Manual Table 13
For Reno mattress or gabion-lined channels, use allowable velocity for slopes flatter than 10% and
allowable shear stress for slopes of 10% or steeper (see table below).
WI High Point C&D Landfill 4/13/2016CTS
Drainage Channel Analysis WIHIGHPOINT-16-1 SWH
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DC-1 DRAINAGE CHANNEL
PROJECT SHEETJOB #SUBJECT DATECOMPUTED BYChannel No.CHECKED BY
Design Parameters:
PEAK DISCHARGE, Q25 =42.8 ft3/s Source:HydroCAD 25-Yr 24-Hr
Bottom Width, B =5.0 ft Turf Reinforcement Matting (TRM) Lining:
Left Side Slope, z1 =3.0 horizontal :1 vertical Grass Retardance = D
Right Side Slope, z2 =3.0 horizontal :1 vertical K =34.6
TRM Product Name =
Minimum Freeboard =0.5 ft τallow =5.0 lb/ft2
Maximum Channel Slope, S max =0.032 ft/ft
Minimum Channel Slope, S min =0.032 ft/ft
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Factor
(Norm. Depth)Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress of Safety
Yn Coefficient A P R=A/P T D=A/T Vn Q F r (Normal)τd τallow/τd
ft n ft2 ft ft ft ft ft/s ft3/s #lb/ft2
Maximum Slope:
1.11 0.049 9.25 12.02 0.77 11.66 0.79 4.59 42.4 0.91 2.2 2.2
Minimum Slope:
1.11 0.049 9.25 12.02 0.77 11.66 0.79 4.59 42.4 0.91 2.2 2.2
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit. Depth)Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope
Y c Coefficient A P R=A/P T D=A/T Z=AD1/2 Q Vc F r (Critical)S c
ft n ft2 ft ft ft ft ft2.5 ft3/s ft/s #ft/ft
1.06 0.048 8.67 11.70 0.74 11.36 0.76 7.58 43.0 4.96 1.00 0.039
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.61 14.66 1.61 14.66
O.K.
Critical Depth
Comment
Slopes Near Sc - Check Freeboard.
Determination of Minimum Channel Depth & Top Width
Maximum Slope Minimum Slope
DC-1 SWH
Propex - Landlok TRM 435, or equal
Normal Depth
Comment
O.K.
WI High Point C&D Landfill /
WIHIGHPOINT-16-1Drainage Channel Analysis (TRM Lined)4/16/2016CTS
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DC-2 DRAINAGE CHANNEL
PROJECT SHEETJOB #SUBJECT DATECOMPUTED BYChannel No.CHECKED BY
Design Parameters:
PEAK DISCHARGE, Q25 =23.6 ft3/s Source:HydroCAD 25-Yr 24-Hr
Bottom Width, B =5.0 ft Turf Reinforcement Matting (TRM) Lining:
Left Side Slope, z1 =3.0 horizontal :1 vertical Grass Retardance = D
Right Side Slope, z2 =3.0 horizontal :1 vertical K =34.6
TRM Product Name =
Minimum Freeboard =0.5 ft τallow =5.0 lb/ft2
Maximum Channel Slope, S max =0.025 ft/ft
Minimum Channel Slope, S min =0.025 ft/ft
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Factor
(Norm. Depth)Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress of Safety
Yn Coefficient A P R=A/P T D=A/T Vn Q F r (Normal)τd τallow/τd
ft n ft2 ft ft ft ft ft/s ft3/s #lb/ft2
Maximum Slope:
0.94 0.055 7.35 10.95 0.67 10.64 0.69 3.24 23.8 0.69 1.4 3.5
Minimum Slope:
0.94 0.055 7.35 10.95 0.67 10.64 0.69 3.24 23.8 0.69 1.4 3.5
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit. Depth)Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope
Y c Coefficient A P R=A/P T D=A/T Z=AD1/2 Q Vc F r (Critical)S c
ft n ft2 ft ft ft ft ft2.5 ft3/s ft/s #ft/ft
0.75 0.053 5.44 9.74 0.56 9.50 0.57 4.11 23.3 4.29 1.00 0.050
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.44 13.64 1.44 13.64
O.K.
Critical Depth
Comment
Flow is Stable.
Determination of Minimum Channel Depth & Top Width
Maximum Slope Minimum Slope
DC-2 SWH
Propex - Landlok TRM 435, or equal
Normal Depth
Comment
O.K.
WI High Point C&D Landfill /
WIHIGHPOINT-16-1Drainage Channel Analysis (TRM Lined)4/16/2016CTS
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DC-3 DRAINAGE CHANNEL
PROJECT SHEETJOB #SUBJECT DATECOMPUTED BYChannel No.CHECKED BY
Design Parameters:
PEAK DISCHARGE, Q25 =48.8 ft3/s Source:HydroCAD 25-Yr 24-Hr
Bottom Width, B =5.0 ft Turf Reinforcement Matting (TRM) Lining:
Left Side Slope, z1 =3.0 horizontal :1 vertical Grass Retardance = D
Right Side Slope, z2 =3.0 horizontal :1 vertical K =34.6
TRM Product Name =
Minimum Freeboard =0.5 ft τallow =5.0 lb/ft2
Maximum Channel Slope, S max =0.036 ft/ft
Minimum Channel Slope, S min =0.036 ft/ft
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Factor
(Norm. Depth)Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress of Safety
Yn Coefficient A P R=A/P T D=A/T Vn Q F r (Normal)τd τallow/τd
ft n ft2 ft ft ft ft ft/s ft3/s #lb/ft2
Maximum Slope:
1.14 0.048 9.60 12.21 0.79 11.84 0.81 5.06 48.5 0.99 2.6 2.0
Minimum Slope:
1.14 0.048 9.60 12.21 0.79 11.84 0.81 5.06 48.5 0.99 2.6 2.0
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit. Depth)Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope
Y c Coefficient A P R=A/P T D=A/T Z=AD1/2 Q Vc F r (Critical)S c
ft n ft2 ft ft ft ft ft2.5 ft3/s ft/s #ft/ft
1.14 0.048 9.60 12.21 0.79 11.84 0.81 8.64 49.0 5.11 1.00 0.037
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.64 14.84 1.64 14.84
WI High Point C&D Landfill /
WIHIGHPOINT-16-1Drainage Channel Analysis (TRM Lined)4/16/2016CTSDC-3 SWH
Propex - Landlok TRM 435, or equal
Normal Depth
Comment
O.K.
O.K.
Critical Depth
Comment
Slopes Near Sc - Check Freeboard.
Determination of Minimum Channel Depth & Top Width
Maximum Slope Minimum Slope
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DC-4 DRAINAGE CHANNEL
PROJECT SHEET
JOB #SUBJECT DATECOMPUTED BYChannel No.CHECKED BY
Design Parameters:
PEAK DISCHARGE, Q2 =15.6 ft3/s Source:HydroCAD 2-Yr 24-Hr
PEAK DISCHARGE, Q25 =43.1 ft3/s Source:HydroCAD 25-Yr 24-Hr
Bottom Width, B =3.0 ft Permanent Grass Lining:Temporary Lining:
Left Side Slope, z1 =3.0 horizontal :1 vertical Grass Retardance = D Temporary Lining Used (Y/N) = Y
Right Side Slope, z2 =3.0 horizontal :1 vertical K =34.6 RECP Product Name =NA Green - Curlex I, or equal
V allow =4.5 ft/sec Manning's Coefficient, n =0.035
Minimum Freeboard =0.5 ft τallow =0.60 lb/ft2 τallow =1.55 lb/ft2
Maximum Channel Slope, Smax =0.026 ft/ft Bare Ground (If Temporary Liner Not Used):
Minimum Channel Slope, S min =0.026 ft/ft Manning's Coefficient, n =0.020
V allow =2.0 ft/sec
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm. Depth)Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity (V) or of Safety
Yn Coefficient A P R=A/P T D=A/T Vn Q Fr (Normal)τd Sh. Stress (S)vallow/vn or
ft n ft2 ft ft ft ft ft/s ft3/s #lb/ft2 Used?τallow/τd
Maximum Slope:
0.71 0.035 3.64 7.49 0.49 7.26 0.50 4.26 15.5 1.06 1.2 S 1.3
Minimum Slope:
0.71 0.035 3.64 7.49 0.49 7.26 0.50 4.26 15.5 1.06 1.2 S 1.3
Maximum Slope:
1.38 0.049 9.85 11.73 0.84 11.28 0.87 4.38 43.2 0.83 2.3 V 1.0
Minimum Slope:
1.38 0.049 9.85 11.73 0.84 11.28 0.87 4.38 43.2 0.83 2.3 V 1.0
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit. Depth)Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope
Yc Coefficient A P R=A/P T D=A/T Z=AD1/2 Q Vc Fr (Critical)S c
ft n ft2 ft ft ft ft ft2.5 ft3/s ft/s #ft/ft
0.74 0.035 3.86 7.68 0.50 7.44 0.52 2.78 15.8 4.09 1.00 0.023
1.25 0.048 8.44 10.91 0.77 10.50 0.80 7.56 42.9 5.09 1.00 0.037
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.88 14.28 1.88 14.28
Maximum Slope Minimum Slope
Comment
Q2
Slopes Near Sc - Check Freeboard.
Q25
Slopes Near Sc - Check Freeboard.
Determination of Minimum Channel Depth & Top Width (Based on Q25)
O.K.
O.K.
Q25
O.K.
O.K.
Critical Depth
DC-4 SWH
Normal Depth
Comment
Q2
WI High Point C&D Landfill /WIHIGHPOINT-16-1Drainage Channel Analysis (Grass Lined)4/13/2016CTS
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DC-5 DRAINAGE CHANNEL
PROJECT SHEET
JOB #SUBJECT DATECOMPUTED BYChannel No.CHECKED BY
Design Parameters:
PEAK DISCHARGE, Q2 =11.0 ft3/s Source:HydroCAD 2-Yr 24-Hr
PEAK DISCHARGE, Q25 =29.9 ft3/s Source:HydroCAD 25-Yr 24-Hr
Bottom Width, B =3.0 ft Permanent Grass Lining:Temporary Lining:
Left Side Slope, z1 =3.0 horizontal :1 vertical Grass Retardance = D Temporary Lining Used (Y/N) = Y
Right Side Slope, z2 =3.0 horizontal :1 vertical K =34.6 RECP Product Name =NA Green - Curlex I, or equal
V allow =4.5 ft/sec Manning's Coefficient, n =0.035
Minimum Freeboard =0.5 ft τallow =0.60 lb/ft2 τallow =1.55 lb/ft2
Maximum Channel Slope, Smax =0.016 ft/ft Bare Ground (If Temporary Liner Not Used):
Minimum Channel Slope, S min =0.016 ft/ft Manning's Coefficient, n =0.020
V allow =2.0 ft/sec
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm. Depth)Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity (V) or of Safety
Yn Coefficient A P R=A/P T D=A/T Vn Q Fr (Normal)τd Sh. Stress (S)vallow/vn or
ft n ft2 ft ft ft ft ft/s ft3/s #lb/ft2 Used?τallow/τd
Maximum Slope:
0.68 0.035 3.43 7.30 0.47 7.08 0.48 3.25 11.1 0.82 0.7 S 2.3
Minimum Slope:
0.68 0.035 3.43 7.30 0.47 7.08 0.48 3.23 11.1 0.82 0.7 S 2.3
Maximum Slope:
1.36 0.054 9.63 11.60 0.83 11.16 0.86 3.09 29.8 0.59 1.4 V 1.5
Minimum Slope:
1.37 0.054 9.74 11.66 0.84 11.22 0.87 3.08 30.0 0.58 1.4 V 1.5
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit. Depth)Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope
Yc Coefficient A P R=A/P T D=A/T Z=AD1/2 Q Vc Fr (Critical)S c
ft n ft2 ft ft ft ft ft2.5 ft3/s ft/s #ft/ft
0.61 0.035 2.95 6.86 0.43 6.66 0.44 1.96 11.1 3.77 1.00 0.024
1.04 0.050 6.36 9.58 0.66 9.24 0.69 5.28 30.0 4.71 1.00 0.043
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.86 14.16 1.87 14.22
WI High Point C&D Landfill /WIHIGHPOINT-16-1Drainage Channel Analysis (Grass Lined)4/13/2016CTS
DC-5 SWH
Normal Depth
Comment
Q2
O.K.
O.K.
Q25
O.K.
O.K.
Critical Depth
Comment
Q2
Flow is Stable.
Q25
Flow is Stable.
Determination of Minimum Channel Depth & Top Width (Based on Q25)
Maximum Slope Minimum Slope
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DC-6 DRAINAGE CHANNEL
PROJECT SHEET
JOB #SUBJECT DATECOMPUTED BYChannel No.CHECKED BY
Design Parameters:
PEAK DISCHARGE, Q2 =5.9 ft3/s Source:HydroCAD 2-Yr 24-Hr
PEAK DISCHARGE, Q25 =15.8 ft3/s Source:HydroCAD 25-Yr 24-Hr
Bottom Width, B =3.0 ft Permanent Grass Lining:Temporary Lining:
Left Side Slope, z1 =3.0 horizontal :1 vertical Grass Retardance = D Temporary Lining Used (Y/N) = Y
Right Side Slope, z2 =3.0 horizontal :1 vertical K =34.6 RECP Product Name =NA Green - Curlex I, or equal
V allow =4.5 ft/sec Manning's Coefficient, n =0.035
Minimum Freeboard =0.5 ft τallow =0.60 lb/ft2 τallow =1.55 lb/ft2
Maximum Channel Slope, Smax =0.010 ft/ft Bare Ground (If Temporary Liner Not Used):
Minimum Channel Slope, S min =0.010 ft/ft Manning's Coefficient, n =0.020
V allow =2.0 ft/sec
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm. Depth)Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity (V) or of Safety
Yn Coefficient A P R=A/P T D=A/T Vn Q Fr (Normal)τd Sh. Stress (S)vallow/vn or
ft n ft2 ft ft ft ft ft/s ft3/s #lb/ft2 Used?τallow/τd
Maximum Slope:
0.55 0.035 2.56 6.48 0.39 6.30 0.41 2.32 5.9 0.64 0.4 S 4.4
Minimum Slope:
0.55 0.035 2.56 6.48 0.39 6.30 0.41 2.32 5.9 0.64 0.4 S 4.4
Maximum Slope:
1.20 0.063 7.92 10.59 0.75 10.20 0.78 1.99 15.8 0.40 0.8 V 2.3
Minimum Slope:
1.20 0.063 7.92 10.59 0.75 10.20 0.78 1.99 15.8 0.40 0.8 V 2.3
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit. Depth)Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope
Yc Coefficient A P R=A/P T D=A/T Z=AD1/2 Q Vc Fr (Critical)S c
ft n ft2 ft ft ft ft ft2.5 ft3/s ft/s #ft/ft
0.43 0.035 1.84 5.72 0.32 5.58 0.33 1.06 6.0 3.26 1.00 0.027
0.74 0.055 3.86 7.68 0.50 7.44 0.52 2.78 15.8 4.09 1.00 0.056
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.70 13.20 1.70 13.20
WI High Point C&D Landfill /WIHIGHPOINT-16-1Drainage Channel Analysis (Grass Lined)4/13/2016CTS
DC-6 SWH
Normal Depth
Comment
Q2
O.K.
O.K.
Q25
O.K.
O.K.
Critical Depth
Comment
Q2
Flow is Stable.
Q25
Flow is Stable.
Determination of Minimum Channel Depth & Top Width (Based on Q25)
Maximum Slope Minimum Slope
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DC-7 DRAINAGE CHANNEL
PROJECT SHEET
JOB #SUBJECT DATECOMPUTED BYChannel No.CHECKED BY
Design Parameters:
PEAK DISCHARGE, Q2 =0.8 ft3/s Source:HydroCAD 2-Yr 24-Hr
PEAK DISCHARGE, Q25 =2.3 ft3/s Source:HydroCAD 25-Yr 24-Hr
Bottom Width, B =3.0 ft Permanent Grass Lining:Temporary Lining:
Left Side Slope, z1 =3.0 horizontal :1 vertical Grass Retardance = D Temporary Lining Used (Y/N) = Y
Right Side Slope, z2 =3.0 horizontal :1 vertical K =34.6 RECP Product Name =NA Green - Curlex I, or equal
V allow =4.5 ft/sec Manning's Coefficient, n =0.035
Minimum Freeboard =0.5 ft τallow =0.60 lb/ft2 τallow =1.55 lb/ft2
Maximum Channel Slope, Smax =0.009 ft/ft Bare Ground (If Temporary Liner Not Used):
Minimum Channel Slope, S min =0.009 ft/ft Manning's Coefficient, n =0.020
V allow =2.0 ft/sec
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm. Depth)Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity (V) or of Safety
Yn Coefficient A P R=A/P T D=A/T Vn Q Fr (Normal)τd Sh. Stress (S)vallow/vn or
ft n ft2 ft ft ft ft ft/s ft3/s #lb/ft2 Used?τallow/τd
Maximum Slope:
0.19 0.035 0.68 4.20 0.16 4.14 0.16 1.19 0.8 0.52 0.1 S 14.7
Minimum Slope:
0.19 0.035 0.68 4.20 0.16 4.14 0.16 1.19 0.8 0.52 0.1 S 14.7
Maximum Slope:
0.62 0.106 3.01 6.92 0.44 6.72 0.45 0.76 2.3 0.20 0.3 V 5.9
Minimum Slope:
0.62 0.106 3.01 6.92 0.44 6.72 0.45 0.76 2.3 0.20 0.3 V 5.9
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit. Depth)Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope
Yc Coefficient A P R=A/P T D=A/T Z=AD1/2 Q Vc Fr (Critical)S c
ft n ft2 ft ft ft ft ft2.5 ft3/s ft/s #ft/ft
0.13 0.035 0.44 3.82 0.12 3.78 0.12 0.15 0.9 1.94 1.00 0.037
0.24 0.081 0.89 4.52 0.20 4.44 0.20 0.40 2.3 2.54 1.00 0.167
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.12 9.72 1.12 9.72
WI High Point C&D Landfill /WIHIGHPOINT-16-1Drainage Channel Analysis (Grass Lined)4/13/2016CTS
DC-7 SWH
Normal Depth
Comment
Q2
O.K.
O.K.
Q25
O.K.
O.K.
Critical Depth
Comment
Q2
Flow is Stable.
Q25
Flow is Stable.
Determination of Minimum Channel Depth & Top Width (Based on Q25)
Maximum Slope Minimum Slope
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DC-8 DRAINAGE CHANNEL
PROJECT SHEET
JOB #SUBJECT DATECOMPUTED BYChannel No.CHECKED BY
Design Parameters:
PEAK DISCHARGE, Q2 =13.5 ft3/s Source:HydroCAD 2-Yr 24-Hr
PEAK DISCHARGE, Q25 =35.1 ft3/s Source:HydroCAD 25-Yr 24-Hr
Bottom Width, B =5.0 ft Permanent Grass Lining:Temporary Lining:
Left Side Slope, z1 =3.0 horizontal :1 vertical Grass Retardance = D Temporary Lining Used (Y/N) = Y
Right Side Slope, z2 =3.0 horizontal :1 vertical K =34.6 RECP Product Name =NA Green - Curlex I, or equal
V allow =4.5 ft/sec Manning's Coefficient, n =0.035
Minimum Freeboard =0.5 ft τallow =0.60 lb/ft2 τallow =1.55 lb/ft2
Maximum Channel Slope, Smax =0.015 ft/ft Bare Ground (If Temporary Liner Not Used):
Minimum Channel Slope, S min =0.015 ft/ft Manning's Coefficient, n =0.020
V allow =2.0 ft/sec
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm. Depth)Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity (V) or of Safety
Yn Coefficient A P R=A/P T D=A/T Vn Q Fr (Normal)τd Sh. Stress (S)vallow/vn or
ft n ft2 ft ft ft ft ft/s ft3/s #lb/ft2 Used?τallow/τd
Maximum Slope:
0.62 0.035 4.25 8.92 0.48 8.72 0.49 3.14 13.3 0.79 0.6 S 2.7
Minimum Slope:
0.62 0.035 4.25 8.92 0.48 8.72 0.49 3.14 13.3 0.79 0.6 S 2.7
Maximum Slope:
1.29 0.054 11.44 13.16 0.87 12.74 0.90 3.06 35.0 0.57 1.2 V 1.5
Minimum Slope:
1.29 0.054 11.44 13.16 0.87 12.74 0.90 3.06 35.0 0.57 1.2 V 1.5
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit. Depth)Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope
Yc Coefficient A P R=A/P T D=A/T Z=AD1/2 Q Vc Fr (Critical)S c
ft n ft2 ft ft ft ft ft2.5 ft3/s ft/s #ft/ft
0.54 0.035 3.57 8.42 0.42 8.24 0.43 2.35 13.4 3.74 1.00 0.024
0.95 0.050 7.46 11.01 0.68 10.70 0.70 6.23 35.3 4.74 1.00 0.042
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.79 15.74 1.79 15.74
WI High Point C&D Landfill /WIHIGHPOINT-16-1Drainage Channel Analysis (Grass Lined)4/13/2016CTS
DC-8 SWH
Normal Depth
Comment
Q2
O.K.
O.K.
Q25
O.K.
O.K.
Critical Depth
Comment
Q2
Flow is Stable.
Q25
Flow is Stable.
Determination of Minimum Channel Depth & Top Width (Based on Q25)
Maximum Slope Minimum Slope
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DROP INLET SG
ADDRESS TEL WEB
PROJECT SHEET 1 OF DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCE:
ANALYSIS:The following approach is used in the design of drop Inlets:
1.
2.As appropriate, analyze the inlet structure as a weir-type inlet and/or grated inlet.
3.Analyze the outlet structure separately by evaluating its behavior as a culvert.
CALCULATIONS:
- Weir-Type Inlet ⇒ Use the Weir Equation:
(Malcom Eq. I-6)
where:Q = peak discharge (cfs)
Cw = weir coefficient (=3.0 for free overfall)L = length of weir (ft)
H = driving head (ft) (= allowable headwater above crest of weir)
- Grated Inlet ⇒ Use the Orifice Equation:
(Malcom Eq. I-7)
where:Q =peak discharge (cfs)Cd = coefficient of discharge (0.6 = typical value)
A = cross-sectional area of flow at orifice entrance (ft2)g = acceleration of gravity (32.2 ft/sec2)h = driving head (ft) (= allowable headwater above grate)
Determine the peak discharge from the design storm(s) (from HydroCAD or spreadsheet
methods). Use the peak discharge from the 25-Yr 24-Hr storm unless otherwise specified.
CTS
Drop Inlet Analysis WIHIGHPOINT-16-1 SWH
To design drop inlets to handle stormwater flow from the design storm(s). The main design criteria will
be to ensure that all drop inlets will be able to accommodate the peak rate of run off from the design
storm without exceeding the allowable headwater depth.
Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design, NC State Univ.,
Raleigh, NC.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
WI High Point C&D Landfill 4/13/2016
Q C A ghd=2
Q C LHW=3 2/
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DI-1 DROP INLET SG
PROJECT SHEET
JOB #SUBJECT DATE
COMPUTED BY
CHECKED BY
Drop Inlet No.:DI-1
Peak Discharge:
PEAK DISCHARGE, Q25 (cfs) =68.1 Source:HydroCAD 25-Yr 24-Hr
Drop Inlet Parameters:
Weir Coefficient =3.0
Coefficient of Discharge (Orifice) =0.6
Allowable Driving Head (ft) =5.0
Weir-Type Inlet:
L (ft) =16
Q (cfs) =536.7
CTS
SWH
WI High Point C&D Landfill
Drop Inlet Analysis
/
WIHIGHPOINT-16-14/13/2016
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DI-2 DROP INLET SG
PROJECT SHEET
JOB #SUBJECT DATE
COMPUTED BY
CHECKED BY
Drop Inlet No.:DI-2
Peak Discharge:
PEAK DISCHARGE, Q25 (cfs) =41.2 Source:HydroCAD 25-Yr 24-Hr
.
Drop Inlet Parameters:
Weir Coefficient =3.0
Coefficient of Discharge (Orifice) =0.6
Allowable Driving Head (ft) =5.0
Weir-Type Inlet:
L (ft) =12
Q (cfs) =402.5
SWH
WI High Point C&D Landfill /
WIHIGHPOINT-16-1Drop Inlet Analysis 4/13/2016
CTS
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.DI Dimensions (Weir-Type)DROP INLET SG
PROJECT SHEET /JOB #WIHIGHPOINT-16-1
SUBJECT DATE 4/13/2016
COMPUTED BY CTSCHECKED BY SWH
General Design Parameters:
Min. Outlet Pipe Invert to Bottom of Box (in) =6.0 (= Wall Thickness of </= 48" RCP - Classes III, IV, and V)
Thickness of Base of Box (in) =6.0
EL = (A)EL = (B)EL = (C)EL = (D)EL = (E)(H)
1 760.5 761.0 N/A N/A 768.0 8.0
2 775.5 776.0 N/A N/A 781.0 6.0
WI High Point C&D Landfill - Phase 3
Drop Inlet Analysis - Drop Inlet Dimensions (Weir-Type)
Inlet Pipe 2 Invert Top of Box Height of Box (ft)Drop Inlet Base of Box Outlet Pipe Invert Inlet Pipe 1 Invert
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.SED BASIN-GENERAL SG
ADDRESS TEL WEB
PROJECT SHEET 1 OF DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCES:
ANALYSIS:The following approach is used to properly size and evaluate each sediment basin:
1.
2.
3.
CALCULATIONS:
- Design for Wet (If Applicable) and Dry Storage:
where:A =desired surface area (acres)QP =peak discharge from design storm (cfs)
(NC - Use 10-yr 24-hr storm; GA - Use 2-yr 24-hr storm)
(Malcom Eq. III-7)
where:S =storage volume (ft3)KS , b =linear regression constants describing the stage-storage relationship
Z =stage referenced to the bottom elevation included in the analysis (ft)
Determine required wet (if applicable) and dry storage volumes based on applicable erosion and sedimentation
control requirements.
If applicable, calculate the desired surface area at the principal spillway. For some locations:
Set up a stage-storage relationship for the proposed basin as shown below. Based on this relationship and the
required volume(s) and/or desired surface area, determine the required wet storage (if applicable) and dry
storage elevations. Alternatively the elevation(s) can be determined from a graphical stage-storage relationship.
Set sediment basin cleanout elevation.
Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design, NC State Univ.,
Raleigh, NC.
North Carolina Division of Land Resources (2013 Updates), North Carolina Erosion & Sediment Control
Planning & Design Manual, Raleigh, NC.
Virginia Department of Conservation and Recreation (1992), Virginia Erosion & Sediment Control
Handbook, Third Edition, Richmond, VA.
Design for Wet (If Applicable) and Dry Storage.
Route Design Storm.
Design Outlet Structures (Design Riser/Barrel Structures and Perform Riser Base Calculations,
Anti-Seepage Collar Calculations, & Emergency Spillway Calculations).
CTS
Sediment Basin Analysis WIHIGHPOINT-16-1 SWH
To design a sediment basin(s) to satisfy erosion and sediment control requirements and to handle the flow
from the design storm.
American Concrete Pipe Association (1996), “Design Data 41 - Manhole Floatation”, ACPA, Irving, TX.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
WI High Point C&D Landfill 4/13/2016
A QP=0 01.
S K ZSb=
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.SED BASIN-GENERAL SG
PROJECT SHEET 2 OF 0 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
(from Original Edition of NCE&SCP&DM)
where:A O =surface area of dewatering hole(s) (ft2)AS =surface area of basin (at principal spillway) (ft2)h =
C d =coefficient of contraction (=0.60)
T =detention time (hrs.) (vary over recommended limits)
- Route Design Storm:
Settling Velocity of Design Particle
(Malcom Eq. IV-3)
where:Vo =settling velocity (ft/s) - convert from (m/s)
g =gravitational acceleration (m/s2)Ss =specific gravity of design particle
ν =kinematic viscosity of the fluid (m2/s)
(= 1.14 x 10-6 m2/s @ 15̊ C - Ref. Streeter, 1975)d =diameter of design particle (m)
Surface Area
(Malcom Eq. IV-7)
where:As =surface area at given stage (Z) (ft)
Ks,b =linear regression constants describing the stage-storage relationship
Select a standard pipe size and number of holes. Verify that the projected drawdown period is within the
recommended limits.
Where desired, size a drain for the basin for maintenance. The drain should dewater the basin (to principal
spillway) within 24 hours. Use the above equation to determine Ao of the basin drain. The inlet of the drain should
be protected from the sediment storage zone.
Evaluate basin shape. Compare with the recommended length to width ratio. If this ratio is not achieved, the
basin should be modified or baffles should be added as required.
Route the design storm through the basin and determine the maximum pool elevation and the peak discharge (via
HydroCAD, spreadsheet methods, or other). Depending on local requirements, multiple design storms may need
to be considered and the peak discharge may need to be compared with the pre-development value.
Based on the peak stage of the design storm, check settling efficiency of the design particle. The design particle is
typically 40 microns (0.04 mm) (within silt size criteria).
CTS
Sediment Basin Analysis WIHIGHPOINT-16-1 SWH
Size the outlet device to release the dry storage volume (WQV) over the desired drawdown period (typically this is
a minimum of 24 hours). Use the following equation:
average head of water above hole (= (elev. of principal spillway - elev. of wet storage
or (if not applicable) bottom of basin)/2) (ft)
WI High Point C&D Landfill 4/13/2016
( )
A A h
TCO S
d
=2
20 428,
( )V g S dO
S=−




18
1 2ν
( )A bK ZS S
b=−1
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.SED BASIN-GENERAL SG
PROJECT SHEET 3 OF 0 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
Settling Efficiency
(Malcom Eq. IV-1)
where:E = settling efficiency (decimal fraction - convert to %)
A S =surface area at given stage (Z) (ft)
N = number of effective cells (N = 2 with forebay)
Q =discharge at given stage (Z) (cfs)
- Design of Outlet Structures:
Design Uplift Force (↑F)
(from VAE&SCH Spec. 3.14)
where:↑F = design uplift force (lbs)
FS =factor of safety (use 1.25)
VRiser = interior volume of the riser (ft2) (base elevation to principal spillway elevation)γH2O =density of water (62.4 pcf)
WRiser buoyant weight of riser (not including base or top) (lbs)WTop =buoyant weight of riser top (lbs)
WSoil = buoyant weight of soil backfill around riser (above base projection) (lbs)
RSoil = sliding resistance of soil backfill around riser (lbs)*
* See American Concrete Pipe Association Design Data 41 for more information.
Volume of Concrete for Base
(from VAE&SCH Spec. 3.14)
where:V Conc =volume of concrete (ft3)W Conc,B =buoyant weight of concrete (150 - 62.4 = 87.6 lbs)
Anti-Seepage Collar(s)
(VA E&SC Handbook p. III-102)
where:Ls =length of pipe in the saturated zone (ft)
y =distance from barrel invert to riser crest (ft)
z =
s =
Determine anti-seepage collar requirements based on the following equation. Alternatively, a filter
diaphragm may be designed.
slope of upstream embankment (zH:1V)
pipe slope (ft/ft)
CTS
Sediment Basin Analysis WIHIGHPOINT-16-1 SWH
Design riser/barrel structures based on information used in routing the design storm.
Design base for riser structure to resist design uplift force. Base must have a buoyant weight of at least the
design uplift force. If a concrete riser structure is used, the buoyant weight of the riser can be accounted for in
the calculations.
WI High Point C&D Landfill 4/13/2016
E V A
NQO S
N
= − +



−
1 1
( )↑ =− − − −F FS V W W W RRiserH O Riser Top Soil soil
γ 2
( )
V F
W
F
Conc Conc B
=↑=↑
−,.150 62 4
( )( )
L y z
s
sS= + +−


4 1 0 25.
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.SED BASIN-GENERAL SG
PROJECT SHEET 4 OF 0 DATECOMPUTED BY
SUBJECT JOB #CHECKED BY
Emergency Spillway
(Malcom Eq. I-6)
where:Q P =peak discharge from design storm (cfs)
Cw =weir coefficient (=3.0 for free overfall)L =length of weir (ft)
H =
Sediment Basin Analysis WIHIGHPOINT-16-1 SWH
Determine LS and use design chart to determine anti-seepage collar requirements. If more than one collar is
used, the spacing between collars should be 14 times the projection (P) of the collar above the barrel. The first
collar should be set at 2P from the riser or a minimum length to bury collar in slope.
Design crest length of emergency spillway to handle flow from the design storm using the following equation.
Determine peak flow from stormwater routing program. If applicable, design outlet channel as a drainage
channel or rock chute.
driving head (ft) (= allowable headwater above crest of weir or calculated
value from stormwater routing program)
WI High Point C&D Landfill 4/13/2016CTS
Q C LHP W
=3 2/
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.SB-8 SED BASIN-GENERAL SG
PROJECT SHEETJOB #SUBJECT DATECOMPUTED BYCHECKED BY
Basin No.:
DESIGN FOR WET (IF APPLICABLE) AND DRY STORAGE:
Areas Draining Into Basin:
Area
Drainage Area (acres)
Drainage Area 27.0

Total =27.0 Acres
Basin Requirements:
Wet Storage:
Required Storage Capacity (ft3/Ac.) =0 Enter "0" if Not Applicable.
Required Storage Capacity (ft3) =0
Required Depth of Wet Storage (ft) =0.0 Enter "0" if Not Applicable.
Dry Storage:
Required Storage Capacity (ft3/Ac.) =1,800 To Crest of Principal Spillway
Required Storage Capacity (ft3) =48,600
Multipier (X) for Desired Surface Area (Qp x X) =0.01 At Crest of Principal Spillway
Peak Discharge into Basin (Qp) (cfs) =15.8 From HydroCAD - 25-Yr, 24-Hr. Storm
Desired Surface Area (Ac) =0.16
Desired Surface Area (ft2) =6,882
Determine Stage-Storage Function:
Contour Area Area Incremental Cumulative Stage ln S ln Z Z est
(ft2)(acres)Volume (ft3)Volume (ft3)(ft)
749 0 0.00 0 0
750 10,100 0.23 5,050 5,050 1 8.53 0.00 1.00
752 13,350 0.31 23,450 28,500 3 10.26 1.10 3.00
754 16,822 0.39 30,172 58,672 5 10.98 1.61 5.00
756 32,770 0.75 49,592 108,264 7 11.59 1.95 7.00
758 39,629 0.91 72,399 180,663 9 12.10 2.20 9.00
Linear Regression Constants:
Ks =4,911 Storage = 4911 z^1.6
b =1.60
*CAUTION: CHECK INPUT FOR REGRESSION ANALYSIS!
SWH
SB-8
WI High Point C&D Landfill /WIHIGHPOINT-16-1Sediment Basin Analysis 4/13/2016CTS
748
749
750
751
752
753
754
755
756
757
758
759
0 50,000 100,000 150,000 200,000
Sta
g
e

(
f
t
)

Storage (cf)
Stage-Storage Relationship
748
749
750
751
752
753
754
755
756
757
758
759
0 10,000 20,000 30,000 40,000 50,000
Sta
g
e

(
f
t
)

Surface Area (sf)
Stage-Surface Area Relationship
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.SB-8 SED BASIN-GENERAL SG
PROJECT SHEETJOB #SUBJECT DATECOMPUTED BYCHECKED BY
Basin Design Elevations:
Elev. of Bottom of Basin (ft) =750.0
Wet Storage:
Required Storage Capacity (ft3) =0
Min. Elev. of Wet Storage (Permanent Pool) =750.0
Selected Elev. of Wet Storage (Permanent Pool) =750.0 O.K.
Actual Wet Storage Volume (ft3) =0 O.K.
Dry Storage:
Required Storage Capacity (ft3) =48,600 = Required Dry Storage + Actual Wet Storage
Min. Elev. of Principal Spillway (ft) =754.2
Selected Elev. of Principal Spillway (ft) =755.0 O.K.
Actual Total Storage Volume (ft3) =64,542 O.K.
Desired Surface Area (ft3) =6,882
Actual Surface Area at Principal Spillway (ft2) =20,659 O.K.
Cleanout:
Cleanout Requirement (% of Wet Storage) =0 Enter "0" if Not Applicable
Cleanout Requirement (% of Total Storage) =50
Basin Cleanout Volume (ft3) =32,271 Based on 50% of Total Storage Volume
Basin Cleanout Elevation (ft) =753.2
Dewatering of Dry Storage:
Average Head (ft) =2.5
Surface Area at Principal Spillway (ft2) =20,659
Coef. of Contraction =0.6
Min. Drawdown Period (hrs) =24
Max. Drawdown Period (hrs) =72
Max. Area of Dewatering Hole (ft2) =0.16 Based on Min. Detention Time
Max. Diameter of Dewatering Hole (in) =5.4
Min. Area of Dewatering Hole (ft2) =0.05 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =3.1
Selected Diameter of Dewatering Hole(s) (in) =4.0
Number of Dewatering Holes =1
Actual Area of Dewatering Hole(s) (ft2) =0.09
Actual Drawdown Period (hrs) =43 O.K.
Option: Faircloth Skimmer
Actual Total Storage Volume to Dewater (ft3) =64,542 = Volume at Principal Spillway
Required Orifice Diameter (in) =4.0 From www.fairclothskimmer.com Based on 2 to 5 Day Drawdown
Basin Shape:
Length of Basin (ft) =250 Measured at Principal Spillway Elevation
Width of Basin (ft) =150 Measured at Principal Spillway Elevation
Desired Length to Width Ratio (X:1) =1
Actual Length to Width Ratio (X:1) =1.7 O.K.
CTSSWH
WI High Point C&D Landfill /WIHIGHPOINT-16-1Sediment Basin Analysis 4/13/2016
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.SB-8 SED BASIN-GENERAL SG
PROJECT SHEETJOB #SUBJECT DATECOMPUTED BYCHECKED BY
ROUTE DESIGN STORM:Use HydroCAD or Other Method.
Design Parameters:
Design Storm:25-Yr, 24-Hr
Design Storm Rainfall (in) =5.83
Rainfall Distribution:Type II
Runoff Method:SCS TR-20
Results:
Maximum Pool Elevation =756.6
Surface Area at Maximum Pool (ft2) =24,473
Peak Discharge (cfs) =15.8
Check Settling Efficiency:
Particle Data:
Diam. (microns) =40
Specific Gravity =2.65
Settling Veloc. (ft/s) =0.004140
Reynolds No. (<0.5) =0.044284 O.K.
Efficiency Data:
Desired Efficiency (%) =80
No. of Effective Cells =1
Settling Efficiency (%) =86.5 O.K.
DESIGN OUTLET STRUCTURES:
Design Riser/Barrel Structures:
Riser Design:
Type of Riser:
Top of Riser Base Elevation (ft) =750.0
Elev. of Principal Spillway (ft) =755.0
Riser Top Elevation (ft) =755.0
Riser Height (ft) =5.0
Outlets:
Outlet No. 1 (for Dewatering Dry Storage):Size:5" Diam. For Skimmer From Above - Dewatering of Dry Storage
Invert Elevation:750.5
Outlet No. 2 (Principal Spillway):Size:30" CMP Riser
Invert Elevation:755.0
Barrel Design:
Type of Barrel:CMP
Diameter (in) =24
Inv. In Elevation (ft) =750.0
Inv. Out Elevation (ft) =738.0
Length (ft) =105.0
Slope (ft/ft) =0.114
CTSSWH
CMP - Circular
WI High Point C&D Landfill /WIHIGHPOINT-16-1Sediment Basin Analysis 4/13/2016
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.SB-8 SED BASIN-GENERAL SG
PROJECT SHEETJOB #SUBJECT DATECOMPUTED BYCHECKED BY
Riser Base Calculations:
Design Uplift Force:
Factor of Safety =1.25
F (unadjusted) (lbs) =0
0
0
CMP Riser Buoyant Weight (lbs) =0
0
Buoyant Wt. of Riser Top (lbs) =1,095 5' x 5' x 0.5' x Buoyant Wt. of Concrete (87.6 pcf)
Buoyant Wt. of Surrounding Soil Acting on Ext. Base (lbs) =471 3' Min. Depth x Outside Perimeter (7.9') x Base Protrusion (0.5') x Buoyant Wt. of Soil (40 pcf)
Sliding Resistance of Surrounding Soil (lbs) =0
F (adjusted) (lbs) =-1,566
Concrete Base:
Required Volume of Concrete (ft3) =-17.9
Length (ft) =5.0
Width (ft) =5.0
Thickness (ft) =1.0 (Includes Concrete Infill Inside of Box)
Actual Volume of Concrete (ft3) =25.0 O.K.
Anti-Seepage Collar Calculations: (Filter Diaphragm To Be Used, see Drawings)
Slope of Upstream Embankment (zH:1V) =
Slope of Outlet Pipe (ft/ft) =0.114
Ls (ft) =37
Number of Collars:
Length of Each Collar (ft) =From Design Chart Based on Ls and No. of Collars
Width of Each Collar (ft) =From Design Chart Based on Ls and No. of Collars
Collar Projection, P (ft) =-1
Spacing of Subsequent Anti-Seep Collars (ft) =-14
Emergency Spillway Calculations:
Crest Elev. (ft) =256.0
Required Freeboard (ft) =2.0
Top of Berm Elev. (ft) =258.0
Required Capacity (cfs) =20.0 From HydroCAD
Driving Head (ft) =0.5 Assumed
Weir Coefficient =3.0
Length of Crest (ft) =18.9 Determine by Weir Equation*
Design Crest Length (ft) =20
* Length = 20 ft minimum.
SUMMARY DATA:
Basin No.:SB-8
Elev. of Bottom of Basin (ft) =750.0
Cleanout Elev. (ft) =753.2
Elev. of Wet Storage (Permanent Pool) (ft) =NA
Elev. of Principal Spillway (ft) =755.0 See Above for Riser and Other Design Information.
Emergency Spillway Elev. (ft) =256.0
Top of Berm Elev. (ft) =258.0
Top of Berm Width (ft) =10
Barrel Diameter (in) =24
Barrel Slope (%) =11.4
Sediment Basin Analysis 4/13/2016CTSSWH
WI High Point C&D Landfill /WIHIGHPOINT-16-1
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.CULVERT SG
ADDRESS TEL WEB
PROJECT SHEET 1 OF DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCE:
ANALYSIS:
1.
2.Input Culvert Parameters:
HWA =allowable headwater depth (ft)
N =number of pipes used
QPIPE =peak discharge /N (cfs)
D =culvert diameter (in)
Type of Culvert (i.e., Concrete, CMP, etc.)
L =culvert length (ft)
s =culvert slope (ft/ft)
n =Manning’s number
k e =entrance loss coefficient
d c =critical depth (use critical depth figures) (ft)
CALCULATIONS:
- Inlet Control:
A.Enter Inlet Control Nomograph with D & Q PIPE and find HW/D for the proper entrance type.
B.Compute HW . If HW exceeds HW A , try larger culvert.
- Outlet Control:
A.Enter outlet control nomograph with L, Ke , & D .
B.
where:or tailwater depth, whichever is greater.
C.If HW exceeds HWA , try larger culvert.
Debo, T.N., and Reese, A.J., Municipal Storm Water Management, Lewis Publishers, Boca Raton, FL, 1995,
p. 333.
The following approach is used in the design of culverts (after Debo and Reese):
Determine the peak discharge from the design storm(s) (from HydroCAD or spreadsheet methods). Use
the peak discharge from the 25-Yr 24-Hr storm unless otherwise specified.
To compute HW, connect the length scale for the type of entrance condition and culvert diameter scale
with a straight line, pivot on the turning line, and draw a straight line from the design discharge through
the turning point to the head loss scale H. Compute HW from the following equation:
CTS
Culvert Analysis WIHIGHPOINT-16-1 SWH
To design culverts to handle stormwater flow from the design storm(s). The main design criteria will be to
ensure that all culverts will be able to accommodate the peak discharge from the design storm without
exceeding the allowable headwater depth.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
WI High Point C&D Landfill - Phase 3 4/13/2016
HW H h LSO= + −
h d D
O
c=+

2
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.C-1 CULVERT SG
PROJECT SHEETJOB #
SUBJECT DATE
COMPUTED BYCHECKED BY
Culvert No.:C-1
Peak Discharge:
PEAK DISCHARGE, Q25 (cfs) =68.5 Source:HydroCAD 25-Yr 24-Hr
Culvert Parameters:
Allowable HW Depth (ft) =7
Number of Pipes, N =1 Qpipe (cfs) =68.5
Culvert Diameter, D (in) =36
Type of Culvert =RCP
Invert In Elev. (ft) =763.0 Invert Out Elev. (ft) =752.0
Culvert Length, L (ft) =130
Culvert Slope, S (ft/ft) =0.0846
Manning's Number, n =0.011
Entrance Loss Coef., ke =0.5
Critical Depth (ft) =2.5
Tailwater Depth (ft) =1.0
Case 1: Inlet Control
HW/D =2.2 (From Inlet Control Nomograph)
HW (ft) =6.6 INLET CONTROL GOVERNS!
Case 2: Outlet Control
ho (ft) =2.8
H (ft) =5.0 (From Outlet Control Nomograph)
HW (ft) =-3.2
SWH
WI High Point C&D Landfill - Phase 3 /WIHIGHPOINT-16-1
Culvert Analysis 4/13/2016
CTS
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.C-2 CULVERT SG
PROJECT SHEETJOB #
SUBJECT DATE
COMPUTED BYCHECKED BY
Culvert No.:C-2
Peak Discharge:
PEAK DISCHARGE, Q25 (cfs) =48.8 Source:HydroCAD 25-Yr 24-Hr
Culvert Parameters:
Allowable HW Depth (ft) =5
Number of Pipes, N =1 Qpipe (cfs) =48.8
Culvert Diameter, D (in) =30
Type of Culvert =RCP
Invert In Elev. (ft) =776.0 Invert Out Elev. (ft) =752.1
Culvert Length, L (ft) =180
Culvert Slope, S (ft/ft) =0.133
Manning's Number, n =0.011
Entrance Loss Coef., ke =0.5
Critical Depth (ft) =2.7
Tailwater Depth (ft) =1.0
Case 1: Inlet Control
HW/D =2.0 (From Inlet Control Nomograph)
HW (ft) =5.0 INLET CONTROL GOVERNS!
Case 2: Outlet Control
ho (ft) =2.6
H (ft) =10.0 (From Outlet Control Nomograph)
HW (ft) =-11.3
SWH
WI High Point C&D Landfill - Phase 3 /WIHIGHPOINT-16-1
Culvert Analysis 4/13/2016
CTS
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.C-3 CULVERT SG
PROJECT SHEETJOB #
SUBJECT DATE
COMPUTED BYCHECKED BY
Culvert No.:C-3
Peak Discharge:
PEAK DISCHARGE, Q25 (cfs) =15.8 Source:HydroCAD 25-Yr 24-Hr
Culvert Parameters:
Allowable HW Depth (ft) =5
Number of Pipes, N =1 Qpipe (cfs) =15.8
Culvert Diameter, D (in) =24
Type of Culvert =CMP
Invert In Elev. (ft) =750.0 Invert Out Elev. (ft) =738.0
Culvert Length, L (ft) =105
Culvert Slope, S (ft/ft) =0.114
Manning's Number, n =0.011
Entrance Loss Coef., ke =0.5
Critical Depth (ft) =2.7
Tailwater Depth (ft) =1.0
Case 1: Inlet Control
HW/D =1.5 (From Inlet Control Nomograph)
HW (ft) =2.9 INLET CONTROL GOVERNS!
Case 2: Outlet Control
ho (ft) =2.4
H (ft) =9.5 (From Outlet Control Nomograph)
HW (ft) =-0.1
SWH
WI High Point C&D Landfill - Phase 3 /WIHIGHPOINT-16-1
Culvert Analysis 4/13/2016
CTS
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.OUTLET PROTECTION SG
ADDRESS TEL WEB
PROJECT SHEET 1 OF DATE
COMPUTED BY
SUBJECT JOB #CHECKED BY
OBJECTIVE:
REFERENCES:
ANALYSIS:
Rip Rap Aprons:
1.Determine the tailwater condition and select the appropriate design chart.
2.
3.Using the same chart, determine apron dimensions.
4.Determine the maximum stone diameter: dmax = 1.5 x d50
5.Determine the apron thickness:Thickness = 1.5 x dmax (No Filter Geotextile)
Thickness = 1.5 x d50 (With Filter Geotextile)
Other Methods:
CTS
Outlet Protection Analysis WIHIGHPOINT-16-1 SWH
To design outlet protection for culverts and/or drainage channels based on the maximum flow from the
design storm. Rip rap aprons are applicable when the Froude Number (Fr) is less than or equal to 2.5
(Debo and Reese). For higher Froude Numbers, rip rap outlet basins, baffled outlets, and/or other
methods are more appropriate.
Debo, T.N., and Reese, A.J. (1995), Municipal Storm Water Management, Lewis Publishers, Boca Raton,
FL, Section 8.11 - pp. 289-290; Section 12.6 - pp. 523-526.
14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com
WI High Point C&D Landfill 4/13/2016
If Fr > 2.5, consider the use of a rip rap basin, baffled outlet, or other device. Design method according to
FHA guidelines using HY8-Energy program (or other documented source).
Federal Highway Administration (2000), Hydraulic Design of Energy Dissipators for Culverts and Channels,
Hydraulic Engineering Circular No. 14, FHWA EPD-86-110, Metric Ed., U.S. Dept. of Transportation,
Washington, D.C.
North Carolina Division of Land Resources (2013 Updates), North Carolina Erosion & Sediment Control
Planning & Design Manual, Raleigh, NC.
For each outlet, determine the Froude Number (Fr) based on the pipe Manning’s number, diameter, slope,
and design discharge. Use the methods described in Section 8.11 of Debo and Reese. Select the method
of outlet protection, as appropriate, and perform design calculations.
If Fr < 2.5, a rip rap apron may be used. The following design approach is based on Section 12.6 of Debo
and Reese and Section 8.06 of the NC Erosion & Sediment Control Planning and Design Manual:
Using the appropriate design chart, determine the d50 rip-rap size and minimum apron length
(La) based on the maximum design flow (Q), flow depth (d), and/or velocity (v) (depending on
whether the pipe is flowing full or partially full).
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
SMITH GARDNER, INC.Rip Rap Aprons (Circular Pipe)OUTLET PROTECTION SG
PROJECT SHEET /
JOB #WIHIGHPOINT-16-1SUBJECTDATE4/13/2016COMPUTED BY CTSCHECKED BY SWH
Rip Rap Aprons:
C-1 C-2 C-3
Pipe Type:Concrete Concrete CMP
Manning's Coefficient:0.012 0.012 0.012
Diameter (DO) (in) =30 30 24
Slope (%) =5.4 5.4 11.4
Design Discharge (cfs) =68.2 48.8 15.8
Source of Discharge Data:HydroCAD 25-Yr 24-Hr HydroCAD 25-Yr 24-Hr HydroCAD 25-Yr 24-Hr
K =0.206 0.148 0.060
θ (degrees) =266 267 265
Flow Depth (d) (in) =25.2 25.3 20.1
Flow Area (ft2) =4.4 4.4 2.8
Flow Velocity (v) (ft/sec) =15.5 11.0 5.6
Froude Number =1.88 1.34 0.77
Yes Yes Yes
Low Low Low
d50 (ft)** =1.00 1.00 1.00
dmax (ft) =1.50 1.50 1.50
Apron Thickness (X) (ft):---------------
No Geotextile:2.25 2.25 2.25
With Geotextile:1.50 1.50 1.50
Apron Dimensions (ft):---------------
Length (La)** =28 27 18
Width (W) =30.5 29.5 20.0
*Tailwater Conditions: Low: Tw < 0.5DO; High: Tw > 0.5DO
** Value from Chart.
Tailwater Condition (Low or High)*:
Outlet
Rip Rap Aprons Applicable?
WI High Point C&D Landfill
Outlet Protection Analysis - Rip Rap Aprons (Circular Pipe)
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2

Appendix B
Erosion and Sedimentation Control
Technical Specifications
Erosion and Sedimentation Control Plan
WI High Point C&D Landfill
Jamestown, North Carolina

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Technical Specifications

WI High Point C&D Landfill
Jamestown, North Carolina

Prepared for:

WI High Point Landfill, LLC
Jamestown, North Carolina

May 2016

© 2016 Smith Gardner, Inc.
This document is intended for the sole use of the client for which it was prepared and
for the purpose agreed upon by the client and Smith Gardner, Inc.

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WI High Point C&D Landfill Technical Specifications
May 2016 Table of Contents Page i
WI High Point C&D Landfill
Jamestown, North Carolina

Technical Specifications

Table of Contents

Section

Specification
02110 Site Preparation
02222 Excavation
02223 Embankment
02240 Geotextiles
02270 Erosion and Sedimentation Control
02271 Rip Rap
02275 Rolled Erosion Control Products
02614 HDPE Pipe
02720 Stormwater Systems
02725 Gabions
02930 Revegetation

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WI High Point C&D Landfill Technical Specifications
May 2016 Site Preparation Page 02110-1
SECTION 02110

SITE PREPARATION

A. Description

1. General:

a. The Contractor shall furnish all labor, material, and equipment to complete Site
Preparation in accordance with the Contract Drawings and these Specifications.

b. Principal items of work include:

1. Notifying all authorities owning utility lines running to or on the property.
Protect and maintain all utility lines to remain and cap those that are not
required in accordance with instructions of the Utility Companies, and all
other authorities having jurisdiction.

2. Clearing the site within the clearing limits, including removal of grass,
brush, shrubs, trees, loose debris, and other encumbrances except for
trees to remain.

3. Boxing and protecting all areas to be preserved.

4. Removing all topsoil from designated areas and stockpiling on site where
directed by the Engineer for future use.

5. Disposing from the site all debris resulting from work under this Section.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223

B. Materials Not Used.

C. Submittals

The Contractor shall submit the following to the Engineer prior to performance of the work:

1. Location for disposal of clearing debris and waste.
Site Preparation: Site Preparation includes clearing, grubbing, and stripping operations which
precede the proposed construction.
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WI High Point C&D Landfill Technical Specifications
May 2016 Site Preparation Page 02110-2
D. Construction

1. Clearing of the Site:

a. Clearing limits, as shown on the Contract Drawings, shall be established by the
Contractor’s Surveyor. Once established, the clearing limits shall be inspected
and approved by the Engineer prior to clearing the affected areas.

b. Before removal of topsoil, and start of excavation and grading operations, the
areas within the clearing limits shown on the Contract Drawings shall be cleared
and grubbed.

c. Clearing shall consist of cutting, removal, and satisfactory disposal of all trees,
fallen timber, brush, bushes, rubbish, fencing, and other perishable and
objectionable material.

Should it become necessary to remove a tree, bush, brush, or other plants
outside the clearing limits, the Contractor shall do so only after permission has
been granted by the Engineer.

d. Excavation resulting from the removal of trees, roots, and the like shall be filled
with suitable material, as approved by the Engineer, and thoroughly compacted
per the requirements contained in Section 02223, Embankment, of these
Specifications.

e. In temporary construction easement locations, only those trees and shrubs shall
be removed which are in actual interference with excavation or grading work
under this Contract, and removal shall be subject to approval by the Engineer.
However, the Engineer reserves the right to order additional trees and shrubs
removed at no additional cost to the Owner, if such, in his opinion, they are too
close to the work to be maintained or have become damaged due to the
Contractor's operations.

2. Stripping and Stockpiling Existing Topsoil:

a. Existing topsoil and sod on the site within areas designated on the Contract
Drawings shall be stripped to whatever depth it may occur, and stored in
locations directed by the Engineer.

b. The topsoil shall be free of stones, roots, brush, rubbish, or other unsuitable
materials before stockpiling.

c. Care shall be taken not to contaminate the stockpiled topsoil with any unsuitable
materials.

3. Grubbing:

a. Grubbing shall consist of the removal and disposal of all stumps, roots, logs,
sticks, and other perishable materials to a depth of at least 6 inches below
ground surfaces.
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WI High Point C&D Landfill Technical Specifications
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b. Large stumps located in areas to be excavated may be removed during grading
operations, subject to the approval of the Engineer.

4. Disposal of Cleared and Grubbed Material:

No open burning of clearing debris will be allowed on this project.

END OF SECTION

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May 2016 Excavation Page 02222-1
SECTION 02222

EXCAVATION

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment required to complete
Excavation of the project area in accordance with the Contract Drawings and these
Specifications, except as noted below:

a. Clearing and grubbing and removal of topsoil is addressed in Section 02110, Site
Preparation, of these Specifications.

b. Removal of rock is addressed in Section 02229, Rock Removal, of these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Site Preparation 02110
Embankment 02223
Erosion and Sedimentation Control 02270

3. Quality Assurance:

Quality Assurance during Excavation will be provided by the Owner as described in the
accompanying Project CQA Manual.

4. Definitions:

a. Excavation: shall consist of the removal and satisfactory disposal and/or
stockpiling of all materials (borrow and/or unsuitable materials included) located
with the limits of construction including widening cuts and shaping of slopes
necessary for the preparation of roadbeds, slope areas, cutting of any ditches,
channels, waterways, entrances, and other work incidental thereto.

b. Borrow: shall consist of approved on-site material required for the construction
of embankments/fills or for other portions of the work.

Excavation: Excavation includes excavating, sealing, hauling, scraping, undercutting, removal of
accumulated surface water or ground water, stockpiling, and all necessary and incidental items as
required for bringing the landfill and related structures to the specified lines and grades.
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WI High Point C&D Landfill Technical Specifications
May 2016 Excavation Page 02222-2
c. Select Borrow (Where Applicable): shall consist of approved off-site material
required for the construction of embankments/fills, roadway subgrade,
backfilling, or for other portions of the work as shown on Contract Drawings or in
these Specifications. The Contractor shall make his own arrangements for
obtaining select borrow and pay all costs involved.

d. Unsuitable Material: is any in-place or excavated material which contains
undesirable materials or is in a state which is not appropriate, in the opinion of
the CQA Engineer, for the intended use or support of planned structures,
embankment, or excavation. This may include but not be limited to organic
material, waste/refuse, soft, or wet material not meeting required specifications,
etc.

e. Unsuitable Material Overexcavation: shall consist of the removal and
satisfactory disposal of all unsuitable material located within the limits of
construction and below subgrade elevations shown or indicated on the Contract
Drawings. Where excavation to the subgrade elevations results in a subgrade or
slopes of unsuitable material, the Contractor shall overexcavate such material to
below the grades shown or indicated on the Contract Drawings or as otherwise
directed by the Engineer and CQA Engineer.

B. Materials

Excavation shall include the removal of all soil, weathered rock, boulders, conduits, pipe,
unsuitable material, and all other obstacles encountered and shown or indicated on the Contract
Drawings and/or specified herein.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Information on Excavation equipment to be used.

2. List of disposal site(s) for waste and unsuitable materials.

3. For excavations not shown on the Contract Drawings and if requested by the Engineer,
submit excavation plans clearly showing the limits and slopes of the proposed
excavation.

4. Survey Results:

Survey results for the completed landfill subgrade shall be submitted for review prior to
placement of overlying materials.

D. Construction

1. The Contractor shall conduct Excavation activities in such a manner that erosion of
disturbed areas and off site sedimentation is absolutely minimized as outlined in Section
02270, Erosion and Sedimentation Control, of these Specifications.
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2. The Contractor shall excavate to the lines and grades shown on the Contract Drawings
and stockpile all suitable excavated materials. As the excavation is made, the materials
will be examined and identified to the CQA Engineer.

The Contractor will perform all surveys necessary to establish and verify lines and
grades for all Excavation, including pipe excavations, soil overexcavation, and anchor
trenches.

3. Stockpiling:

The Contractor shall stockpile the materials in appropriate stockpiles as approved by the
CQA Engineer. The Contractor shall use equipment and methods as necessary to
maintain the moisture content of soils stockpiled (excluding topsoil) at or near their
optimum moisture content.

Stockpiles shall be properly sloped and the surfaces sealed by the Contractor at the end
of each working day, or during the day in the event of heavy rain, to the satisfaction of the
Engineer.

4. The Contractor shall protect all existing facilities and structures including, but not
limited to, existing utilities, monitoring wells, signs, grade stakes, etc. during the grading
and stockpiling operations.

5. All excavations shall be made in the dry and in such a manner and to such widths as will
give ample room for properly constructing and inspecting the structures and/or piping
they are to contain and for such sheeting, timbering, pumping, and drainage as may be
required.

6. Excavation slopes shall be flat enough to avoid sloughs and slides that will cause
disturbance of the subgrade or damage of adjacent areas. Slides and overbreaks which
occur due to negligence, carelessness, or improper construction techniques on the part
of the Contractor shall be removed and disposed of by the Contractor as directed by the
Engineer at no additional cost to the Owner.

7. The intersection of slopes with natural ground surfaces, including the beginning and
ending of cut slopes, shall be uniformly rounded. All protruding roots and other
vegetation shall be removed from slopes.

8. The bottom of all excavations for structures and pipes shall be examined by the CQA
Engineer for bearing value and the presence of unsuitable material. If, in the opinion of
the CQA Engineer, additional Excavation is required due to the low bearing value of the
subgrade material, or if the in-place materials are soft, yielding, pumping and wet, the
Contractor shall remove such material to the required width and depth and replace it
with thoroughly compacted structural fill, or material directed by the CQA Engineer. No
payment will be made for subgrade disturbance caused by inadequate dewatering or
improper construction methods.

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9. Any areas excavated below design subgrade elevations by the Contractor, unless directed
by the CQA Engineer, shall be brought back to design elevations at no cost to the Owner.
The Contractor shall place and compact such material in accordance with Section 02223,
Embankment, of these Specifications.

10. The Contractor shall dispose of excess or unsuitable excavation materials on-site at
location(s) approved by the Owner.

11. The Contractor shall properly level-off bottoms of all excavations. Proof-rolling shall be
conducted with appropriate equipment.

12. Upon reaching subgrade elevations shown in excavation areas, the Contractor shall
scarify subgrade soils to a minimum depth of 6" and obtain the CQA Engineer’s approval
of quality. If unsuitable materials are encountered at the subgrade elevation, perform
additional excavations as approved by the CQA Engineer to remove unsuitable materials.

13. Overexcavation and Backfill:

a. Where subgrade materials are determined to be unsuitable, such materials shall
be removed by the Contractor to the lengths, widths, and depths approved by the
Engineer and CQA Engineer in advance and backfilled with compacted
Embankment in accordance with Section 02223, Embankment, of these
Specifications.

b. No additional payment will be made for such overexcavation and backfill 1 foot or
less than the finished subgrade as this is considered superficial.

c. Where overexcavation of unsuitable material is greater than 1 foot beneath the
finished subgrade, payment shall be made on a unit price basis for
overexcavation and backfill and the measured quantity shall include the entire
excavation quantity below the finished subgrade elevations. The unit price for
overexcavation and backfill shall include disposal of unsuitable materials.

14. All cuts shall be brought to the grade and cross section shown or indicated on the
Contract Drawings, or established by the Engineer, prior to final inspection.

15. The Contractor shall protect finished lines and grades of completed excavation against
excessive erosion, damage from trafficking, or other causes and shall repair any damage
at no additional cost to the Owner.

16. Trench Excavation:

a. All pipe Excavation and trenching shall be done in strict accordance with these
Specifications, all applicable parts of the OSHA Regulations, 29 CFR 1926,
Subpart P, and other applicable regulations. In the event of any conflicts in this
information, safe working conditions as established by the appropriate OSHA
guidelines shall govern.

b. The minimum trench widths shall be as indicated on the Contract Drawings.
Enlargements of the trench shall be made as needed to give ample space for
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operations at pipe joints. The width of the trench shall be limited to the
maximum dimensions shown on the Contract Drawings, except where a wider
trench is needed for the installation of and work within sheeting and bracing.

c. Except where otherwise specified, excavation slopes shall be flat enough to avoid
slides which will cause disturbance of the subgrade, damage to adjacent areas,
or endanger the lives or safety of persons in the vicinity.

d. Hand excavation shall be employed wherever, in the opinion of the Engineer, it is
necessary for the protection of existing utilities, poles, trees, pavements,
obstructions, or structures.

e. No greater length of trench in any location shall be left open, in advance of pipe
laying, than shall be authorized or directed by the Engineer and, in general, such
length shall be limited to approximately one hundred (100) feet.

f. Pipe Bedding: All pipe bedding shall be as shown on the Contract Drawings,
unless otherwise specified herein, or shall be approved by the CQA Engineer.

17. Sheeting and Bracing:

a. The Contractor shall furnish, place, and maintain such sheeting and bracing
which may be required to support sides of Excavation or to protect pipes and
structures from possible damage and to provide safe working conditions in
accordance with current OSHA requirements. If the Engineer is of the opinion
that at any point sufficient or proper supports have not been provided, he may
order additional supports put in at the sole expense of the Contractor. The
Contractor shall be responsible for the adequacy of all sheeting and bracing used
and for all damage resulting from sheeting and bracing failure or from placing,
maintaining, and removing it.

b. The Contractor shall exercise caution in the installation and removal of sheeting
to insure that excessive or unusual loadings are not transmitted to any new or
existing structure. The Contractor shall promptly repair at his expense any and
all damage that can be reasonably attributed to sheeting installation or removal.

c. All sheeting and bracing shall be removed upon completion of the work.

18. If grading operations are suspended for any reason whatsoever, partially completed cut
and fill slopes shall be brought to the required slope and the work of seeding and
mulching or other required erosion and sedimentation control operations shall be
performed at the Contractor’s sole expense.

19. Excavations into Waste:

The Contractor shall use caution when making excavations into waste. Any exposed
waste shall be tarped or covered in some fashion (as approved by the Engineer) at the
end of each day to prevent exposure to vectors.

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20. Surveying:

Upon completion of the landfill subgrade, the subgrade shall be surveyed on 100 foot
centers and at slope breaks (including all tops and toes of slope, points of grade change,
etc.) to ensure the top of the subgrade meets the grades specified on the Contract
Drawings.

END OF SECTION
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SECTION 02223

EMBANKMENT

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Embankment
including borrowing, hauling, screening, discing, drying, compaction, control of surface
and subsurface water, final grading, sealing, and all necessary and incidental items as
detailed or required to complete the Embankment, all in accordance with the Contract
Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these Specifications.

ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3).

ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in
Place by the Sand-Cone Method.

ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in
Place by the Rubber Balloon Method.

ASTM D 2216 Standard Test Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass.

ASTM D 2487 Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).

ASTM D 2488 Standard Practice for Description and Identification of Soils
(Visual-Manual Procedure).
Embankment: Embankment is the on-site compacted fill that provides the foundation and the berms
for the containment area, the subgrade for some access roadways and structures, and backfill around
structures and piping.
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ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive
Cylinder Method.

ASTM D 4643 Standard Test Method for Determination of Water (Moisture)
Content of Soil by the Microwave Oven Method.

ASTM D 4959 Standard Test Method for Determination of Water (Moisture)
Content of Soil by Direct Heating Method.

ASTM D 6938 Standard Test Methods for In-Place Density and Water Content
of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow
Depth).

4. Quality Assurance:

Quality Assurance during placement of Embankment will be provided by the Owner as
described in the accompanying Project CQA Manual.

5. Definitions:

a Embankment: Shall include construction of all site earthwork including
roadways, subgrade, perimeter berm embankments, including preparation of the
areas upon which materials are to be placed. Embankment may also be referred
to as structural and/or controlled fill. All Embankment materials may be either
(off-site) Select Borrow or (on-site) Borrow unless otherwise noted on Contract
Drawings or specified by the Engineer.

b. Prepared Subgrade: The ground surface after clearing, grubbing, stripping,
excavation, scarification, and/or compaction, and/or proof rolling to the
satisfaction of the CQA Engineer.

c. Well-Graded: A mixture of particle sizes that has no specific concentration or
lack thereof of one or more sizes. Well-graded does not define any numerical
value that must be placed on the coefficient of uniformity, coefficient of
curvature, or other specific grain size distribution parameters. Well-graded is
used to define a material type that, when compacted, produces a strong and
relatively incompressible soil mass free from detrimental voids.

d. Unclassified Fill: The nature of materials to be used is not identified or described
herein but must be approved by the Engineer prior to use.

B. Materials

1. Embankment materials shall consist of clean well-graded natural soil classified as SP,
SW, SM, SC, ML, or CL (ASTM D 2487) containing no topsoil or other deleterious material.
Additionally, for the upper 3 feet beneath the final wearing surface of roadways including
shoulders, Embankment materials shall have a liquid limit less than 50%, a plasticity
index less than 20% (ASTM D 2487) and have a maximum standard Proctor dry density of
at least 100 pounds per cubic foot (ASTM D 698).
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Other material classifications may be approved by the Engineer.

2. Stones or rock fragments shall not exceed one half the maximum lift thickness as
compacted in any dimension. Isolated rocks shall be a maximum of 24-inches in any
dimension.

3. Embankment materials shall have a 12% maximum loss on ignition (ASTM D 2974).

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Information on equipment to be used for construction of Embankment.

2. Descriptive information on the location and source of any off-site borrow material to be
used for Embankment, where applicable. Information shall include Standard Proctor
curves (ASTM D698) for each borrow material.

D. Construction

1. The Contractor shall conduct Embankment activities in such a manner that erosion of
disturbed areas and off-site sedimentation is absolutely minimized as outlined in Section
02270, Erosion and Sedimentation Control, of these Specifications.

2. All placement and compaction of Embankment shall be performed only when the CQA
Engineer is informed by the Contractor of intent to perform such work.

3. Embankment shall be placed and compacted to the lines and grades shown on the
Contract Drawings. Placement of Embankment outside the construction limits shall
occur only as directed and approved by the Engineer.

The Contractor will perform all surveys necessary to establish and verify lines and
grades for all Embankment.

4. The Contractor shall protect all existing facilities including, but not limited to, utilities
and monitoring wells.

5. Subgrade Preparation:

a. The CQA Engineer shall inspect the exposed subgrade prior to placement of
Embankment to assure that all rocks, topsoil, vegetation, roots, debris, or other
deleterious materials have been removed.

b. Prior to placement of Embankment, the exposed subgrade shall be proofrolled
using a static smooth-drum roller, loaded tandem axle dump truck, or other
suitable equipment in the presence of the CQA Engineer. Any soft or unsuitable
materials revealed before or during the in-place compaction shall be removed as
directed by the CQA Engineer and replaced with suitable Embankment.

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6. Surfaces on which Embankment is to be placed, shall be scarified or stepped in a manner
which will permit bonding of the Embankment with the existing surface.

7. The Contractor shall be responsible for preparing the materials for the Embankment,
including but not limited to, in-place drying or wetting of the soil necessary to achieve the
compaction criteria of these Specifications.

8. Embankment materials shall be placed in a manner permitting drainage and in
continuous, approximately horizontal layers.

9. Compaction Requirements:

a. The Contractor shall compact Embankment in accordance with the requirements
shown in Table 1 of this section. If Embankment does not meet the specified
requirements, the Contractor shall rework the material, as may be necessary
and continue compaction to achieve these requirements, or remove and replace
the material to achieve the specified requirements, at Contractor's expense.

b. Each lift shall be compacted prior to placement of succeeding lifts. In confined
areas, mechanical equipment, suitable for small areas and capable of achieving
the density requirements, shall be required.

c. Lift compaction shall be performed with an appropriately heavy, properly
ballasted, penetrating-foot or smooth-drum vibratory compactor depending on
soil type. Compaction equipment shall be subject to approval by the CQA
Engineer.

10. Embankment that becomes excessively eroded, soft, or otherwise unsuitable shall be
removed or repaired by the Contractor as directed by the CQA Engineer, at no cost to the
Owner.

11. The exposed surface of Embankment shall be rolled with a smooth-drum roller at the
end of each work day to protect from adverse weather conditions.

12. Where Embankment is to be placed and compacted on slopes that are steeper than
3H:1V, the subgrade shall be benched to a minimum depth of 6 inches and the
Embankment shall be placed in horizontal lifts.

13. Backfilling for Structures and Piping:

a. All structures, including manholes and pipes shall be backfilled with
Embankment as shown in the Contract Drawings and as described in these
Specifications.

b. Where sheeting is used, the Contractor shall take all reasonable measures to
prevent loss of support beneath and adjacent to pipes and existing structures
when sheeting is removed. If significant volumes of soil cannot be prevented
from clinging to the extracted sheets, the voids shall be continuously backfilled
as rapidly as possible. The Contractor shall thereafter limit the depth below
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subgrade that sheeting will be driven in similar soil conditions or employ other
appropriate means to prevent loss of support.

c. When backfilling around structures, do not backfill until concrete has sufficiently
cured (as determined by the CQA Engineer) and is properly supported. Place
backfill in a manner to avoid displacement or damage of structures.

Table 1: Required Embankment Properties

Item
Required %
Standard
Proctor
(ASTM D698)2
Required Moisture
Content3
Maximum Lift
Thickness
(Compacted)
(inches)
Embankment Beneath
Structures and Roads1 100 +/- 2% of Optimum
(std. Proctor) 8
Embankment 95
As Required for
Compaction
8
Backfill Around Structures 95 8
Backfill in Pipe Trenches 95 6
Unclassified Fill N/A N/A N/A

Notes:

1. Embankment beneath structures shall be considered to include a zone 10 feet out from
the foundation of the structure extending down to the natural ground on a 45° slope.
Embankment beneath roads shall be considered to include all embankment placed
within 3 vertical feet of the final wearing surface and shall also include shoulders.
2. Determine field density using ASTM D 6938, ASTM D 1556, ASTM D 2167, or ASTM D 2937.
3. Determine field moisture content using ASTM D 6938, ASTM D 2216, ASTM D 4643, or
ASTM D 4959.
4. The Engineer may allow exceptions to the above criteria for areas outside of the
containment area which are not subject to significant long-term loads.

END OF SECTION
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SECTION 02240

GEOTEXTILES

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Geotextiles including all necessary and incidental items as detailed or required for the
Contractor to complete the installation in accordance with the Contract Drawings and
these Specifications, except as noted below:

a. Geotextiles used as a Silt Fence is covered under Section 02270, Erosion and
Sedimentation Control, of these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the American Association of State Highway and Transportation
Officials (AASHTO) are hereby made a part of these specifications.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by
Exposure to Light, Moisture, and Heat in a Xenon-Arc Type
Apparatus.

ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.

ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.

ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.
Geotextiles: For the proposed construction, a Type GT-S (Separator/Filter) Geotextile, is specified.
The Type GT-S Geotextile will be placed in between soil subgrade and aggregate in access roads and in
some erosion control and drainage applications.
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ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of
Geotextiles.

ASTM D 6241 Standard Test Method for the Static Puncture Strength of
Geotextiles and Geotextile Related Products Using a 50 mm
Probe.

AASHTO M 288 Standard Specification for Geotextiles.

4. Quality Assurance:

Quality Assurance during installation of Geotextiles will be provided by the Owner.

B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which
shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for
such purposes.

Labels on each roll of Geotextile shall identify the length, width, lot and roll numbers, and
name of Manufacturer.

2. The Type GT-S Geotextile shall be a nonwoven spunbonded or nonwoven needlepunched
synthetic fabric consisting of polyester or polypropylene manufactured in a manner
approved by the Engineer. Woven fabrics may be used in certain applications if approved
in advance by the Engineer.

3. All Geotextiles shall conform to the properties listed in Table 1 of this section.

C. Submittals

Prior to the installation of Geotextiles, the Contractor shall submit the following to the CQA
Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
each type of Geotextile attesting that the Geotextiles meet the physical and
manufacturing requirements stated in these Specifications. The Contractor shall also
submit a sample of each Geotextile to be used. The samples shall be labeled with the
product name and be accompanied by the Manufacturer's specifications.

2. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping,
handling, and storage shall be submitted for review.

3. Seaming Procedures: Submit proposed seaming procedures including proposed method
and equipment.
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4. Quality Control Certificates: For Geotextiles delivered to the site, quality control
certificates, signed by the Manufacturer's quality assurance manager shall be provided
which represent every roll of each type of Geotextile supplied. Each certificate shall have
the roll identification number(s), test methods, frequency, and test results. At a
minimum, the test results and frequency of testing shall be as shown in Table 2 of this
section.

5. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.

D. Construction

1. Shipping, Handling, and Storage:

All Geotextiles shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Failing CQA Material Control Tests:

Geotextiles that are rejected upon testing shall be removed from the project site and
replaced at Contractor's cost. Sampling and CQA testing of Geotextiles supplied as
replacement for rejected material shall be performed by the CQA Engineer at
Contractor's cost.

3. Installation:

a. The surface receiving the Geotextiles shall be prepared to a relatively smooth
condition, free of obstructions, standing water, excessive depressions, debris,
and very soft, excessively wet, and/or loose pockets of soil. This surface shall be
approved by the CQA Engineer prior to Geotextile placement.

b. Geotextiles shall be placed to the lines and grades shown on the Contract
Drawings. At the time of installation, Geotextiles shall be rejected by the CQA
Engineer if they have defects, rips, holes, flaws, evidence of deterioration, or
other damage.

c. The Geotextiles shall be placed smooth and free of excessive wrinkles.

d. On slopes, Geotextiles shall be anchored at the top and unrolled down the slope.
In the presence of wind, all Geotextiles shall be weighted with sandbags or other
material as appropriate. Geotextiles uplifted by wind may be reused upon
approval by the CQA Engineer.

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4. Seams:

a. all Geotextile seams shall be overlapped.

5. Repair Procedures:

a. Any Geotextile that is torn, punctured, or otherwise damaged shall be repaired or
replaced, as directed by the CQA Engineer, by the Contractor at no additional cost
to the Owner. The repair shall consist of a patch of the same type of Geotextile
placed over the failed areas and shall overlap the existing Geotextile a minimum
of 18 inches from any point of the rupture. Patches shall be spot sewn or heat
bonded so as not to shift during cover placement.

6. Cover Placement:

a. Except when designed to remain exposed, Geotextiles shall be covered in a
timely manner to limit potential UV damage. Unless otherwise approved by the
Engineer, covering shall occur within 30 days of installation. Extension of this
time may be considered by the Engineer based on weather conditions (i.e.
prolonged cloud cover during 30 day period) or technical information provided by
the Manufacturer that would justify an extension.

(1) The Engineer may conduct sampling and testing of any Geotextiles
exposed for a period longer than allowed to verify the material
properties. The cost associated with this testing and the subsequent
repair(s) shall be bourne solely by the Contractor regardless of the test
results. In no case will the maximum length of exposure be greater than
60 days without verification of material properties.

b. Placement of cover over Geotextiles shall be performed in a manner as to ensure
that the Geotextiles or underlying materials are not damaged. Cover material
shall be placed such that excess tensile stress is not mobilized in the Geotextile.

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Table 1: Required Geotextile Properties

Property Test Method Units
Value1
Type GT-S
Geotextile Construction
(NW = Nonwoven)
(W = Woven)
----- ----- NW or W2
Mass per Unit Area (Unit
Weight) ASTM D 5261 oz/yd2 N/A
UV Resistance (500 hrs) ASTM D 4355 % 70
Strength Class4 AASHTO M 288 Class 2
Tensile Properties: ASTM D 4632
Grab Strength lbs 160 (NW)
250 (W)
Grab Elongation % > 50 (NW)
< 50 (W)
Puncture Resistance ASTM D 6241 lbs 410 (NW)
950 (W)
Trapezoidal Tear Strength ASTM D 4533 lbs 55 (NW)
90 (W)
Apparent Opening Size
(AOS) ASTM D 4751 U.S.
Sieve 70+
Permittivity ASTM D 4491 sec-1 1.0

Notes:
1. Minimum Average Roll Value (MARV).
2. Woven geotextiles shall be approved in advance by the Engineer. Woven geotextiles
formed exclusively with slit film fibers are not acceptable.
3. AASHTO M 288 criteria include the above listed requirements for: Tensile Properties,
Puncture Resistance, Trapezoidal Tear Strength, and Burst Strength.

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Table 2: Required Manufacturer Quality Control Tests

Property Test Method Minimum Test Frequency
Mass per Unit Area (Unit Weight) ASTM D 5261 200,000 ft2
Ultraviolet Resistance (500 hrs) ASTM D 4355 Periodic
Tensile Properties ASTM D 4632 200,000 ft2
Apparent Opening Size (AOS) ASTM D 4751 Periodic
Permittivity ASTM D 4491 Periodic
Puncture Resistance ASTM D 6241 200,000 ft2
Trapezoidal Tear Strength ASTM D 4533 200,000 ft2

END OF SECTION

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SECTION 02270

EROSION AND SEDIMENTATION CONTROL

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
and maintain Erosion and Sedimentation Control measures and related work in
accordance with the Contract Drawings and these Specifications.

All Erosion and Sedimentation Control work shall be in accordance with the latest edition
of the North Carolina Erosion and Sediment Control Planning and Design Manual as well
as applicable regulations.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Geotextiles 02240
Rip Rap 02271
Rolled Erosion Control Products 02275
HDPE Pipe 02614
Revegetation 02930

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 3786 Test Method for Hydraulic Bursting Strength of Knitted Goods
and Nonwoven Fabrics: Diaphragm Bursting Strength Tester
Method.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from
Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus).

ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.

Erosion and Sedimentation Control: Erosion and Sedimentation Control is a system of construction
and engineered measures (devices, structures, practices, etc.) which act to minimize surface water
induced erosion of disturbed areas and the resulting off-site sedimentation.
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ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.

ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.

ASTM D 4833 Standard Test Method for Index Puncture Resistance of
Geotextiles, Geomembranes, and Related Products.

B. Materials

1. Custom Basins:

Permanent sediment or detention basins shall be constructed as shown on the Contract
Drawings.

2. Permanent Drainage Channels, Diversions, Swales, and Ditches:

Permanent drainage channels, diversions, swales, and ditches shall be constructed as
shown on the Contract Drawings.

3. Silt Fence:

Silt fences shall be constructed as shown on the Contract Drawings and as needed,
based on the Contractor’s discretion and Engineer’s approval. The silt fence is a
permeable barrier erected within and downgradient of small disturbed areas to capture
sediment from sheet flow. It is made of filter fabric buried at the bottom, stretched, and
supported by posts and wire mesh backing. Silt fence shall conform to the following
properties:

a. Posts: Posts shall be 1.33 lb/linear foot steel (preferred) or wood with a
minimum length of 5 feet. Steel posts shall be “U” or “T”-type. Wood posts shall
have a minimum diameter of 4-inches.

b. Filter Fabric: Filter fabric shall be a woven geotextile made specifically for
sediment control. Filter fabric shall conform to the properties listed in Table 1 of
this section.

4. Geotextiles:

Geotextiles shall conform to the requirements of Section 02240, Geotextiles, of these
Specifications.

5. Stone Check Dams:

Stone check dams shall be constructed as shown on the Contract Drawings.

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6. Rip Rap:

Rip Rap shall conform to the requirements of Section 02271, Rip Rap, of these
Specifications.

7. Down Chutes and Pipes:

Down chutes and pipes shall be constructed as shown on the Contract Drawings.

8. Rolled Erosion Control Products (RECPs):

Rolled Erosion Control Products (RECPs) shall conform to the requirements of Section
02275, Rolled Erosion Control Products, of these Specifications.

9. Other Work:

In addition to the Erosion and Sedimentation Control measures shown on the Contract
Drawings, the Contractor shall provide adequate means to prevent any sediment from
entering any storm drains, drop inlets, ditches, streams, or bodies of water downstream
of any area disturbed by construction. Excavation materials shall be placed upstream of
any trench or other excavation to prevent sedimentation of off-site areas. In areas where
a natural buffer area exists between the work area and the closest stream or water
course, this area shall not be disturbed. All paved areas shall be scraped and swept as
necessary to prevent the accumulation of dirt and debris. Work associated with this
provision shall be considered incidental to the project and no separate payment will be
made.

10. Temporary and Permanent Ground Cover:

The Contractor shall provide temporary or permanent ground cover (or other acceptable
measure(s)) adequate to restrain erosion on erodible slopes or other areas within 21
calendar days following completion of any phase of grading. The Contractor shall provide
permanent ground cover for all disturbed areas within 15 working days or 90 calendar
days (whichever is shorter) following the completion of construction.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all Erosion and Sedimentation Control materials manufactured for the project have been
produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

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D. Construction

1. Establishment of Erosion and Sedimentation Control Measures:

a. All Erosion and Sedimentation Control measures will be constructed according to
the Contract Drawings and these Specifications.

b. Due to the nature of the work required by this Contract, it is anticipated that the
location and nature of the Erosion and Sedimentation Control measures may
need to be adjusted on several occasions to reflect the current phase of
construction.

c. Erosion and Sedimentation Control measures shall be established prior to the
work in a given area. Where such practice is not feasible, the Erosion and
Sedimentation Control measure(s) shall be established immediately following
completion of the clearing operation.

d. The construction schedule adopted by the Contractor will impact the placement
and need for specific measures required for the control of erosion. The
Contractor shall develop and implement such additional techniques as may be
required to minimize erosion and prevent or correct the discharge of sediment
outside the limits of construction (unless controlled by other on-site measure(s)).

e. The location and extent of Erosion and Sedimentation Control measures shall be
revised at each phase of construction that results in a change in either the
quantity or direction of surface runoff from construction areas. All deviations
from the control provisions shown on the Contract Drawings shall have the prior
approval of the Engineer.

2. Inspection and Maintenance of Erosion and Sedimentation Control Measures:

a. The Contractor shall furnish the labor, material, and equipment required for the
inspection and maintenance of all Erosion and Sedimentation Control measures.
Maintenance shall be scheduled as required for a particular measure to
maintain the removal efficiency and intent of the measure.

b. All Erosion and Sedimentation Control measures shall be inspected at least once
every seven calendar days and within 24 hours after any storm event of greater
than 0.5 inches of rain per 24 hour period and appropriate maintenance
conducted. A rain gauge shall be maintained on the site and a record of the
rainfall amounts and dates shall be kept properly.

c. Maintenance shall include, but not be limited to:

(1) The removal and satisfactory disposal of trapped or deposited sediments
from basins, traps, barriers, filters, and/or drainage features/devices;

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WI High Point C&D Landfill Technical Specifications
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(2) Replacement of filter fabrics used for silt fences upon loss of efficiency;
and

(3) Replacement of any other components which are damaged or cannot
serve the intended use.

d. The Contractor shall accept and maintain any existing sediments that are
included in existing sediment traps or basins that accept or will accept
stormwater flow and or sediment accumulation from all areas within the
Contractor’s limits of construction.

e. Sediments removed from Erosion and Sedimentation Control measures shall be
disposed of in locations that will not result in off-site sedimentation as approved
by the Engineer.

f. All Erosion and Sedimentation Control measures shall be maintained to the
satisfaction of the Engineer until the site has been stabilized.

3. Graded Slopes and Fills:

The angle for graded slopes and fills shall be no greater than the angle that can be
retained by vegetated cover or other adequate measures.

4. Finish Grading:

All disturbed areas shall be uniformly graded to the lines, grades, and elevations shown
on the Contract Drawings. Except for certain erosion and sedimentation control
measures and other areas designated to impound water, all areas shall be graded to
drain. Finished surfaces shall be reasonably smooth, compacted, and free from irregular
surface changes. Unless otherwise specified, the degree of finish shall be that ordinarily
obtainable from either blade or scraper operations. Areas shall be finished to a
smoothness suitable for application of topsoil.

5. Revegetation:

Revegetation shall conform to the requirements of Section 02930, Revegetation, of these
Specifications.

6. Cleanup:

a. The Contractor shall remove from the site all subsoil excavated from his work
and all other debris including, but not limited to, branches, paper, and rubbish in
all landscape areas, and remove temporary barricades as the work proceeds.

b. All areas shall be kept in a neat, orderly condition at all times. Prior to final
acceptance, the Contractor shall clean up the entire landscaped area to the
satisfaction of the Engineer.

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Table 1: Required Silt Fence Filter Fabric Properties

Property Test Method Units Value1
Grab Tensile Strength2 ASTM D 4632 lbs 90 x 90
Grab Elongation ASTM D 4632 % 20 (Max.)
Ultraviolet Resistance (500 hrs) ASTM D 4355 % 80
Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 30+
Permittivity ASTM D 4491 sec-1 0.05

Notes:
1. Minimum Average Roll Value (MARV).
2. Values for machine and cross machine direction (MD x XD), respectively.

END OF SECTION
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WI High Point C&D Landfill Technical Specifications
May 2016 Rip Rap Page 02271-1
SECTION 02271

RIP RAP

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Rip Rap for protection of earthen slopes against erosion as indicated, including all
necessary and incidental items, in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Geotextiles 02240
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the North Carolina Department of
Transportation (NCDOT) are hereby made a part of these Specifications.

NCDOT Standard Specifications for Roads and Structures (2006).

B. Materials

1. Rip Rap: Rip Rap shall be of the size indicated on the Contract Drawings and shall
conform to NCDOT Section 1042, Rip Rap Materials.

2. Geotextiles: Geotextiles shall conform to the requirements outlined in Section 02240,
Geotextiles, of these Specifications.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results prior to installation, that
all Rip Rap has been produced in accordance with these Specifications.

Rip Rap: This section includes all rip rap aprons and channel protection.

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2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. Surface Preparation:

a. Trim and dress all areas to conform to the Contract Drawings as indicated with
tolerance of 2 inches from theoretical slope lines and grades.

b. Bring areas that are below allowable minimum tolerance limit to grade by filling
with compacted Embankment material similar to adjacent material.

c. Geotextiles shall be placed as shown on the Contract Drawings and in
accordance with Section 02240, Geotextiles, of these Specifications.

d. Do not place any stone material on the prepared surface prior to inspection and
approval to proceed from the Engineer.

2. Placing Rip Rap:

Rip Rap shall be placed in accordance with NCDOT Section 876, Rip Rap.

END OF SECTION
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WI High Point C&D Landfill Technical Specifications
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SECTION 02275

ROLLED EROSION CONTROL PRODUCTS

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
all RECPs in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270
Revegetation 02930

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from
Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus).

ASTM D 6475 Standard Test Method for Measuring Mass per Unit Area of
Erosion Control Blankets.

ASTM D 6524 Standard Test Method for Measuring the Resiliency of Turf
Reinforcement Mats.

ASTM D 6525 Standard Test Method for Measuring Nominal Thickness of
Permanent Erosion Control Products.

ASTM D 6566 Standard Test Method for Measuring Mass per Unit Area of Turf
Reinforcement Mats.

ASTM D 6818 Standard Test Method for Ultimate Tensile Properties of Turf
Reinforcement Mats.

Rolled Erosion Control Products: Rolled Erosion Control Products (RECPs) include erosion control
blankets (ECB) and turf reinforcement mats (TRM) placed in channels and on slopes.
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B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which
shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for
such purposes.

Labels on each RECP shall identify the length, width, product name, and name of
Manufacturer.

2. Erosion Control Blanket (ECB) (Single Net):

ECB (single net) shall consist of a machine-produced mat of straw or wood excelsior fiber
covered on the top side with a photodegradable extruded plastic or woven biodegradable
netting and sewn together with degradable thread. ECB (single net) shall also conform to
the properties listed in Table 1 of this section. ECB (single net) shall be S75, as
manufactured by North American Green, CURLEX I, as manufactured by American
Excelsior Company, LANDLOK S1, as manufactured by Propex Fabrics, or approved
equal.

Flexterra Flexible Growth Media (FGM), as manufactured by Profile Products, applied at a
minimum rate of 3,500 lbs/acre is an acceptable substitute for ECB to be placed on 2H:1V
slopes (a minimum rate of 3,000 lbs/acre shall be used on 3H:1V slopes).

3. Turf Reinforcement Mat (TRM) (Type 1):

TRM (Type 1) shall consist of a dense web of crimped and interlocking polypropylene
fibers positioned between two biaxially oriented nets and mechanically bound together by
parallel stitching with polypropylene thread. TRM (Type 1) shall be designed to
accelerate seedling emergence, exhibit high resiliency, and possess strength and
elongation properties to limit stretching in a saturated condition. TRM (Type 1) shall be
stabilized against chemical and UV degradation which are normally found in a natural soil
environment and shall have no biodegradable components. TRM (Type 1) shall also
conform to the properties listed in Table 1 of this section. TRM (Type 1) shall be
LANDLOK TRM 435, as manufactured by Propex Fabrics, or approved equal.

4. Anchors: Anchors for RECPs shall consist of machine made staples of No. 8 gauge new
steel wire formed into a “U” shape. The size when formed shall be not less that 8 inches
in length with a throat of not less than 1 inch in width. Longer anchors may be required
for loose soils. Other anchors, such as metal pins or plastic pegs, may also be used if
approved in advance by the Engineer.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
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May 2016 Rolled Erosion Control Products Page 02275-3
each RECP attesting that each RECP meets the physical and manufacturing
requirements stated in these Specifications. The Contractor shall also submit a sample
of each RECP to be used. The sample shall be labeled with the product name and be
accompanied by the Manufacturer's specifications.

2. Installation Guidelines/Instructions: The Manufacturer's guidelines/instructions for
installation shall be submitted for review.

3. Furnish copies of delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.

D. Construction

1. Shipping, Handling, and Storage:

All RECPs shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Installation - General:

a. Placing of RECPs shall be done immediately following seeding. Seeding shall be
performed in accordance with Section 02930, Revegetation, of these
Specifications.

b. RECPs shall be placed to the lines and grades shown on the Contract Drawings.
The earth surface shall be smooth and free from stones, clods, or debris which
will prevent the contact of the RECP with the soil. Care shall be taken to
preserve the required line, grade, and cross section of the area.

c. RECPs shall be unrolled in the direction of the flow of water and shall be applied
without stretching so that it will lie smoothly but loosely on the soil surface.

d. At the time of installation, RECPs shall be rejected, if they have defects, rips,
holes, flaws, evidence of deterioration, or other damage.

e. The Engineer may require adjustments in the installation requirements to fit
individual conditions.

3. Installation - Channels:

RECPs installed in channels shall be unrolled parallel to the direction of water flow. The
first roll shall be centered longitudinally in the channel and anchored with staples.
Subsequent rolls shall be installed outward to the edges of the channel and be lapped to
allow installation of a common row of anchors. RECP ends shall be overlapped with the
upstream ends on top (“shingled”). Refer to the Contract Drawings and/or the
Manufacturer’s installation guidelines/instructions for installation details.

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4. Installation - Slopes:

RECPs installed on slopes shall be oriented in vertical strips and anchored. Subsequent
rolls shall be installed outward to the edge(s) of the original roll and be lapped to allow
installation of a common row of anchors. RECP ends shall be shingled. Refer to the
Contract Drawings and/or the Manufacturer’s installation guidelines/instructions for
installation details.

5. Maintenance:

Maintenance of RECPs shall be in accordance with Section 02270, Erosion and
Sedimentation Control, of these Specifications.

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May 2016 Rolled Erosion Control Products Page 02275-5
Table 1: Required Rolled Erosion Control Product Properties

Property Test Method Units Value1
Erosion Control Blanket (ECB) (Single Net)
Mass per Unit Area ASTM D 6475 lbs/yd2
0.5 + 10%
(Straw)
0.7 + 10%
(Excelsior)
Tensile Strength2 ASTM D 6818 lbs/ft 50 x 65
Tensile Elongation ASTM D 6818 % 20
Maximum Permissible Shear
Stress (Un-Vegetated) ----- lbs/ft2 1.55
Functional Longevity ----- months 12
Turf Reinforcement Mat (TRM) (Type 1)
Mass per Unit Area ASTM D 6566 oz/yd2 8
Thickness ASTM D 6525 inches 0.35
Tensile Strength2 ASTM D 6818 lbs/ft 225 x 175
Tensile Elongation ASTM D 6818 % 50 (max.)
Resiliency ASTM D 6524 % 80
UV Resistance (1,000 Hours) ASTM D 4355 % 80
Maximum Permissible Shear
Stress (Long-Term Vegetated) Large Scale lbs/ft2 5

Notes:

1. Typical for ECB; Minimum Average Roll Value (MARV) for TRM.
2. Values for machine and cross machine direction (MD x XD), respectively.

END OF SECTION
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SECTION 02614

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation
of HDPE Pipe in accordance with the Contract Drawings and these Specifications. The
Contractor shall also clean and test pipelines where required.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Landfill Gas Wells/Vents 13252

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 638 Standard Test Method for Tensile Properties of Plastics.

ASTM D 790 Standard Test Methods for Flexural Properties of Unreinforced
and Reinforced Plastics and Electrical Insulating Materials.

ASTM D 1238 Standard Test Method for Flow Rates of Thermoplastics by
Extrusion Plastometer.

ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique.

ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics.

ASTM D 2837 Standard Test Method for Obtaining Hydrostatic Design Basis for
Thermoplastic Pipe Materials.

ASTM D 3035 Standard Specification for Polyethylene (PE) Plastic Pipe (DR-
PR) Based on Controlled Outside Diameter.

High Density Polyethylene (HDPE) Pipe: HDPE Pipe is used in the stormwater and landfill gas vent
systems.
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ASTM D 3261 Standard Specification for Butt Heat Fusion Polyethylene (PE)
Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing.

ASTM D 3350 Standard Specification for Polyethylene Plastics Pipe and Fitting
Materials.

ASTM F 412 Standard Terminology Relating to Plastic Piping Systems.

ASTM F 714 Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-
PR) Based on Outside Diameter.

ASTM F 1417 Standard Test Method for Installation Acceptance of Plastic
Gravity Sewer Lines Using Low-Pressure Air.

ASTM F 1473 Standard Test Method for Notch Tensile Test to Measure the
Resistance to Slow Crack Growth of Polyethylene Pipes and
Resins.

ASTM F 2164 Standard Practice for Field Leak Testing of Polyethylene (PE)
Pressure Piping Systems Using Hydrostatic Pressure.

4. Quality Control:

The Contractor shall perform pressure testing of HDPE Pipe as described in this section.

5. Quality Assurance:

Quality Assurance during placement of HDPE Pipe will be provided by the Owner as
described in the accompanying Project CQA Manual.

B. Materials

1. All HDPE Pipe shall be manufactured from new materials meeting the physical
requirements shown in Table 1 of this section.

2. All HDPE Pipe shall have smooth interior walls and the DR (dimension ratio) and
diameter of the pipe shall be as shown on the Contract Drawings.

3. All HDPE Pipe having an outside diameter 3.5 inches and larger shall meet the
requirements of ASTM F 714. All HDPE Pipe having an outside diameter less than 3.5
inches shall meet the requirements of ASTM D 3035.

4. Visible defects, such as cracks, creases, crazing, non-uniformly pigmented areas, or
undispersed raw materials shall not be acceptable and will result in rejection of the pipe
by the CQA Engineer.

5. Pipe Perforations: The perforations of the perforated HDPE Pipe shall be as shown on
the Contract Drawings.

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6. All HDPE Pipe fittings shall be in accordance with ASTM D 3261 and shall be pressure
rated to match the system piping. The fittings shall be manufactured from the same
materials as the pipe itself. The butt fusion outlets of fittings shall be machined to the
same DR as the system piping to which they are to be fused.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all HDPE Pipe manufactured for the project has been produced in accordance with these
Specifications.

2. Submit a copy of the HDPE Pipe Manufacturer's recommendations for shipping, handling,
and storage of pipe.

3. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into construction.

4. Survey Results:

After placement of HDPE Pipe, survey results shall be submitted for review prior to
acceptance.

D. CONSTRUCTION

1. Shipping , Handling, and Storage:

All HDPE Pipe shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. HDPE Pipe Installation:

a. The Contractor shall install HDPE Pipe to the lines and grades shown on the
Contract Drawings. Line and grade of piping shall be maintained with laser or
approved equivalent. The Contractor shall give the CQA Engineer sufficient
notice so that the he may observe field location and installation activities.

b. Excavation for buried lines shall be backfilled as directed by the Engineer as
shown on the Contract Drawings. Sand backfill or approved soil backfill
compacted to at least 95 percent of the Standard Proctor dry density (ASTM D
698) shall be used.

Sharp stones or other potentially damaging material shall be removed from the
base of the trench prior to placement of the piping. A leveling course, as
required, shall consist of sand or other approved material.

c. Pipe Connections: Joining of HDPE Pipe shall be as follows:

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(1) General pipe sections shall be butt-fusion welded according to the
Manufacturer's recommendations and shall be performed by an
appropriately trained fusion technician.

(2) Pipe ends to be butt-fusion welded shall be clean and dry at the time of
welding. No welding shall occur during precipitation or excessive
moisture.

(3) The Contractor shall grind burrs or other potentially damaging areas in
the welds prior to placement of the pipe.

(4) Specified bolted pipe connections shall be made as specified on the
Contract Drawings using stainless steel hardware and neoprene
gaskets.

(5) Polyethylene stub ends and flanges must be at the ambient temperature
of the surrounding soil at the time they are bolted tight to prevent
relaxation of the flange bolts and loosening of the joint due to thermal
contraction of the polyethylene.

(6) Properly executed electrofusion fittings may be used.

(7) Where piping is designed to be inspected and cleaned via cleanout ports,
appropriate fittings shall be used to facilitate movement of inspection
and cleaning tools along the length of the pipe.

d. Perforated HDPE Pipe shall be placed during construction as shown on the
Contract Drawings.

3. Cleaning:

a. All HDPE Pipe shall be cleaned of any accumulation of silt, debris, or foreign
matter of any kind and shall be kept clear of such accumulation until final
acceptance of the work.

4. Pressure Testing:

a. All solid piping where factory or field joints have been performed requires
pressure testing prior to approval by the CQA Engineer, except as noted below:

(1) Any unjointed section of pipe showing visual signs of damage or that is of
questionable quality may be required to be pressure tested as directed
by the CQA Engineer.

(2) Cleanout risers within the containment areas do not require pressure
testing.

b. Pressure testing shall be conducted by the Contractor in a manner approved by
the Engineer. Such testing shall be observed by the CQA Engineer.

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c. Down Pipes: Down pipes shall be tested using low-pressure air in accordance
with ASTM F 1417.

d. The pressures used in testing must not exceed the working pressure of the
lowest rated component in the system (i.e. valves, meters, flanges, unions, etc.).
The Manufacturer's recommendation for pressure testing may also be
acceptable as an alternative if approved in advance by the Engineer.

e. Pressure testing of short sections of piping to be placed in confined or
inaccessible areas may be pressure tested by the Contractor prior to installation
when approved by the Engineer. Temporary fittings, etc. required to plug section
ends shall be provided by the Contractor at no expense to the Owner.

f. Any piping that does not meet the pressure test criteria shall be repaired and
retested at the Contractor's expense. No piping shall be approved until
successful pressure testing is completed.

5. Surveying:

The Contractor shall survey all HDPE Pipe on 100 foot centers and at bends to ensure the
proper location and grade of the piping.

6. All waste materials removed during installation of HDPE Pipe shall be disposed of on site
in the active lined landfill as directed by the Owner and Engineer. The Contractor shall
weigh waste materials at the facility scales prior to disposal. No tipping fee will be
charged to the Contractor for disposal of these wastes.

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Table 1: Required HDPE Pipe Properties

Property Test Method Units Value1
Material Designation ASTM D 412 ----- PE 3408
Cell Classification ASTM D 3350 ----- 345464 C
Density ASTM D 1505 g/cm3 0.955
Melt Flow Index ASTM D 1238 g/10 min 0.1
Flexural Modulus ASTM D 790 psi 130,000
Tensile Strength @ Yield ASTM D 638 psi 3,200
SCG (PENT) ASTM F 1473 hours > 100
Hydrostatic Design Basis at 73° F ASTM D 2837 psi 1,600
UV Stabilizer ASTM D 1603 % Carbon Black 2 - 3%

Notes:
1. Nominal Values.

END OF SECTION

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SECTION 02720

STORMWATER SYSTEMS

A. Description

1. General:

The contractor shall furnish all labor, material, and equipment to complete installation of
Stormwater Systems in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Rip Rap 02271
HDPE Pipe 02614

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM), the American Association of State Highway and Transportation Officials
(AASHTO), and the North Carolina Department of Transportation (NCDOT) are hereby
made a part of these specifications.

ASTM C 76 Standard Specification for Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe.

ASTM C 150 Standard Specification for Portland Cement.

ASTM D 1248 Standard Specification for Polyethylene Plastics Molding and
Extrusion Materials For Wire and Cable.

ASTM D 2321 Standard Practice for Underground Installation of Thermoplastic
Pipe for Sewers and Other Gravity-Flow Applications.

ASTM D 3350 Standard Specification for Polyethylene Plastics Pipe and
Fittings Materials.

AASHTO M 36 Specification for Corrugated Steel Pipe.
Stormwater Systems: Stormwater Systems shall include all piping, pipe fittings, flared end sections,
and other appurtenances designated to convey stormwater.
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AASHTO M 252 Specification for Corrugated Polyethylene Drainage Tubing, 3 to
10 Inch Diameter.

AASHTO M 294 Specification for Corrugated Polyethylene Pipe, 12 to 36 Inch
Diameter.

NCDOT Standard Specifications for Roads and Structures and Roadway
Standard Drawings.

B. Materials

1. Reinforced Concrete Pipe (RCP):

a. All reinforced concrete pipe shall be manufactured in accordance with ASTM C
76, Wall Type B or C, and shall be of the class that equals or exceeds the pipe
class as shown on the Contract Drawings. All pipe shall be aged at the
manufacturing plant for at least fourteen (14) days before delivery to the job site.

b. Minimum pipe laying lengths shall be four (4) feet.

c. Joints for reinforced concrete pipe shall have tongue and groove or bell and
spigot ends with leak-resistant mastic joint sealant. Joint sealant shall be
ConSeal type, or approved equal.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all Stormwater Systems have been produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. All piping shall be installed by skilled workmen and in accordance with the best
standards for piping installation. Proper tools and appliances for the safe and convenient
handling and installation of the pipe and fittings shall be used.

2. All pieces shall be carefully examined for defects, and no piece shall be installed which is
known to be defective. If any defective piece should be discovered after having been
installed, it shall be removed and replaced at the Contractor's expense.

3. Excavation and backfilling of pipe trenches shall be as described in Section 02222,
Excavation and Section 02223, Embankment, respectively, of these Specifications.

4. Following proper preparation of the trench subgrade, pipe and fittings shall be carefully
lowered into the trench so as to prevent dirt and other foreign substances from gaining
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WI High Point C&D Landfill Technical Specifications
May 2016 Stormwater Systems Page 02720-3
entrance into the pipe and fittings. Proper facilities shall be provided for lowering
sections of pipe into trenches. No materials shall be dropped or dumped into the trench.

5. Water shall be kept out of the trench until jointing and backfilling are completed. When
work is not in progress, open ends of pipe, fittings, and valves shall be securely closed so
that no water, earth, or other substance will enter the pipes, fittings, or valves. Pipe ends
left for future connections shall be valved, plugged, or capped, and anchored as required.

6. All piping shall be erected to accurate lines and grades with no abrupt changes in line or
grade.

7. The full length of each section of pipe shall rest solidly upon the bed of the trench, with
recesses excavated to accommodate bells, couplings, joints, and fittings. Before joints
are made, each pipe shall be well bedded on a solid foundation. No pipe shall be brought
into position until the preceding length has been thoroughly bedded and secured in place.
Pipe that has the grade or joint disturbed after laying shall be taken up and relaid by the
Contractor at his own expense.

END OF SECTION
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WI High Point C&D Landfill Technical Specifications
May 2016 Stormwater Systems Page 02720-4

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WI High Point C&D Landfill Technical Specifications
May 2016 Gabions Page 02725-1
SECTION 02725

GABIONS

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Gabions for protection of earthen slopes against erosion as indicated including all
necessary and incidental items, in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the U.S. Federal Specifications are hereby made a part of these
Specifications.

ASTM A 641 Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire.

U.S. Federal Specification QQ-W-461H.

B. Materials

1. Stone for Gabions: Stone for Gabions shall be sound, durable, and free from seams,
cracks, and other structural defects. Stone shall be of the size indicated in Table 1 of this
section.

2. Gabions:

a. Gabions shall be as manufactured by Maccaferri Gabions, Inc., or approved equal.
Sizes shall be as shown on the Contract Drawings.

b. Gabions shall be manufactured in such a manner that their sides, ends, lid, and
diaphragm(s) can be assembled to form rectangular units of the specified
dimensions. Gabions shall be of a single unit construction. The front, base, back,
and lid shall be woven into a single unit. The ends and diaphragm(s) shall be
Gabions: This section includes all stone filled Gabion (basket) linings, including both box Gabions and
Gabion (Reno) mattresses.
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WI High Point C&D Landfill Technical Specifications
May 2016 Gabions Page 02725-2
factory connected to the base. All perimeter edges of the mesh forming the
Gabion shall be securely selvedged so that the joints obtained have at least the
same strength as the wire mesh itself.

c. Dimensions:

(1) Box Gabions (Thickness >/= 1 Foot): The Gabion length shall be 2, 3, or 4
times its horizontal width. The horizontal width shall not be less than 36
inches. Where the Gabion length exceeds 1.5 times its horizontal width,
the Gabion shall be divided into cells of equal length by diaphragm(s) of
the same mesh and gauge as the Gabion body.

d. Materials and Fabrication:

(1) All wire used in the fabrication of Gabions and in the wiring operations
shall be galvanized and shall conform to U.S. Federal Specifications QQ-
W-461H and possess soft tensile strength with a Class 3, Finish 5 zinc
coating in accordance with ASTM A 641.

(2) All mesh joints shall be flexible and double twisted to prevent unraveling.

(3) All wire and coating for Gabions shall be as indicated in Table 1 of this
section.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results prior to installation, that
all Gabions have been produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. Surface Preparation:

a. Trim and dress all areas to conform to the Contract Drawings as indicated with
tolerance of 2 inches from theoretical slope lines and grades.

b. Bring areas that are below allowable minimum tolerance limit to grade by filling
with compacted Embankment material similar to adjacent material.

c. Geotextiles shall be placed as shown on the Contract Drawings and in
accordance with Section 02240, Geotextiles, of these Specifications.

d. Do not place any Gabions on the prepared surface prior to inspection and
approval to proceed from the Engineer.

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WI High Point C&D Landfill Technical Specifications
May 2016 Gabions Page 02725-3
2. Installing Gabions:

a. Assemble and erect Gabions according to the manufacturer’s instructions.
Remove components from the bundles, unfold flat on the ground, and flatten all
kinks and bends.

Assemble units individually, by erecting the sides, ends, and diaphragm(s),
ensuring that all creases are in the correct position and the tops of all sides
levels, all in accordance with manufacturer’s instructions.

The four corners of the unit shall be laced first, after overlapping the mesh,
followed by lacing the edges of the internal diaphragm(s) to the sides.

The recommended lacing procedure consists of cutting a length of lacing wire
(approximately 1½ times the distance to be laced -- not to exceed 5 feet). Secure
the wire terminal at the corner by looping and twisting, then proceed to lace with
alternating single and double loops at approximately four (4) to five (5) inch
intervals.

b. Carry the assembled units to the job site and place in their proper location. For
structural integrity, all adjoining empty units must be laced along the perimeter
of their contact surfaces to obtain a monolithic structure.

c. Fill units with stone specified.

Care shall be taken when placing fill material to assure that the steel wire mesh
will not be broken or damaged.

Along all exposed Gabion edges, the outer layer of stone shall be carefully placed
and packed by hand, in order to ensure proper alignment and a neat, compact,
square appearance.

The last layer of stone shall be level with or slightly higher than the top of the
unit to allow proper closing of the lid.

Well packed filling without undue bulging, and secure lacing, is essential in all
structures.

d. The lids shall be stretched tight over the fill, using crowbars or lid closing tools,
until the lid meets the perimeter edges of the front and end panels.

The lid shall then be tightly laced along all edges, ends, and diaphragm(s) in the
same manner as described above for assembling. Adjacent lids may be wired
down simultaneously. All ends of wire shall be turned into the mesh on
completion of each Gabion.

e. Where shown on the drawings or otherwise directed by the Engineer, the mesh
shall be cut, folded, and wired together to suit existing site conditions. The mesh
must be cleanly cut and the surplus mesh cut out completely, or folded back and
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
WI High Point C&D Landfill Technical Specifications
May 2016 Gabions Page 02725-4
neatly wired to an adjacent unit. The cut edges of the mesh shall be securely
laced together with lacing wire in the manner described above for assembling.

Table 1: Required Gabion Properties

Property
Value1
Box Gabions Gabion (Reno) Mattresses
Stone Size 4" to 8" 3" to 6"
Mesh Opening Hexagonal, 3.25" x 4.25" Hexagonal, 2.5" x 3.25"
Zinc Coating 0.80 oz/ft2 0.70 oz/ft2
Mesh Wire 0.120" (US Gauge 11) 0.087" (US Gauge 13.5)
Lacing Wire 0.087" (US Gauge 13.5) 0.087" (US Gauge 13.5)
Selvedge Wire 0.154" (US Gauge 9) 0.106" (US Gauge 11)

Notes:
1. Nominal Values.

END OF SECTION
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
WI High Point C&D Landfill Technical Specifications
May 2016 Revegetation Page 02930-1
SECTION 02930

REVEGETATION

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Revegetation
in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Rolled Erosion Control Products 02275

3. Warranty:

The Contractor shall be responsible for the satisfactory establishment and growth of a
permanent stand of vegetation for a period of one year following the final seeding as
judged by the Engineer. During this period, the Contractor shall be responsible for the
maintenance items described in Paragraph D.4 (Maintenance) of this Specification.

B. Materials

1. Limestone: Unless otherwise defined by specific soil tests, supply agricultural grade
ground limestone conforming to the current “Rules, Regulations, and Standards of the
Fertilizer Board of Control.”

2. Fertilizer: Unless otherwise defined by specific soil tests, supply commercial fertilizer
meeting applicable requirements of State and Federal law. Do not use cyanamic
compounds of hydrated lime. Deliver fertilizer in original containers labeled with content
analysis.

3. Grass Seed: Supply fresh, clean, new-crop seed. Do not use seed which is wet, moldy, or
otherwise damaged. Deliver seed in standard sealed containers labeled with producer’s
name and seed analysis, and in accord with US Department of Agriculture Rules and
Regulations under Federal Seed Act.

Revegetation: Revegetation includes permanent Revegetation of all site areas disturbed by the
Contractor whether inside the Contract Limits or not.
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WI High Point C&D Landfill Technical Specifications
May 2016 Revegetation Page 02930-2
4. Mulch: Supply clean, seed-free, threshed straw of oats, wheat, barley, rye, beans, or
other locally available mulch material.

a. Do not use mulch containing a quantity of matured, noxious weed seeds or other
species that will be detrimental to seeding, or provide a menace to surrounding
land.

b. Do not use mulch material which is fresh or excessively brittle, or which is
decomposed and will smother or retard growth of grass.

5. Binder: Supply emulsified asphalt or synthetic binder.

6. Water: Supply potable, free of substances harmful to growth.

7. Application rates, seed types, and other requirements shall be in accordance with Table 1
of this section.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Results of soil tests performed and proposed modifications, if any, to the specified
requirements.

2. Certificates for each grass seed mixture, stating botanical and common name,
percentage by weight, and percentages of purity, germination, and weed seed. Certify
that each container of seed delivered is fully labeled in accordance with Federal Seed Act
and equals or exceeds specification requirements.

3. Copies of invoices for fertilizer, showing grade furnished and total quantity applied.

D. Construction

1. The Contractor shall establish a smooth, healthy, uniform, close stand of grass from the
specified seed. Prior to Revegetation, the Contractor shall adequately test the soils to be
revegetated to ensure the adequacy of the specified requirements. Any modifications to
these requirements deemed necessary after the review of soil test results, shall be at the
Contractor’s sole expense. The Engineer will perform the observations to determine
when successful Revegetation is achieved.

2. Soil Preparation:

a. Limit preparation to areas which will be planted soon after preparation.

b. Loosen surface to minimum depth of four (4) inches.

c. Remove stones, sticks, roots, rubbish and other extraneous matter over three (3)
inches in any dimension.

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WI High Point C&D Landfill Technical Specifications
May 2016 Revegetation Page 02930-3
d. Spread lime uniformly over designated areas at the rate specified in Table 1 of
this section.

e. After application of lime, prior to applying fertilizer, loosen areas to be seeded
with double disc or other suitable device if soil has become hard or compacted.
Correct any surface irregularities in order to prevent pocket or low areas which
will allow water to stand.

f. Distribute fertilizer uniformly over areas to be seeded at the rate specified in
Table 1 of this section.

(1) Use suitable distributor.

(2) Incorporate fertilizer into soil to depth of at least two (2) inches.

(3) Remove stones or other substances which will interfere with turf
development or subsequent mowing.

g. Grade seeded areas to smooth, even surface with loose, uniformly fine texture.

(1) Roll and rake, remove ridges and fill depressions, as required to meet
finish grades.

(2) Fine grade just prior to planting.

3. Seeding:

a. Use approved mechanical power driven drills or seeders, mechanical hand
seeders, or other approved equipment.

b. Distribute seed evenly over entire area at the rate specified in Table 1 of this
section.

c. Stop work when work extends beyond most favorable planting season for species
designated, or when satisfactory results cannot be obtained because of drought,
high winds, excessive moisture, or other factors.

d. Resume work only when favorable condition develops, or as directed by the
Engineer.

e. Lightly rake seed into soil followed by light rolling or cultipacking.

f. Immediately protect seeded areas against erosion by mulching or placing Rolled
Erosion Control Products in accordance with Section 02275 of these
Specifications, where applicable.

(1) Spread mulch in a continuous blanket at the rate specified in Table 1 of
this section.

DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
WI High Point C&D Landfill Technical Specifications
May 2016 Revegetation Page 02930-4
(2) Immediately following spreading mulch, secure with evenly distributed
binder at the rate specified in Table 1 of this section.

(3) For slopes not steeper than 3H:1V and as an option to using binder to
secure mulch, use a mulch anchoring tool operated along the contour of
the slope.

4. Maintenance:

The Contractor shall be responsible for maintaining all seeded areas through the end of
his warranty period. The Contractor shall provide, at his expense, protection of all
seeded areas against damage at all times until acceptance of the work. Maintenance
shall include, but not be limited to, the following items:

a. Regrade and revegetate all eroded areas until adequately stabilized by grass.

b. Remulch with new mulch in areas where mulch has been disturbed by wind or
maintenance operations sufficiently to nullify its purpose. Anchor as required to
prevent displacement.

c. Replant bare areas using same materials specified.

DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
WI High Point C&D Landfill Technical Specifications
May 2016 Revegetation Page 02930-5
Table 1: Seeding Schedule

Material Seed Type Application Rate
(See Note 1)
Lime ----- 4,000 lbs/acre
Fertilizer (10-10-10) ----- 1,000 lbs/acre
Seed:
Permanent:
Kentucky 31 Tall Fescue
Sericea Lespedeza3
Seasonal Nurse Crop2
120 lbs/acre
70 lbs/acre
See Note 2
Temporary: Seasonal Nurse Crop2 See Note 2
Mulch ----- 4,000 - 5,000 lbs/acre
Binder ----- 400 gallons/acre

Notes:
1. Application rates and/or chemical analysis shall be confirmed or established by a soil
test(s).
2. Use seasonal nurse crop in accordance with seeding dates as stated below:
April 15 - August 15 10 lbs/acre German Millet
August 16 - April 14 25 lbs/acre Rye (grain).
3. From September 1 - March 1, use unscarified Sericea seed.

END OF SECTION
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May 2016 Revegetation Page 02930-6

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Appendix C
Erosion and Sedimentation Control
Plans and Details
Erosion and Sedimentation Control Plan
WI High Point C&D Landfill
Jamestown, North Carolina

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SITE LOCATION MAP
NOT TO SCALE
STANDARD DETAIL CALLOUT
SECTION REFERENCED
SHEET WHERE SECTION IS PRESENTED
SHEET SET REVISION NUMBER
STANDARD DETAIL LABEL AND CALLOUT
DETAIL REFERENCED
STANDARD SECTION LOCATION
CALLOUT (SHEET AND DETAIL)
STANDARD REVISION
CALLOUT (SHEET AND DETAIL)
SHEET WHERE DETAIL
IS PRESENTED
SHEET WHERE DETAIL
IS PRESENTED
DETAIL REFERENCED
SITE LOCATION
WI HIGH POINT LANDFILL, LLC
HIGH POINT, NORTH CAROLINA
HIGH POINT C&D LANDFILL
EROSION & SEDIMENTATION CONTROL PLAN
PERMIT DRAWINGS
MAY 2016
A WASTE INDUSTRIES COMPANY
SEAL
SEAL
Electronic files are instruments of service provided by Smith
Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
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14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
GARDNER+
REV.DATE DESCRIPTION
© 2016 Smith Gardner, Inc.

NOT FOR CONSTRUCTION
PERMIT ISSUE
SHEET NO.DRAWING NO.DRAWING TITLE REVISION NO.
1 TITLE - COVER SHEET
2 S1 EXISTING CONDITIONS
3 S2 FINAL COVER GRADING AND DRAINAGE PLAN
4 EC1 EROSION & SEDIMENTATION CONTROL DETAILS (SHEET 1 OF 3)
5 EC2 EROSION & SEDIMENTATION CONTROL DETAILS (SHEET 2 OF 2)
6 EC3 EROSION & SEDIMENTATION CONTROL DETAILS (SHEET 3 OF 3)
7 FC1 FINAL COVER DETAILS
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PROJECT TITLE:
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SEAL
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SMITHGARDNER
ENGINEERS
+
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
Electronic files are instruments of service provided by Smith
Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2016 Smith Gardner, Inc.

WI HIGH POINT
LANDFILL, LLC
(A WASTE INDUSTRIES COMPANY)

HIGH POINT C&D LANDILL
EROSION & SEDIMENTATION
CONTROL PLAN
PERMIT DRAWINGS

EXISTING CONDITIONS

C.T.S.
C.T.J.
WIHIGHPOINT 16-1
AS SHOWN
MAY 2016
WI-D1172
2 S1

NOT FOR CONSTRUCTION
PERMIT ISSUE
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
6/27/2016
PROJECT TITLE:
DRAWING TITLE:
REV.DATE DESCRIPTION
DESIGNED:
DRAWN:
APPROVED:
PROJECT NO:
SCALE:
FILENAME:
PREPARED BY:
PREPARED FOR:
SHEET NUMBER:DRAWING NUMBER:
DATE:
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SEAL
SEAL
SMITHGARDNER
ENGINEERS
+
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
Electronic files are instruments of service provided by Smith
Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2016 Smith Gardner, Inc.

WI HIGH POINT
LANDFILL, LLC
(A WASTE INDUSTRIES COMPANY)

HIGH POINT C&D LANDILL
EROSION & SEDIMENTATION
CONTROL PLAN
PERMIT DRAWINGS

FINAL COVER GRADING
AND DRAINAGE PLAN

C.T.S.
C.T.J.
WIHIGHPOINT 16-1
AS SHOWN
MAY 2016
WI-D1173
3 S2

NOT FOR CONSTRUCTION
PERMIT ISSUE
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
6/27/2016
PROJECT TITLE:
DRAWING TITLE:
REV.DATE DESCRIPTION
DESIGNED:
DRAWN:
APPROVED:
PROJECT NO:
SCALE:
FILENAME:
PREPARED BY:
PREPARED FOR:
SHEET NUMBER:DRAWING NUMBER:
DATE:
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SEAL
SEAL
SMITHGARDNER
ENGINEERS
+
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
Electronic files are instruments of service provided by Smith
Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2016 Smith Gardner, Inc.

WI HIGH POINT
LANDFILL, LLC
(A WASTE INDUSTRIES COMPANY)

HIGH POINT C&D LANDILL
PHASE 3
PERMIT TO CONSTRUCT
PERMIT DRAWINGS

EROSION & SEDIMENTATION
CONTROL DETAILS
(SHEET 1 OF 3)

C.T.S.
J.A.L.
WIHIGHPOINT 16-1
AS SHOWN
MAY 2016
WI-D1174
4 EC1

NOT FOR CONSTRUCTION
PERMIT ISSUE
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6/27/2016
PROJECT TITLE:
DRAWING TITLE:
REV.DATE DESCRIPTION
DESIGNED:
DRAWN:
APPROVED:
PROJECT NO:
SCALE:
FILENAME:
PREPARED BY:
PREPARED FOR:
SHEET NUMBER:DRAWING NUMBER:
DATE:
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SEAL
SEAL
SMITHGARDNER
ENGINEERS
+
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
Electronic files are instruments of service provided by Smith
Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2016 Smith Gardner, Inc.

WI HIGH POINT
LANDFILL, LLC
(A WASTE INDUSTRIES COMPANY)

HIGH POINT C&D LANDILL
EROSION & SEDIMENTATION
CONTROL PLAN
PERMIT DRAWINGS

EROSION & SEDIMENTATION
CONTROL DETAILS
(SHEET 2 OF 2)

C.T.S.
J.A.L.
WIHIGHPOINT 16-1
AS SHOWN
MAY 2016
WI-D1174
5 EC2

NOT FOR CONSTRUCTION
PERMIT ISSUE
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
6/27/2016
PROJECT TITLE:
DRAWING TITLE:
REV.DATE DESCRIPTION
DESIGNED:
DRAWN:
APPROVED:
PROJECT NO:
SCALE:
FILENAME:
PREPARED BY:
PREPARED FOR:
SHEET NUMBER:DRAWING NUMBER:
DATE:
G:
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6/
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3
:
1
7

P
M
SEAL
SEAL
SMITHGARDNER
ENGINEERS
+
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
Electronic files are instruments of service provided by Smith
Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2016 Smith Gardner, Inc.

WI HIGH POINT
LANDFILL, LLC
(A WASTE INDUSTRIES COMPANY)

HIGH POINT C&D LANDILL
EROSION & SEDIMENTATION
CONTROL PLAN
PERMIT DRAWINGS

EROSION & SEDIMENTATION
CONTROL DETAILS
(SHEET 3 OF 3)

C.T.S.
J.A.L.
WIHIGHPOINT 16-1
AS SHOWN
MAY 2016
WI-D1174
6 EC3

NOT FOR CONSTRUCTION
PERMIT ISSUE
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
6/27/2016
PROJECT TITLE:
DRAWING TITLE:
REV.DATE DESCRIPTION
DESIGNED:
DRAWN:
APPROVED:
PROJECT NO:
SCALE:
FILENAME:
PREPARED BY:
PREPARED FOR:
SHEET NUMBER:DRAWING NUMBER:
DATE:
G:
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4
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d
w
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-

6/
2
3
/
2
0
1
6

5
:
4
7

P
M
SEAL
SEAL
SMITHGARDNER
ENGINEERS
+
14 N. Boylan Avenue, Raleigh NC 27603
NC LIC. NO. C-0828 (ENGINEERING)
919.828.0577
Electronic files are instruments of service provided by Smith
Gardner, Inc. for the convenience of the intended recipient(s), and
no warranty is either expressed or implied.  Any reuse or
redistribution of this document in whole or part without the
written authorization of Smith Gardner, Inc., will be at the sole
risk of the recipient.  If there is a discrepancy between the
electronic files and the signed and sealed hard copies, the hard
copies shall govern.  Use of  any electronic files generated or
provided by Smith Gardner, Inc., constitutes an acceptance of
these terms and conditions.
© 2016 Smith Gardner, Inc.

WI HIGH POINT
LANDFILL, LLC
(A WASTE INDUSTRIES COMPANY)

HIGH POINT C&D LANDILL
EROSION & SEDIMENTATION
CONTROL PLAN
PERMIT DRAWINGS

FINAL COVER DETAILS

C.T.S.
J.A.L.
WIHIGHPOINT 16-1
AS SHOWN
MAY 2016
WI-D1174
7 FC1

NOT FOR CONSTRUCTION
PERMIT ISSUE
DocuSign Envelope ID: 5D0147EE-237F-49CA-A606-1382D11576E2
6/27/2016