20221617 Ver 2_DWR RAI_Nov2023 Supporting Docs_20231116

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# BLOCK F TOTAL: 7.89 AC
DEVELOPABLE AREA 1.13 AC
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BLOCK H TOTAL: 12.82 AC
• +/ / / / ,� _ `\ DEVELOPABLE AREA 12.17 AC
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BLOCK K TOTAL: 2.32 AC
_
BAWDY CREEK - - '\ BLOCK L TOTAL: 3.36 AC
LL DEVELOPABLE
BLOCK A AREA 1.10 AC
STREAM AND BUFFER
BUFFER IMPACTS APPROVED BLOCK M TOTAL: 8.19 AC
Al /
/ IMPACTS
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UNDER SEPARATE PERMIT BLOCKN TOTAL: 27.97AC
3.79 AC / j� / 15 DEVELOPABLE AREA 12.19 AC
WETLAND IMPACT APPROVED \ BLOCK O TOTAL: 62.00 AC o
19.00AC // // ..
UNDER SEPARATE PERMIT \ DEVELOPABLE AREA 60.19AC z
BLOCK P TOTAL: 51.50 AC O z
DEVELOPABLE AREA 43.11 AC > >N
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ROADWAY COMMON AREA 16.67 AC z
E_ / / 30'SETBACK TOTAL SITE AREA 307, 17 AC o
I _ _ o o I \, �'\ TOTAL DEVELOPABLE AREA 212.37 AC
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SITE DEVELOPABLE
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DEVELOPABLE AREA
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DEVELOPABLE AREA
51.64 AC
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BLOCK D TOTAL:
6.62 AC
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BLOCK E TOTAL:
17.41 AC
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DEVELOPABLE AREA
13 49 AC
I M PACTS . ^/V� i�� FUTURE 7.89 AC
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THE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION.
Wetland a
Area (SF)
permanent
Impacts (SF)
Permanent
Impacts (AC)
temp Impacts (SF)
temp Impacts (AC)
Obtained Jurisdictional Det.
(yes/no)
1 (previously approved)
465,276
19,024
0.437
0
0.00
YES
1A
25,903
0.595
0
0.00
2
28,444
3,495
0.080
0
0.00
YES
3
687,436
33,407
0.767
0
0.00
YES
4
236,601
18,874
0.433
0
0.00
NO
15
25,855
1,163
0.027
0
0.00
YES
13
3,408
616
0.014
0
0.00
YES
Subtotal Eastfield -Adventure
1,447,020
85,495
2.353
0
0.00
8A
23,022
16,891
0.388
0
0.00
YES
813
16,788
4,195
0.096
0
0.00
8C
5,341
5,341
0.123
0
0.00
8D
3,887
160
0.004
0
0.00
8E
272
0.006
0
0.00
8F
2,659
2,659
0.061
0
0.00
Subtotal Selma
51,697
29,518
0.678
0
0.00
Total
1,498,717
115,013
3.031
0
0.00
5 (non -Jurisdictional)
9,612
9,612
0.221
0
0.00
YES
L
3.36 AC
PROPOSED JURISDICTIONAL STREAM
IMPACT TABLE
DESCRIPTION
LENGTH (LF)
AREA (SF)
AREA (AC)
M PACT F
97
1,783
0.041
IMPACT G
202
5,805
0.133
OUTFALL Al
10
62
0.001
OUTFALL A2
10
35
0.001
OUTFALL C1
10
26
0.001
OUTFALL C2
10
24
0.001
OUTFALL E1
10
77
0.002
OUTFALL E2
10
112
0.003
OUTFALL E3
10
115
0.003
OUTFALL E4
10
107
0.002
BUFFER IMPACT
ZONE 1 (SF)
ZONE 2 (SF)
TOTAL (SF)
BLOCK A - BASIN
(GRAD ING/REVEGETATION)
O
9,270
9,270
BLOCK C - WET POND C1 OUTFALL
630
420
1,050
BLOCK C - WET POND C2 OUTFALL
600
400
1,000
BLOCK E - OUTFALLS AND ROAD
13,197
6,944
20,141
CROSSINGS
BLOCK E - EXISTING IMPACTS
(EXISTING ROAD)
7,700
8,873
16,573
TOTAL
22,127
25,907
48,034
_]
SITE LEGEND
BAWDY CREEK
WETLANDS
IMPACTED WETLANDS
NORTH
GRAPHIC SCALE
0 150 300 600
( IN FEET)
1 inch = 300 ft.
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WETLAND MAP
Project Number:46118-0000
Drawing Scale: 1" = 300'
Date Issued: NOV 2023
1200
Index Number: --
Drawn By: SMP
Checked By: ANS
Project Manager: JS
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PROPOSED BUFFER IMPACT TABLE
SCRIPTION
LEGEND
AREA (SF)
AREA (AC)
)NE 2 BUFFER
TU RAL I M PACT
6,944
0.159
)NE 1 BUFFER
TU RAL I M PACT
13,197
0.303
EXISTING BUFFER IMPACT TABLE
SCRIPTION
LEGEND
AREA (SF)
AREA (AC)
)NE 2 BUFFER
TU RAL I M PACT
8,783
0.202
)NE 1 BUFFER
TU RAL I M PACT
7,700
0.177
INSET A
SCALE: 1" = 50'
ITHE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION.
SWIM POND A2
INCFT R
SCALE: 1" = 50'
SITE MAP
SCALE: 1" = 500'
PROPOSED
OUTFALL A2
TOP OF BANK
(TYP. )
PROPOSED JURISDICTIONAL STREAM IMPACT TABLE
DESCRIPTION
LEGEND
LENGTH (LF)
AREA (SF)
AREA (AC)
IMPACT F
97
1,783
0.041
IMPACT G
202
5,805
0.133
OUTFALL Al
10
62
0.001
OUTFALL A2
10
35
0.001
OUTFALL E1
10
77
0.002
OUTFALL E2
10
112
0.003
OUTFALL E3
10
115
0.003
OUTFALL E4
10
107
0.002
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IMPACT EXHIBIT
NORTH
Project Number:46118-0000
GRAPHIC SCALE Drawing Scale: 1"=50'
Date Issued: NOV 2023
0 25 50 100 200 Index Number: --
Drawn By: SMP
Checked By: ANS
IN FEET)
Project Manager: JS
( 1 inch = 50 ft. EX - 8A

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HORIZONTAL SCALE: 1" — 50'
VERTICAL SCALE: 1" = 10'
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IMPACT F SECTION PROFILE (A -A)
HORIZONTAL SCALE: 1" = 50'
VERTICAL SCALE: 1" = 10'
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-- — — --
EXISTING GRADE
PROPOSED CULVERT
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VERTICAL SCALE: 1" = 10'
ITHE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION.
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IMPACT EXHIBIT
Project Number:46118-0000
GRAPHIC SCALE Drawing Scale: AS SHOWN
Date Issued: OCT 2023
0 25 50 100 200 Index Number: --
Drawn By: SMP
Checked By: ANS
IN FEET) Project Manager: JS
(
1 inch = 50 ft. EX-8B

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
MARC itECKTENWALD
Director
Kevin Dougherty
Eastfield Associates, LLC
101 S. Raiford St
Selma, NC 27576
Project: Eastfield
NORTH CAROLINA
Environmental Quality
November 13, 2023
Expiration of Acceptance: 5/13/2024
County: Johnston
The purpose of this letter is to notify you that the NCDEQ Division of Mitigation Services (DMS) is willing to
accept payment for compensatory mitigation for impacts associated with the above referenced project as
indicated in the table below. Please note that this decision does not assure that participation in the DMS in -
lieu fee mitigation program will be approved by the permit issuing agencies as mitigation for project impacts.
It is the responsibility of the applicant to contact permitting agencies to determine if payment to the DMS will
be approved. You must also comply with all other state, federal or local government permits, regulations or
authorizations associated with the proposed activity including G.S. § 143-214.11.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not
received a copy of the issued 404 Permit/401 Certification within this time frame, this acceptance will
expire. It is the applicant's responsibility to send copies of the permits to DMS. Once DMS receives a copy
of the permit(s) an invoice will be issued based on the required mitigation in that permit and payment must
be made prior to conducting the authorized work. The amount of the in -lieu fee to be paid by an applicant is
calculated based upon the Fee Schedule and policies listed on the DMS website.
Based on the information supplied by you in your request to use the DMS, the impacts for which you are
requesting compensatory mitigation credit are summarized in the following table. The amount of mitigation
required and assigned to DMS for this impact is determined by permitting agencies and may exceed the
impact amounts shown below.
River Basin
Impact Location
8-di it HUC
Impact Type
Impact Quantity
Neuse
03020201
Riparian Wetland
3.56
Neuse
03020201
Warm Stream
267
Upon receipt of payment, DMS will take responsibility for providing the compensatory mitigation. The
mitigation will be performed in accordance with the In -Lieu Fee Program instrument dated July 28, 2010.
Thank you for your interest in the DMS in -lieu fee mitigation program. If you have any questions or need
additional information, please contact [e-mail].
Sincerely,
FOR James. B Stanfill
Deputy Director
cc: Jeff Harbour, agent
North Carolina Department of Environmental Quality I Division of Mitigation Services
fk; C0.R[71 IRAAEQ 217 west Jones Street 1 1652 Mail Service Center I Raleigh, North Carolina 27699-1652
do.t.—M EP7... a f `� 919.707.8976

WILD
HOLDINOGs
Neuse Stream and Wetland Credits Statement of Availability
August 28, 2023
Eastfield Associates, LLC
Attn: Kevin Dougherty
101 S. Radford Street
Selma, NC 27576
RE: Availability of Stream and Riparian Wetland Credits for the "Eastfield Development" project
Bank Name: Falling Creek Umbrella Mitigation Bank
Bank Sites: McClenny Acres II Mitigation Site
Bank Sponsor: Wildlands Holdings III, LLC
USACE Action ID No.: SAW-2017-00552
Permittee: Eastfield Associates, LLC
Riparian Wetland Credits Needed: 3.56 acres
Riparian Wetland Credits Available: 1.01 acres
Neuse 03020201 River Basin
Dear Mr. Dougherty,
Wildlands Holdings III, LLC, owned and operated by Wildlands Engineering, Inc., currently has sufficient stream
and riparian wetland credits from the Falling Creek Umbrella Mitigation Bank: McClenny Acres II Mitigation
Site to partially satisfy the stream and/or wetland mitigation requirements related to the above -mentioned
project. The project is located within the Neuse River Basin of the service area (HUC 03020201) of the Bank.
This letter is simply a statement of availability of credits as of the date written. It is neither a guarantee of
future credit availability, nor a guarantee of credit pricing. Credits are sold on a first come, first serve basis at
the Bank's price at the time an invoice is requested. Invoices reserve both the credits and the price for a period
of 30 days. Credits and associated pricing may be reserved for up to 6 months with a signed reservation
agreement and a 10% deposit.
Final transfer of the credits will be made upon receipt of a copy of the US Army Corps of Engineers
Compensatory Mitigation Responsibility Transfer Form approving the Stream and/or wetland mitigation
purchase from the Bank and upon receipt of your payment to Wildlands Holdings III, LLC.
We appreciate the opportunity to assist you with your mitigation requirements. Please contact me at (704) 332-
7754 x114 or [e-mail] if you have any questions or need any additional information.
Wildlands Holdings III, LLC • Wildlands Engineering, Inc • 1430 South Mint Street, Suite 104, Charlotte, NC 28203

WILD
HOLDINOGs
Sincerely,
Camden M. Brunick
Wildlands Engineering, Inc.
Mitigation Credit Sales
[e-mail]
0: [phone] ext. 114
M: [phone]
Cc: Mr. Chris Hopper, Regulatory Agent I USACE
Mr. Robert Turnbull, Department Manager I Terracon
Wildlands Holdings III, LLC • Wildlands Engineering, Inc • 1430 South Mint Street, Suite 104, Charlotte, NC 28203

G AT E WA YY
C-46118-0006
On Call. On Time. On Target.
November 2023
Eastfield Retail Block A-E
101 US Highway 70-A E
Selma, North Carolina
PREPARED FOR
Eastfield Associates, LLC.
109 Zeta Drive
Pittsburgh, PA
N CA
�RO
SEAL =
056472 _
�vOs'�NGIN���'
SUBMITTED BY
Lindsay E. Appel
The Gateway Engineers, Inc.
100 McMorris Road
Pittsburgh, PA 15205
412.409.2313 PHONE
412.921.9960 FAX
www.gatewavengineers.com
ciubic(d)gatewayengineers.com
REVIEWED BY
Joshua M. Scanlon, P.E.

TABLE OF CONTENTS
Executive Summary
1
Methodology
1-2
Pre -Development Conditions
2
Post -Development Conditions
2
Stormwater Management Facilities
3-4
Storm Sewer System
5
Off -Site Discharge Analysis
5
Conclusion
5
TABLE OF APPENDICES
USGS Location Map
Appendix A
Soils Survey Map
Appendix B
Pre and Post Drainage Area Maps
Appendix C
Hydraulic Calculations
Appendix D
Wet Pond Design Worksheets
Appendix E
Outlet Protection Calculations
Appendix F
Eastfield Retail Block C
PCSM Report

EXECUTIVE SUMMARY
Eastfield Associates, LLC, is proposing to commercially develop a retail property located east of 1-95 and
north of US Hwy. 70 in Johnston County, Selma, North Carolina. The site is largely flat, but all runoff
from the site eventually drains east and west to Bawdy Swamp, a source to Bawdy Creek, which is within
the Neuse River Basin. Per the Town of Selma zoning map, the site is zoned Interstate Business (IB). It
does not fall within a FEMA designated flood zone. The total project acreage and disturbance for this
project is 43.5 acres. Proposed work includes site grading, construction of retail buildings, stormwater
management facilities, and associated amenities. Main access to the project site will be off of West
Providence Boulevard.
The site has been designed to meet both the Johnston County Stormwater Design Manual requirements
and the DEMLR (Division of Energy, Mineral, and Land Resources) requirements in order to obtain an
NPDES (National Pollutant Discharge Elimination System) Stormwater Construction General Permit from
NC DEQ.
Six (6) wet ponds with corresponding outlet structures are proposed to control the runoff rates from the
site. This project will preserve the integrity of stream channels as well as maintain and protectthe physical,
biological, and chemical qualities of the receiving stream. Proposed site design will maximize the
protection of existing drainage features and vegetation by protecting the existing floodway.
The Johnston County design criteria to be met includes but is not limited to attenuation of the 1-year, 2-
year, 10-year, and 25-year storm events. Per the DEMLR requirements, treatment volume shall be
provided for post -development runoff with a design storm depth of 1". The proposed wet ponds will
provide a permanent pool and a temporary pool which meets the required design volume, as well as a
forebay area and vegetated shelf.
This report will demonstrate the methods used to compute the existing and proposed hydrographs, and
how the proposed stormwater discharge from the site will not exceed the allowable thresholds. While
meeting the requirements Johnston County and DEMLR are the basis of the stormwater management
plan, best management practices shall also be used as a design guideline for the post -development aspect
of the stormwater management process.
METHODOLOGY
The proposed site consists of two sub -drainage basins and two study point, Point of Interest 1 (POI-1) and
Point of Interest 2 (POI-2). The area for the sub -basins is shown on the Pre -Development Drainage Area
Map (PRE DA) in the appendices. Hydrologic calculations comparing the pre- to post -development runoff
were performed utilizing the Soil Conservation Service's Technical Release 55 (TR-55) methodology. All
surfaces were assumed to be in good condition for the hydrologic calculations. The routing of the post -
developed hydrographs through the facilities were performed using the Modified Puls method.
Rainfall data was taken from the Johnston County Stormwater Design Manual.
Eastfield Retail Block C 1
PCSM Report

These calculations were performed using Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2021.
The 24 hour rainfall depths were obtained from the Johnston County Stormwater Design Manual. The
soils present on the site were determined from the NRCS Soil Survey Mapping. All ground coverage was
assumed to be in good condition.
PRE -DEVELOPMENT CONDITIONS
The existing site is primarily heavily wooded area, with some inclusions of impervious road. It drains to
unnamed tributaries to Bawdy Creek. The site has been analyzed as two sub -basins draining to point of
interest POI-1 and POI-2, POI-1 is located at the southwest corner of the site and POI-2 is located at the
northeast corner of the site (Appendix C)
Using the aforementioned TR-55 methodology, runoff curve numbers and times of concentration were
computed for the drainage areas. Pre Sub -basin 1 consists of 28.5 acres which drains to the east to Block
A stream and the Point of Interest POI-1. Pre Sub -basin 2 consists of 15.0 acres which drains to the west
to the Block E stream and the Point of Interest POI-2.
Using the rainfall data, curve numbers, and time of concentrations, a hydrograph was developed for each
sub -basin. Peak discharges for the 1-, 2-, 10-, 25-, and 100-year storm frequencies were obtained:
POI-1
DESIGN
STORM
PRE CONDITIONS
PEAK RATE (CFS)
1-YEAR
14.62
2-YEAR
23.44
10-YEAR
53.62
25-YEAR
75.07
100-YEAR
113.41
POI-2
DESIGN
STORM
PRE CONDITIONS
PEAK RATE (CFS)
1-YEAR
3.38
2-YEAR
6.68
10-YEAR
19.80
25-YEAR
29.83
100-YEAR
48.45
Eastfield Retail Block C 2
PCSM Report

POST -DEVELOPMENT CONDITIONS
In post -development most of the site will be graded to accommodate the retail buildings, parking, and
associated appurtenances. The final design of the site has yet to be completed. An impervious cover of 90
percent was assumed for all developable areas. Six (6) stormwater management facilities and impervious
parking areas/driveways will be installed for the proposed development. Based on the proposed layout,
the land coverage in post -development was assumed to be either impervious (parking areas, access
driveways, and building), or open space (for newly graded lawn and disturbed areas to be mowed). Under
post -development conditions, the site will be divided into two sub -watersheds labeled, Total Post POI-1
(draining to wet ponds Al, E1, E2, E3, and E4, as well as the included Post POI-1 undetained area), and
Total Post POI-2 (draining to wet pond A2, as well as the included Post POI-2 undetained area). Area
detained by the stormwater management facilities will be collected by sheet flow and the proposed
network of storm sewers and structures. Refer to the Post Development Drainage Map (POST DA) in the
appendix C.
STORMWATER MANAGEMENT FACILITI
The proposed stormwater management facilities are composed of six (6) wet ponds with outlet control
structures. Both ponds were designed with the Hydraulic Retention Time (HRT) method. DEMLR design
standards for the wet ponds were met for each of the proposed ponds. Amain pool volume is designed
based off the of the pond drainage area and runoff coefficients, and hydraulic retention time, and a
temporary pool is then established above that which captures the design volume. A forebay of
approximately 15 % of the total pond volume is included, as well as a vegetated shelf with a width of 6
feet and a slope of 6:1. The ponds are routed as wet, from the main pool elevation. Below are stage -
storage tables and outlet structure characteristics for the proposed facilities.
WET POND Al
Stage -Storage Table
Elevation (ft)
Storage (cf)
164.00
0
165.00
78,442
166.00
160,088
167.00
244,992
*167.50
289,052
168.00
344,235
169.00
478,774
170.00
620,175
171.00
768,951
172.00
925,785
*Vegetated shelf 167-168
Outlet Structure
Eastfield Retail Block C 3
PCSM Report

(1) — 50' Wide Emergency Spillway @ 170.50
(1) — Overflow Weir (4' X 4' BOX) @ 169.50
(4) 12" Circular Orifice @ 168.05
(1) 4" Circular Orifice @ 167.50
(1) — 24" Outlet Pipe @ 167.50
WET POND A2
Stage -Storage Table
Elevation (ft)
Storage (cf)
165.00
0
166.00
61040
167.00
13,600
168.00
22,857
*169.00
33,946
170.00
47,531
171.00
64,028
172.00
82,832
173.00
103,552
174.00
126,243
*Vegetated shelf 169.5-170.5
Outlet Structure
(1) — 60' Wide Emergency Spillway @ 172.50
(1) — Overflow Weir (4' X 4' BOX) @ 172.00
(1) 8" Circular Orifice @ 169.65
(1) — 18" Outlet Pipe @ 168.00
WET POND E1
Stage -Storage Table
Elevation (ft)
Storage (cf)
164.00
0
165.00
3,279
166.00
7,392
167.00
12,401
* 167.50
15,367
168.00
19,637
169.00
31,060
170.00
43,992
170.50
51,045
Eastfield Retail Block C 4
PCSM Report

*Vegetated shelf 167-168
Outlet Structure
(1) — 20' Wide Emergency Spillway @ 169.50
(1) — Overflow Weir (4' X 4' BOX) @ 169.00
(1) 12" X 6" Rectangular Weir @ 168
(1) 1" Circular Orifice @ 167.25
(1) —15" Outlet Pipe @ 167.20
WET POND E2
Stage -Storage Table
Elevation (ft)
Storage (cf)
163.00
0
164.00
539
165.00
1,422
166.00
2,718
167.00
4,493
*167.50
5,813
168.00
7,704
169.00
12,516
170.00
18,360
171.00
25,293
*Vegetated shelf 167-168
Outlet Structure
(1) — 20' Wide Emergency Spillway @ 169.50
(1) — Overflow Weir (4' X 4' BOX) @ 169.00
(1) 6" Circular Orifice @ 168.10
(1) 0.5" Circular Orifice @ 167.50
(1) —15" Outlet Pipe @ 167.50
WET POND E3
Stage -Storage Table
Elevation (ft)
Storage (cf)
164.00
0
165.00
2,273
166.00
5,268
167.00
9,077
*167.50
11,618
168.00
14,928
169.00
22,825
Eastfield Retail Block C 5
PCSM Report

170.00 31,918
171.00 42,262
*Vegetated shelf 167-168
Outlet Structure
(1) — 20' Wide Emergency Spillway @ 169.50
(1) — Overflow Weir (4' X 4' BOX) @ 169.00
(1) 1" Circular Orifice @ 167.50
(1) —15" Outlet Pipe @ 167.50
WET POND E4
Stage -Storage Table
Elevation (ft)
Storage (cf)
164.00
0
165.00
5,024
166.00
11,053
167.00
18,142
*167.50
22,574
168.00
28,045
169.00
40,534
170.00
54,449
171.00
69,848
*Vegetated shelf 167-168
Outlet Structure
(1) — 20' Wide Emergency Spillway @ 169.50
(1) — Overflow Weir (4' X 4' BOX) @ 169.00
(1) 12" X 6" Rectangular Weir @ 168
(1) 1" Circular Orifice @ 167.25
(1) — 15" Outlet Pipe @ 167.20
Using the aforementioned outlet control structures and the available volume in the wet ponds, routing
calculations have been performed to ensure the reduction of post -development flows to levels below
those of the allowable pre -development conditions for the 1-year, 2-year, 10-year, and 25-year storm
events for both POls. A minimum of 1' of freeboard is provided for the 100-year storm event. Staged
orifices within the permanent outlet structures provide rate control and provide treatment of the design
volume. Refer to appendix D for more detailed information.
Eastfield Retail Block C 6
PCSM Report

TOTAL POST P0I-1
Design
Storm
POST-1
Peak Rate
(cfs)
PRE-1
Peak Rate
(cfs)
Difference
1-YEAR
13.55
14.62
-1.07
2-YEAR
18.95
23.44
-4.49
10-YEAR
50.71
53.62
-2.91
25-YEAR
73.76
75.07
-1.31
100-YEAR
124.66
113.41
-11.25
TOTAL POST P0I-2
Design
Storm
POST-2
Peak Rate
(cfs)
PRE-2
Peak Rate
(cfs)
Difference
1-YEAR
3.15
3.38
-0.23
2-YEAR
3.98
6.68
-2.70
10-YEAR
18.04
19.80
-1.76
25-YEAR
42.60
29.83
12.77
100-YEAR
76.89
48.45
28.44
Treatment volume requirements are met for this site by providing the design volume (DV) in the
temporary pool, between the normal pool outlet (first orifice) and the weir. Main pool and design
volumes are provided in the table below (Appendix E):
REQUIRED
PROVIDED
REQUIRED
PROVIDED
TOTAL
DESIGN
DESIGN
MAIN POOL
MAIN POOL
PROVIDED
WET POND
VOLUME
VOLUME
VOLUME
VOLUME
POND
DV (CF)
(CF)
VMP (CF)
(CF)
VOLUME
(CF)
Al
59,314
61,910
144,489
289,052
925,785
A2
17,143
21,443
41,760
42,377
126,035
E1
5,645
5,753
13,750
13,884
51,045
E2
2,287
2,372
5,571
5,813
25,293
E3
6,126
7,897
14,922
14,928
42,262
E4
7,369
8,130
17,951
19,915
69,848
Eastfield Retail Block C 7
PCSM Report

STORM SEWER SYSTEM
A storm sewer system will collect stormwater runoff from the impervious areas and convey it to the
proposed stormwater management facilities, which will then discharge to Bawdy Swamp. All proposed
storm sewers have been designed with a minimum diameter of 15" and a minimum slope of 0.2%.
FF-SITE DISCHARGE ANALYSIS
Per the Johnston County Stormwater Design Manual, attenuation is required for the 1-year storm.
However, when a reduction in peak rates can be illustrated for the 10-year and 25-year storm events as
well, then no downstream impact analyses is required. Consequently, peak rate reduction has been
provided for the 1-year, 2-year, 10-year, and 25-year storm events.
CONCLUSION
From the calculations and report as submitted, the proposed project is consistent with the requirements
of Johnston County and DEMLR. Peak rate reduction is provided for the 1-year, 2-year, 10-year, and 25-
year storm events. Treatment volume shall be provided for post -development runoff with a design
storm depth of 1". Two wet ponds have been utilized to provide rate and volume control. Please see
the attached appendices for all maps and calculations.
Eastfield Retail Block C 8
PCSM Report

APPENDIX A

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DJT
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�
Byp
...
Selma
\ —
Memorial /
DOG F \F
FOOD DR yeP
P
r
CA
Cem— 3
5el(ma Memorial
Gardens
96
301
=
— ...
w- —
RDNER AI¢.
w
C.y'S 70
GRAHAM ST
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13 J ful0 Cry
p Walls Cem
AN D
Alt
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0
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EGORDON RD
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1, 1
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70
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vy
SITE LOCATION MAP - SELMA, NC
NOT TO SCALE

APPENDIX B

3
bo
F
7459M
350 31' 24" N
1
35o 31' S" N
745920 746010 746100 746190 746280 746370
3
ro
F Map Scale: 1:4,110 if printed on A landscape (11" x 8.5") sheet.
Meters
N 0 50 100 200 30D
Feet
0 150 300 600 900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: L TM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map —Johnston County, North Carolina
(PRE POI 1)
746010 746100 746190 746280 746370 746460
AffiM 746640
746460 746550 746640
3
a
io
7467W
35' 31' 24" N
35' 31' 5" N
746730
3
a
10/25/2023
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
rwr
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Vo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.14
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
4
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Soil Map —Johnston County, North Carolina
(PRE POI 1)
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Other
line placement. The maps do not show the small areas of
.-
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
rwr
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
L
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
.
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 28, Sep 13, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 24, 2022—May
9, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 10/25/2023
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Johnston County, North Carolina
PRE POI 1
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
GoA
Ra
Goldsboro sandy loam, 0 to 2
percent slopes
7.0
15.1
24.6%
52.8%
Rains sandy loam, 0 to 2
percent slopes
Ud
Udorthents, loamy
0.6
2.0%
W
Water
5.9
20.5%
Totals for Area of Interest
28.5
100.0%
USDA Natural Resources Web Soil Survey 10/25/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3

3
bo
F
7459M
35° 31' 24" N
I Ami
746010
1
Hydrologic Soil Group —Johnston County, North Carolina
(PRE POI 1)
746100 746190 746280 746370 746460
, IFi
H/W;in rn eTW ,lid at t,hi,- l . y
350 31' S" Nmw
745920 746010 746100 746190 746280 746370
3
ro
F Map Scale: 1:4,110 if printed on A landscape (11" x 8.5") sheet.
N 0 50 100 200 30D Meters
Feet
0 150 300 600 900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
746550 746640
746460 746550 746640
3
a
io
7467M
35' 31' 24" N
35' 31' 5" N
746730
3
a
10/25/2023
Page 1 of 4

Hydrologic Soil Group —Johnston County, North Carolina
(PRE POI 1)
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:24,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 28, Sep 13, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 24, 2022—May
9, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UU� Natural Resources Web Soil Survey 10/25/2023
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Johnston County, North Carolina
PRE POI 1
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
GoA
Goldsboro sandy loam,
0 to 2 percent slopes
B
7.0
24.6%
Ra
Rains sandy loam, 0 to
2 percent slopes
A/D
15.1
52.8%
Ud
Udorthents, loamy
C
0.6
2.0%
W
Water
5.9
20.5%
Totals for Area of Interest
28.5
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
usDA Natural Resources Web Soil Survey 10/25/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Johnston County, North Carolina
PRE POI 1
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
uSDA Natural Resources Web Soil Survey 10/25/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

Soil Map —Johnston County, North Carolina
(PRE POI 2)
746520 746580 746640 746700
350 31' 29" N
OP
_te
35o 31' 13" N 6
746520 746580 746640 746700
3
Map Scale: 1:2,340 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 30 60 120 180
Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
U}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
746760
746820
350 31' 29" N
M
746760 746820
M
35' 31' 13" N
3
10/25/2023
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
rwr
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Vo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.14
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
4
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Soil Map —Johnston County, North Carolina
(PRE POI 2)
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Other
line placement. The maps do not show the small areas of
.-
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
rwr
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
L
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
.
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 28, Sep 13, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 24, 2022—May
9, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 10/25/2023
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Johnston County, North Carolina
PRE POI 2
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
GoA
Gr
Goldsboro sandy loam, 0 to 2
percent slopes
9.0
2.0
60.1 %
13.2%
Grantham silt loam, 0 to 2
percent slopes
Ra
Rains sandy loam, 0 to 2
percent slopes
4.0
26.6%
Totals for Area of Interest
15.0
100.0%
usDA Natural Resources Web Soil Survey 10/25/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3

Hydrologic Soil Group —Johnston County, North Carolina
(PRE POI 2)
7465M 746580 746640 746700
350 31' 29" N /
lip-
35o 31' 13" N 6
746520 746580 746640 746700
3
Map Scale: 1:2,340 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 30 60 120 180
Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
U}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
746760
746820
350 31' 29" N
M
746760 746820
M
35' 31' 13" N
3
10/25/2023
Page 1 of 4

Hydrologic Soil Group —Johnston County, North Carolina
(PRE POI 2)
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:24,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 28, Sep 13, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 24, 2022—May
9, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UU� Natural Resources Web Soil Survey 10/25/2023
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Johnston County, North Carolina
PRE POI 2
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
GoA
Goldsboro sandy loam,
0 to 2 percent slopes
B
9.0
60.1 %
Gr
Grantham silt loam, 0 to
2 percent slopes
C/D
2.0
13.2%
Ra
Rains sandy loam, 0 to
2 percent slopes
A/D
4.0
26.6%
Totals for Area of Interest
15.0
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
usDA Natural Resources Web Soil Survey 10/25/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Johnston County, North Carolina
PRE POI 2
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
uSDA Natural Resources Web Soil Survey 10/25/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

APPENDIX C

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LEGEND
BIT BITUMINOUS CGCo COLUMBIA GAS COMPANY
CONIC CONCRETE EGCo EQUITABLE GAS CO. (now PNGCO)
TC TOP OF CURB VZPa VERIZON PENNSYLVANIA q
G GUTTER BTCo BELL TELEPHONE CO. (now VZPa)
TW TOP OF WALL APCo ALLEGHENY POWER COMPANY
BW BOTTOM OF WALL WPPCo WEST PENN POWER COMPANY ///
TS TOP OF SLOPE PPCo PENN POWER COMPANY / j / / // //
BS BOTTOM OF SLOPE DLCo DUQUESNE LIGHT COMPANY
SAN SANITARY PNGCo PEOPLES NATURAL GAS COMPANY
ST STORM ALCOSAN ALLEGHENY COUNTY SANITARY AUTHORITY
MH MANHOLE PWSA PITTSBURGH WATER AND SEWER AUTHORITY
TOP TOP OF CASTING PAWC PENNSYLVANIA AMERICAN WATER COMPANY Know what's below.
BOT BOTTOM DPW DEPARTMENT OF PUBLIC WORKS
FL FLOW LINE PACT PITTSBURGH ALLEGHENY COUNTY THERMAL Call before you dig.
CO CLEAN OUT RCP REINFORCED CONCRETE PIPE
WV WATER VALVE CMP CORRUGATED METAL PIPE Serial No. A231231797-OOA
WM WATER METER CPP CORRUGATED PLASTIC PIPE TIME O F CONCENTRATION
WB WATER BOX TCP TERRA COTTA PIPE A231231853-OOA / / // / / / / s 1 �j 0
FH FIRE HYDRANT PVC POLYVINYL CHLORIDE PIPE A231231888-OOA /'' / /'// / /' ' ' \ / I ,j
GV GAS VALVE VCP VITRIFIED CLAY PIPE /' ///' \ \ \ / �
A231231935-OOA PATH POI-2 a \
GM GAS METER DIP DUCTILE IRON PIPE
GMK GAS MARKER CIP CAST IRON PIPE A231232009-OOA
EB ELECTRIC BOX SLCPP SMOOTH LINED CORRUGATED PLASTIC PIPE
A231232049-OOA / / �� \ \ 7)
EM ELECTRIC METER HOPE HIGH DENSITY POLYETHOLINE PIPE / / /� \ \ ` >4
TRANS TRANSFORMER —ETC— ELECTRIC TELEPHONE COMMUNICATIONS / / / / /// / % / / / / / 1 / i 76 \ — I
GW GUY WIRE — G — GAS LINE / / / / /// / \ j / 8 \J
VLT VAULT — W — WATER LINE
LS LIGHT STANDARD — T — SUBSURFACE TELEPHONE LINE 171 \ J \\
YL YARD LIGHT — E — SUBSURFACE ELECTRIC LINE
MB - MAILBOX — OH — - OVERHEAD WIRES
POI-2
PM PARKING METER —CATV— CABLE TV
DS DOOR SILL x 908.8 EXISTING SPOT ELEVATION
GP GATE POST - - 908 - - EXISTING CONTOURS
RAILROADFIR EXISTING INLET
BOIL BOLLARD0 EXISTING MANHOLE
WINWINDOW WELL - - - - EXISTING SEWER PIPE
RD ROOF DRAIN ------ VP VENT PIPE 171 / / / / /// j / / /' ' / /
TR TRAFFIC
HC HANDICAP
LH - LAMP HOLE
171
COMB COMBINATION SEWER / j / / /� j / ' ' ' `
/ / \ v�O
w/ -WITH
NOTE //� \ /'�\ \ /" PRE DEVELOPMENT POI-2 \ X4$
THE UNDERGROUND UTILITIES SHOWN HEREON HAVE NOT BEEN PHYSICALLY LOCATEDDRAINAGE AREA: 15.0 ACRES'�BY THE SURVEYOR, HOWEVER, THE INFORMATION WAS OBTAINED FROM EXISTING PLANS /// // / / AND SURFACE FACILITIES. THE GATEWAY ENGINEERS, INC. MAKES NO GUARANTEE THAT \
THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, COMPOSITE C N . 64
EITHER IN SERVICE OR ABANDONED. THE GATEWAY ENGINEERS, INC. DOES NOT ' ' '/
WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION /'+
INDICATED ALTHOUGH THEY ARE SHOWN AS ACCURATELY AS POSSIBLE FROM THE / // // / / / / /� \ \ \ \ TC. 39.9 MINUTES
INFORMATION AVAILABLE.
ALL EXISTING SUBSURFACE UTILITY INFORMATION PRESENTED ON THE CONTRACT
DRAWINGS IS CHARACTERIZED AS UTILITY QUALITY LEVEL C OR D PER "Cl/ASCE /j
38-02 - STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING
SUBSURFACE UTILITY DATA" UNLESS SPECIFICALLY NOTED OTHERWISE. /
/ / //
TIME OF CONCENTRATION \ \%\
%%''''' »; EXISTING
PATH POI-1 / \/ / "° ON
/ �j ON POND
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DRAINAGE AREA: 28.5 ACRES I > ` 151
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EXISTING
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CONDITIONS
\vv�vvvv� �' Avvv -� �— I�, AV A
\\ \ ���II �\ �\ < \ NORTH
Project Number: 46118 0000
Drawing Scale: 1"=100'
Date Issued: NOV 2023
\ \ \ \ I I J - ;-,•,- '1� 1 a \ GRAPHIC SCALE
\\\ \\� \ \ . '.� . \ / \ \ \ \ fn� �•\l I Index Number: --
\ \ � � \ \\\ � . •i • . \ \ / ' \\ ��� �� o 50 100 200 400 Drawn By: SMP
Checked By: ANS
\ \ \\ \\ \\ \\\ ` _ =•-- �` ��I \ Project Manager: JS
Ii • \✓�_\\ \ D`� \ \y I(I \_ o1( IN FEET) %�
THE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL ATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS IN D PURP S E I KfV J 1 inch = 100 ft. C060
E, R LICATI +,•REPR- DUCFI` R IS R%BUTION OF DATA CONTAIN D WIT I ICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION. �

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PCSM NOTES: PCSM LEGEND
SHEET 702 /'' // //-„000
0
1. THE CONTRACTOR SHALL COMPLY AT ALL TIMES WITH APPLICABLE / / / / // I W Z
FEDERAL, STATE AND LOCAL LAWS, PROVISIONS, AND POLICIES SOIL BOUNDARIES / / / a
GOVERNING SAFETY AND HEALTH, INCLUDING THE FEDERAL / / / / �� I I I LLI
CONSTRUCTION SAFETY ACT (PUBLIC LAW 91-54), FEDERAL / LJJ W
REGISTER, CHAPTER XVII, PART 1926 OF TITLE 29 REGULATIONS, LIMITS OF DISTURBANCE / / / / // ^� Z
OCCUPATIONAL SAFETY AND HEALTH REGULATIONS FOR / / - / / - (j / / I Z
CONSTRUCTION, AND SUBSEQUENT PUBLICATIONS UPDATING THESE
REGULATIONS. ® HC6O3PROPOSED STORM MANHOLE / / / / /� // / J
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR EXAMINING THE I r
AREAS AND CONDITIONS UNDER WHICH THE PROJECT IS TO BE 3 / / /
CONSTRUCTED PRIOR TO THE SUBMISSION OF THE BID. SUBMISSION ® PROPOSED CLEANOUT z
OF A BID SHALL BE CONSTRUED TO MEAN THE CONTRACTOR HAS C603 ///// 6 I POST POI-2 UNDETAINED v
REVIEWED THE SITE AND IS FAMILIAR WITH CONDITIONS AND / 1-1 / \ \— �j uJ
CONSTRAINTS OF THE SITE. ® "C603PROPOSED INLET I / / / / \ / / I — �j,�0 DRAINAGE AREA: 0.7 I I I v •
3. BEFORE EXCAVATION, ALL UNDERGROUND UTILITIES SHALL BE / / I / �1 j ` I ACRES W
LOCATED IN THE FIELD BY THE PROPER AUTHORITIES. THE 6 COMPOSITE CN: 80
CONTRACTOR SHALL NOTIFY ONE CALL SYSTEMS, INC. THE PROPOSED HEADWALL/ END WALL / / —Imo/ \ \ I ,\ L ` LL
LOCATION OF ALL UTILITIES AND UNDERGROUND STRUCTURES ARE C603 I-,/ / 1-1\ \ \ I \ I Tc: 5.0 MINUTES cn
APPROXIMATE AND MAY NOT ALL BE SHOWN. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE DETAINED AREAS /
EXISTENCE AND EXACT LOCATION OF ALL UTILITIES AND J 01-2 1 �
UNDERGROUND STRUCTURES. loll/ / / PLL
4. CONTRACTOR TO PROVIDE SHOP DRAWINGS ON ALL STORM SEWER UNDETAINED AREAS / / / / ��• \\, I \ Q
MANHOLES, INLETS, AND DETENTION SYSTEMS.
5. AN AS -BUILT DRAWING OF NEW UTILITY SERVICES SHALL BE / / /
PREPARED BY THE CONTRACTOR AND SUBMITTED TO THE OWNER /
UPON COMPLETION OF THE PROJECT.
6. ALL STORM PIPE SHALL BE HDPE, SMOOTH INTERIOR, CORRUGATED
POLYETHYLENE PIPE UNLESS OTHERWISE NOTED. ALL STORM /
SEWER CONSTRUCTION MATERIALS AND METHODS SHALL BE IN /' /' \ , 17,
ACCORDANCE WITH DOT SPECIFICATIONS. ALL JOINTS SHALL BE • / / �( /
®
WATERTIGHT. / /
7. CONTRACTOR SHALL REFER TO OTHER PLANS WITHIN THIS CONSTRUCTION SET FOR OTHER PERTINENT INFORMATION. / / / / /I •
8. THE CONTRACTOR SHALL ASSURE THAT THERE IS POSITIVE / / oll�
DRAINAGE TO THE INLETS UPON PLACEMENT OF NEW PAVEMENT. Know What's below. G� / / / / / \_
9. AN AS -BUILT DRAWING OF THE STORMWATER DETENTION FACILITY J / / / — 172�� \
PREPARED AND SEALED BY A PROFESSIONAL LAND SURVEYOR IS Call before you dig. ,/ \ \ \\
REQUIRED TO BE SUBMITTED TO THE PROJECT ENGINEER. / / / /
Serial No. A231231797-OOA � /
OOA -/ / / 1-1/ / T \
PROJECT AREAS A231231853 / /
A231231888-OOA
DISTURBED AREA - 43.5 ACRES A231231935-OOA / / - / / - �/ WET POND A2 \
A231232009-OOA
A231232049-OOA / , / loe
/ / / 'IVOVio11>
/ / ` I 1 POST DEVELOPMENT A2 0
DRAINAGE AREA: 6.3 ACRES
/ \ \ I I I \ COMPOSITE CN: 94 0
Tc: 5.0 MINUTES
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DRAINAGE AREA: 2.3 ACRES /j / _ \ z° 0 0 co 0 0 0 0 0
COMPOSITE CN: 93 � / , / — �i/\ / �/ �_ off _ \�
Tc: 5.0 MINUTES / POST DEVELOPMENT Al \ HRH off \ ` I /�
/ DRAINAGE AREA: 24.4 ACRES _ >
WET POND E1 I /'' / q Q \ H° / \ 4 r / I I , I I I I ,
\\ // - / - ♦ \ r iY COMPOSITE CN: 92 `� — — _ ' I /� p 4 \ OH °H° 16 \ I I _ - / / X 0
°y // / / / >r �r Tc: 20.0 MINUTES_
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POST DEVELOPMENT E4
/ DRAINAGE AREA: 2.8 ACRES
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COMPOSITE CN: 94 � G \ ,.� II— —�\
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///U\ � \\ \ � � \ � \ � �\ � \ � � . �.:. - • ... \��n � o h \ STORMWATER
MANAGEMENT PLAN V '\ � � / NORTH
Project Number:46118-0000
Aviv
' l\\O�� .�\\ •� Drawing Scale: 1"-100'
\�\�\ \ \\ \��\ • I I •,• L5!1 h Q GRAPHIC SCALE Date Issued: NOV 2023
'\�\ \� / \ \\ \ • • • • •1 I \ \ / / . o eo 100 zoo aoo Index Number: --
• n�••J�•• �� I Drawn By:SMP
\
lJ / \ \ \ \ 1" • • r7p I Checked By: ANS
\� �\ \ \�` \ . •1. • . • ' I • \NN h Manager: er: JS
' `` \"✓\�\\� \ \ \\\� \ \ •1 - I \ II — o� �( IN FEET) 1 9
! \ 1 inch = 100 ft.
THE GATEWAY ENGINEE IN . RE N'3'OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. D A CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURP ITS T R LICATIO • .f •�I t . • , OR R DISTRIBUTION OF DATA CONTAINED WITHIN STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION. - \�
0
0
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Tc: 5.0 MINUTES
POST DEVELOPMENT E2
DRAINAGE AREA: 0.9 ACRES
i,COMPOSITE CN: • /1
WET POND E2
POST POI-1 UNDETAINED F_
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WET POND E3
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Q. POST DEVELOPMENT
DRAINAGE AREA: 2.3 ACRES
COMPOSITE CN: 94
Tc: 5.0 MINUTES
•INOW OR FORM
INCORPORATED
Imagman
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f \•

APPENDIX D

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
t� 13
17 eD
V
20
14
22
Legend
Hyd. Origin Description
1 SCS Runoff PRE POI-1
2 SCS Runoff PRE POI-2
3 SCS Runoff POST Al
4 Reservoir WET POND Al
5 SCS Runoff POST E1
6 Reservoir WET POND E1
7 SCS Runoff POST E2
8 Reservoir WET POND E2
9 SCS Runoff POST E3
10 Reservoir WET POND E3
11 SCS Runoff POST E4
12 Reservoir WET POND E4
13 SCS Runoff POST POI-1 UNDETAINED 23
14 Combine TOTAL POST POI-1
17 SCS Runoff POST A2
18 Reservoir WET POND A2
19 SCS Runoff POST POI-2 UNDETAINED
20 Combine TOTAL POST POI-2
22 Combine TOTAL PRE
23 Combine TOTAL POST
Project: Block A-E.gpw Tuesday, 11 / 14 / 2023

Hydrograph Return Period Recce
draflow Hydrographs Extension for Autodesk®Civil 3D® by Autodesk, Inc. v2021
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
14.62
23.44
-------
-------
53.62
75.07
-------
113.41
PRE POI-1
2
SCS Runoff
------
3.384
6.683
-------
-------
19.80
29.83
-------
48.45
PRE POI-2
3
SCS Runoff
------
59.08
74.93
-------
-------
121.24
151.00
-------
201.43
POST Al
4
Reservoir
3
3.016
4.489
-------
-------
7.614
8.890
-------
19.62
WET POND Al
5
SCS Runoff
------
8.897
11.16
-------
-------
17.72
21.93
-------
29.08
POST E1
6
Reservoir
5
0.608
1.075
-------
-------
5.092
8.228
-------
19.56
WET POND E1
7
SCS Runoff
------
3.481
4.366
-------
-------
6.935
8.583
-------
11.38
POST E2
8
Reservoir
7
0.358
0.575
-------
-------
3.641
5.287
-------
7.408
WET POND E2
9
SCS Runoff
------
8.961
11.16
-------
-------
17.54
21.64
-------
28.60
POST E3
10
Reservoir
9
0.835
4.028
-------
-------
11.76
17.82
-------
25.42
WET POND E3
11
SCS Runoff
------
11.15
13.89
-------
-------
21.83
26.93
-------
35.59
POST E4
12
Reservoir
11
0.660
1.202
-------
-------
5.440
12.56
-------
26.04
WET POND E4
13
SCS Runoff
------
12.80
16.69
-------
-------
28.16
35.55
-------
48.07
POST POI-1 UNDETAINED
14
Combine
4, 6, 8,
13.55
18.95
-------
-------
50.71
73.76
-------
124.66
TOTAL POST POI-1
10, 12,13
17
SCS Runoff
------
24.89
31.00
-------
-------
48.73
60.12
-------
79.45
POST A2
18
Reservoir
17
1.982
2.259
-------
-------
16.53
38.86
-------
70.19
WET POND A2
19
SCS Runoff
------
1.479
2.063
-------
-------
3.876
5.095
-------
7.188
POST POI-2 UNDETAINED
20
Combine
18, 19
3.154
3.979
-------
-------
18.04
42.60
-------
76.89
TOTAL POST POI-2
22
Combine
1, 2,
17.97
30.10
-------
-------
73.42
104.89
-------
161.81
TOTAL PRE
23
Combine
14, 20,
16.70
22.86
-------
-------
67.28
114.72
-------
201.56
TOTAL POST
Proj. file: Block A-E.gpw
Tuesday, 11 / 14 / 2023

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
14.62
1
739
81,149
------
------
------
PRE POI-1
2
SCS Runoff
3.384
1
741
24,575
------
------
------
PRE POI-2
3
SCS Runoff
59.08
1
725
188,071
------
------
------
POST Al
4
Reservoir
3.016
1
830
132,735
3
168.50
411,930
WET POND Al
5
SCS Runoff
8.897
1
717
19,078
------
------
------
POST E1
6
Reservoir
0.608
1
753
14,516
5
168.49
25,232
WET POND E1
7
SCS Runoff
3.481
1
717
7,465
------
------
------
POST E2
8
Reservoir
0.358
1
741
5,367
7
168.49
10,073
WET POND E2
9
SCS Runoff
8.961
1
717
19,469
------
------
------
POST E3
10
Reservoir
0.835
1
744
10,782
9
169.06
23,406
WET POND E3
11
SCS Runoff
11.15
1
717
24,228
------
------
------
POST E4
12
Reservoir
0.660
1
761
17,553
11
168.51
34,435
WET POND E4
13
SCS Runoff
12.80
1
717
26,360
------
------
------
POST POI-1 UNDETAINED
14
Combine
13.55
1
718
207,313
4, 6, 8,
------
------
TOTAL POST POI-1
10, 12, 13
17
SCS Runoff
24.89
1
717
54,079
------
------
------
POST A2
18
Reservoir
1.982
1
749
52,992
17
171.37
71,064
WET POND A2
19
SCS Runoff
1.479
1
718
2,969
------
------
------
POST POI-2 UNDETAINED
20
Combine
3.154
1
718
55,960
18, 19
------
------
TOTAL POST POI-2
22
Combine
17.97
1
740
105,724
1, 2,
------
------
TOTAL PRE
23
Combine
16.70
1
718
263,274
14, 20,
------
------
TOTAL POST
Block A-E.gpw
Return Period: 1 Year
Tuesday, 11 / 14 / 2023

Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
PRE POI-1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 28.500 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.96 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(7.000 x 55) + (21.500 x 77)] / 28.500
Q (cfs)
15.00
12.00
.M
3.00
0.00 ' '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI-1
Hyd. No. 1 -- 1 Year
Tuesday, 11 / 14 / 2023
= 14.62 cfs
= 739 min
= 81,149 cuft
= 72*
= 0 ft
= 39.80 min
= Type II
= 484
Q (cfs)
15.00
12.00
M
3.00
i i i . I I I I I I I' ! 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
PRE POI-1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.59
0.00
0.00
Land slope (%)
= 1.20
0.00
0.00
Travel Time (min)
= 24.87 +
0.00 +
0.00 =
24.87
Shallow Concentrated Flow
Flow length (ft)
= 671.00
0.00
0.00
Watercourse slope (%)
= 0.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.14
0.00
0.00
Travel Time (min)
= 9.80 +
0.00 +
0.00 =
9.80
Channel Flow
X sectional flow area (sqft)
= 23.65
0.00
0.00
Wetted perimeter (ft)
= 16.10
0.00
0.00
Channel slope (%)
= 0.10
0.00
0.00
Manning's n-value
= 0.025
0.015
0.015
Velocity (ft/s)
=2.44
0.00
0.00
Flow length (ft)
({0})755.0
0.0
0.0
Travel Time (min)
= 5.16 +
0.00 +
0.00 =
5.16
Total Travel Time, Tc..............................................................................
39.80 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
PRE POI-2
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 15.000 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.96 in
Storm duration
= 24 hrs
Composite (Area/CN) _ [(9.000 x 55) + (6.000 x 77)] / 15.000
PRE POI-2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Tuesday, 11 / 14 / 2023
= 3.384 cfs
= 741 min
= 24,575 cuft
= 64*
= 0 ft
= 39.90 min
= Type II
= 484
Q (Cfs) Hyd. No. 2 -- 1 Year Q (Cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
PRE POI-2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.59
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 26.75 +
0.00 +
0.00 =
26.75
Shallow Concentrated Flow
Flow length (ft)
= 856.00
0.00
0.00
Watercourse slope (%)
= 0.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.14
0.00
0.00
Travel Time (min)
= 12.50 +
0.00 +
0.00 =
12.50
Channel Flow
X sectional flow area (sqft)
= 23.65
0.00
0.00
Wetted perimeter (ft)
= 16.10
0.00
0.00
Channel slope (%)
= 0.30
0.00
0.00
Manning's n-value
= 0.025
0.015
0.015
Velocity (ft/s)
=4.22
0.00
0.00
Flow length (ft)
({0})151.0
0.0
0.0
Travel Time (min)
= 0.60 +
0.00 +
0.00 =
0.60
Total Travel Time, Tc..............................................................................
39.90 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 24.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.96 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(16.800 x 98) + (7.600 x 80)] / 24.400
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 120 240
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST Al
Hyd. No. 3 -- 1 Year
Tuesday, 11 / 14 / 2023
= 59.08 cfs
= 725 min
= 188,071 cuft
= 92*
= 0 ft
= 20.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 3 -POST Al
Max. Elevation
Reservoir name
= WET POND Al
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' —
0 300
Hyd No. 4
WET POND Al
Hyd. No. 4 -- 1 Year
Tuesday, 11 / 14 / 2023
= 3.016 cfs
= 830 min
= 132,735 cuft
= 168.50 ft
= 411,930 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 0 Total storage used = 411,930 cuft

Pond Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Pond No. 1 - WET POND Al
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 164.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 164.00
76,854
0
0
1.00 165.00
80,030
78,442
78,442
2.00 166.00
83,261
81,646
160,088
3.00 167.00
86,547
84,904
244,992
3.50 167.50
89,694
44,060
289,052
4.00 168.00
131,039
55,183
344,235
5.00 169.00
138,039
134,539
478,774
6.00 170.00
144,762
141,401
620,175
7.00 171.00
152,791
148,777
768,951
8.00 172.00
160,876
156,834
925,785
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
4.00
12.00
0.00
Span (in)
= 24.00
4.00
12.00
0.00
No. Barrels
= 1
1
4
0
Invert El. (ft)
= 167.50
167.50
168.05
0.00
Length (ft)
= 958.00
0.00
0.00
0.00
Slope (%)
= 0.10
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
Yes
No
Stage (ft)
8.00
6.00
4.00
2.00
0.00 ' '
0.0 30.0
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
50.00
0.00
0.00
Crest El. (ft)
= 169.50
170.50
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
60.0 90.0 120.0 150.0 180.0 210.0 240.0
Elev (ft)
172.00
170.00
168.00
166.00
1 164.00
270.0
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 5
POST E1
Hydrograph type
= SCS Runoff
Peak discharge
= 8.897 cfs
Storm frequency
= 1 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 19,078 cuft
Drainage area
= 2.300 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.600 x 98) + (0.700 x 80)] / 2.300
POST E1
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)

Hydrograph Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
WET POND E1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 5 - POST E1
Max. Elevation
Reservoir name
= WET POND E1
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.25 ft
Q (cfs)
10.00
M
4.00
2.00
WET POND E1
Hyd. No. 6 -- 1 Year
Tuesday, 11 / 14 / 2023
= 0.608 cfs
= 753 min
= 14,516 cuft
= 168.49 ft
= 25,232 cuft
Q (cfs)
10.00
4.00
2.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 6 Hyd No. 5 0 Total storage used = 25,232 cuft

Pond Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Pond No. 3 - WET POND E1
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 164.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 164.00
2,876
0
0
1.00 165.00
3,681
3,279
3,279
2.00 166.00
4,546
4,114
7,392
3.00 167.00
5,472
5,009
12,401
3.50 167.50
6,391
2,966
15,367
4.00 168.00
10,688
4,270
19,637
5.00 169.00
12,159
11,424
31,060
6.00 170.00
13,705
12,932
43,992
6.50 170.50
14,506
7,053
51,045
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 15.00
1.00
12.00
0.00
Span (in)
= 15.00
1.00
6.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 167.20
167.25
168.00
0.00
Length (ft)
= 78.00
0.00
0.00
0.00
Slope (%)
= 0.13
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00 6.00
Total Q
Tuesday, 11 / 14 / 2023
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.00
20.00
0.00
0.00
Crest El. (ft)
= 169.00
169.50
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
171.00
170.00
169.00
168.00
167.00
166.00
165.00
' ' ' ' ' ' ' ' 164.00
12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00
Discharge (cfs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 7
POST E2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.481 cfs
Storm frequency
= 1 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 7,465 cuft
Drainage area
= 0.900 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(0.650 x 98) + (0.250 x 80)] / 0.900
POST E2
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
Li
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 7 Time (min)

Hydrograph
Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 8
WET POND E2
Hydrograph type
= Reservoir
Peak discharge
= 0.358 cfs
Storm frequency
= 1 yrs
Time to peak
= 741 min
Time interval
= 1 min
Hyd. volume
= 5,367 cuft
Inflow hyd. No.
= 7 -POST E2
Max. Elevation
= 168.49 ft
Reservoir name
= WET POND E2
Max. Storage
= 10,073 cuft
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
Q (cfs)
4.00
3.00
2.00
1.00
WET POND E2
Hyd. No. 8 -- 1 Year
0.00 ' 1 1 1'
0 300 600 900 1200 1500 1800 2100 2400 2700
— Hyd No. 8 Hyd No. 7 0 Total storage used = 10,073 cuft
Q (cfs)
4.00
3.00
2.00
1.00
1 0.00
3000
Time (min)

Pond Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Pond No. 4 - WET POND E2
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 163.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 163.00
383
0
0
1.00 164.00
694
539
539
2.00 165.00
1,072
883
1,422
3.00 166.00
1,520
1,296
2,718
4.00 167.00
2,030
1,775
4,493
4.50 167.50
3,253
1,321
5,813
5.00 168.00
4,311
1,891
7,704
6.00 169.00
5,313
4,812
12,516
7.00 170.00
6,374
5,844
18,360
8.00 171.00
7,492
6,933
25,293
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 15.00
0.50
6.00
0.00
Span (in)
= 15.00
0.50
6.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 167.50
167.50
168.10
0.00
Length (ft)
= 81.00
0.00
0.00
0.00
Slope (%)
= 0.60
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
8.00
6.00
4.00
2.00
0.00 ' '
0.0 10.0
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.00
20.00
0.00
0.00
Crest El. (ft)
= 169.00
169.50
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
20.0 30.0 40.0
Stage / Discharge
Elev (ft)
171.00
169.00
167.00
165.00
163.00
50.0 60.0 70.0 80.0 90.0 100.0 110.0
Discharge (cfs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 9
POST E3
Hydrograph type
= SCS Runoff
Peak discharge
= 8.961 cfs
Storm frequency
= 1 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 19,469 cuft
Drainage area
= 2.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.750 x 98) + (0.500 x 80)] / 2.250
POST E3
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 10
WET POND E3
Hydrograph type
= Reservoir
Peak discharge
= 0.835 cfs
Storm frequency
= 1 yrs
Time to peak
= 744 min
Time interval
= 1 min
Hyd. volume
= 10,782 cuft
Inflow hyd. No.
= 9 - POST E3
Max. Elevation
= 169.06 ft
Reservoir name
= WET POND E3
Max. Storage
= 23,406 cuft
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
WET POND E3
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 10 Hyd No. 9 0 Total storage used = 23,406 cuft

Pond Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Pond No. 5 - WET POND E3
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 164.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 164.00
1,935
0
0
1.00 165.00
2,611
2,273
2,273
2.00 166.00
3,379
2,995
5,268
3.00 167.00
4,238
3,809
9,077
3.50 167.50
5,928
2,542
11,618
4.00 168.00
7,313
3,310
14,928
5.00 169.00
8,481
7,897
22,825
6.00 170.00
9,704
9,093
31,918
7.00 171.00
10,985
10,345
42,262
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 15.00
1.00
0.00
0.00
Span (in)
= 15.00
1.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 167.50
167.50
0.00
0.00
Length (ft)
= 76.00
0.00
0.00
0.00
Slope (%)
= 0.66
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
8.00
6.00
4.00
2.00
0.00 1
0.0
Tuesday, 11 / 14 / 2023
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.00
20.00
0.00
0.00
Crest El. (ft)
= 169.00
169.50
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
10.0 20.0 30.0 40.0
Total Q
Stage / Discharge
Elev (ft)
172.00
170.00
168.00
166.00
' ' ' ' ' ' 164.00
50.0 60.0 70.0 80.0 90.0 100.0 110.0
Discharge (cfs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 11
POST E4
Hydrograph type
= SCS Runoff
Peak discharge
= 11.15 cfs
Storm frequency
= 1 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 24,228 cuft
Drainage area
= 2.800 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(2.100 x 98) + (0.700 x 80)] / 2.800
POST E4
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 11 Time (min)

Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 12
WET POND E4
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 11 -POST E4
Max. Elevation
Reservoir name
= WET POND E4
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.15 ft
Q (cfs)
12.00
10.00
4.00
2.00
0.00 '
0 300
Hyd No. 12
WET POND E4
Hyd. No. 12 -- 1 Year
Tuesday, 11 / 14 / 2023
= 0.660 cfs
= 761 min
= 17,553 cuft
= 168.51 ft
= 34,435 cuft
Q (cfs)
12.00
10.00
4.00
2.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 11 0 Total storage used = 34,435 cuft

Pond Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Pond No. 6 - WET POND E4
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 164.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 164.00
4,536
0
0
1.00 165.00
5,512
5,024
5,024
2.00 166.00
6,545
6,029
11,053
3.00 167.00
7,634
7,090
18,142
3.50 167.50
10,093
4,432
22,574
4.00 168.00
11,790
5,471
28,045
5.00 169.00
13,188
12,489
40,534
6.00 170.00
14,643
13,916
54,449
7.00 171.00
16,154
15,399
69,848
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 15.00
1.25
12.00
0.00
Span (in)
= 15.00
1.25
6.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 167.20
167.20
168.00
0.00
Length (ft)
= 81.00
0.00
0.00
0.00
Slope (%)
= 0.10
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
8.00
6.00
4.00
2.00
0.00 1
0.0
Weir Structures
Tuesday, 11 / 14 / 2023
[A] [B] [C] [D]
Crest Len (ft)
= 12.00
20.00
0.00
0.00
Crest El. (ft)
= 169.00
169.50
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
10.0 20.0 30.0 40.0
Total Q
Stage / Discharge
Elev (ft)
172.00
170.00
168.00
166.00
' ' ' ' ' ' 164.00
50.0 60.0 70.0 80.0 90.0 100.0 110.0
Discharge (cfs)

Hydrograph Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
POST POI-1 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
3.950 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
2.96 in
Storm duration =
24 hrs
. Composite (Area/CN) _ [(1.800 x 98) + (2.150 x 80)] / 3.950
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST POI-1 UNDETAINED
Hyd. No. 13 -- 1 Year
Tuesday, 11 / 14 / 2023
= 12.80 cfs
= 717 min
= 26,360 cuft
= 88*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. 11
4.00
2.00
0.00 ' 1 1-' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 13 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 14
TOTAL POST POI-1
Hydrograph type
= Combine
Peak discharge
= 13.55 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 207,313 cuft
Inflow hyds.
= 4, 6, 8, 10, 12, 13
Contrib. drain. area
= 3.950 ac
Q (cfs)
14.00
12.00
10.00
00
• 11
4.00
2.00
0.00
0 300
Hyd No. 14
.11
TOTAL POST POI-1
Hyd. No. 14 -- 1 Year
Q (cfs)
14.00
12.00
10.00
11
. 11
4.00
2.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 10 Hyd No. 12 Hyd No. 13

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 17
POST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 24.89 cfs
Storm frequency
= 1 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 54,079 cuft
Drainage area
= 6.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(4.900 x 98) + (1.350 x 80)] / 6.250
POST A2
Q (cfs) Hyd. No. 17 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 17 Time (min)

Hydrograph Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 18
WET POND A2
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 17 -POST A2
Reservoir name
= WET POND A2
Storage Indication method used. Wet pond routing start elevation = 169.60 ft
WET POND A2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, 11 / 14 / 2023
= 1.982 cfs
= 749 min
= 52,992 cuft
= 171.37 ft
= 71,064 cuft
Q (cfs) Hyd. No. 18 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 18 Hyd No. 17 0 Total storage used = 71,064 cuft

Pond Report 27
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Pond No. 2 - WET POND A2
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 165.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 165.00
5,333
0
0
1.00 166.00
6,746
6,040
6,040
2.00 167.00
8,375
7,561
13,600
3.00 168.00
10,139
9,257
22,857
4.00 169.00
12,038
11,089
33,946
5.00 170.00
15,132
13,585
47,531
6.00 171.00
17,862
16,497
64,028
7.00 172.00
19,747
18,805
82,832
8.00 173.00
21,692
20,720
103,552
9.00 174.00
23,691
22,692
126,243
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
8.00
Inactive
0.00
Crest Len (ft)
= 16.00
60.00
0.00
0.00
Span (in)
= 18.00
8.00
8.00
0.00
Crest El. (ft)
= 172.00
172.50
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 168.00
169.65
171.50
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 75.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.70
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0.0 30.0
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
60.0 90.0 120.0 150.0
Elev (ft)
175.00
173.00
171.00
169.00
167.00
165.00
180.0 210.0 240.0 270.0 300.0 330.0
Discharge (cfs)

Hydrograph Report
W
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 19
POST POI-2 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
0.650 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
2.96 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST POI-2 UNDETAINED
Hyd. No. 19 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 19
Tuesday, 11 / 14 / 2023
= 1.479 cfs
= 718 min
= 2,969 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
T-' 0.00
1080 1200 1320 1440 1560
Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 20
TOTAL POST POI-2
Hydrograph type
= Combine
Peak discharge
= 3.154 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 55,960 cuft
Inflow hyds.
= 18, 19
Contrib. drain. area
= 0.650 ac
Q (cfs)
4.00
3.00
2.00
1.00
TOTAL POST POI-2
Hyd. No. 20 -- 1 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00
180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 20 — Hyd No. 18 Hyd No. 19

Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 22
TOTAL PRE
Hydrograph type
= Combine
Peak discharge
= 17.97 cfs
Storm frequency
= 1 yrs
Time to peak
= 740 min
Time interval
= 1 min
Hyd. volume
= 105,724 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 43.500 ac
Q (cfs)
18.00
15.00
12.00
.IM
3.00
0.00 ' '
0 120 240
Hyd No. 22
360 480 600
Hyd No. 1
TOTAL PRE
Hyd. No. 22 -- 1 Year
Q (cfs)
18.00
15.00
12.00
M
3.00
M ' ' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 23
TOTALPOST
Hydrograph type
= Combine
Peak discharge
= 16.70 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 263,274 cuft
Inflow hyds.
= 14, 20
Contrib. drain. area
= 0.000 ac
TOTAL POST
Q (cfs) Hyd. No. 23 -- 1 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 23 Hyd No. 14 Hyd No. 20

Hydrograph Summary Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
23.44
1
738
122,097
------
------
------
PRE POI-1
2
SCS Runoff
6.683
1
740
40,896
------
------
------
PRE POI-2
3
SCS Runoff
74.93
1
725
241,178
------
------
------
POST Al
4
Reservoir
4.489
1
809
184,558
3
168.74
443,970
WET POND Al
5
SCS Runoff
11.16
1
717
24,296
------
------
------
POST E1
6
Reservoir
1.075
1
742
19,691
5
168.72
27,912
WET POND E1
7
SCS Runoff
4.366
1
717
9,507
------
------
------
POST E2
8
Reservoir
0.575
1
730
7,402
7
168.71
11,132
WET POND E2
9
SCS Runoff
11.16
1
717
24,623
------
------
------
POST E3
10
Reservoir
4.028
1
724
15,933
9
169.23
24,880
WET POND E3
11
SCS Runoff
13.89
1
717
30,642
------
------
------
POST E4
12
Reservoir
1.202
1
746
23,900
11
168.78
37,751
WET POND E4
13
SCS Runoff
16.69
1
717
34,762
------
------
------
POST POI-1 UNDETAINED
14
Combine
18.95
1
720
286,245
4, 6, 8,
------
------
TOTAL POST POI-1
10, 12, 13
17
SCS Runoff
31.00
1
717
68,397
------
------
------
POST A2
18
Reservoir
2.259
1
751
67,291
17
171.79
78,897
WET POND A2
19
SCS Runoff
2.063
1
718
4,156
------
------
------
POST POI-2 UNDETAINED
20
Combine
3.979
1
718
71,447
18, 19
------
------
TOTAL POST POI-2
22
Combine
30.10
1
739
162,993
1, 2,
------
------
TOTAL PRE
23
Combine
22.86
1
719
357,692
14, 20,
------
------
TOTAL POST
Block A-E.gpw
Return Period: 2 Year
Tuesday, 11 / 14 / 2023

Hydrograph Report
33
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
PRE POI-1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 28.500 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.59 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(7.000 x 55) + (21.500 x 77)] / 28.500
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 ' '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI-1
Hyd. No. 1 -- 2 Year
Tuesday, 11 / 14 / 2023
= 23.44 cfs
= 738 min
= 122,097 cuft
= 72*
= 0 ft
= 39.80 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
i i i i I I I I I I 1 ` i 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
PRE POI-2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 15.000 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.59 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(9.000 x 55) + (6.000 x 77)] / 15.000
Q (cfs)
7.00
.M
5.00
i
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI-2
Hyd. No. 2 -- 2 Year
Tuesday, 11 / 14 / 2023
= 6.683 cfs
= 740 min
= 40,896 cuft
= 64*
= 0 ft
= 39.90 min
= Type II
= 484
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1" ' ' ' ' ' ' % ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Peak discharge
= 74.93 cfs
Storm frequency
= 2 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 241,178 cuft
Drainage area
= 24.400 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 3.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(16.800 x 98) + (7.600 x 80)] / 24.400
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
POST Al
Hyd. No. 3 -- 2 Year
Milo
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
= 4.489 cfs
Storm frequency
= 2 yrs
Time to peak
= 809 min
Time interval
= 1 min
Hyd. volume
= 184,558 cuft
Inflow hyd. No.
= 3 - POST Al
Max. Elevation
= 168.74 ft
Reservoir name
= WET POND Al
Max. Storage
= 443,970 cuft
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
WET POND Al
Q (cfs
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
91-1 IAM
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 0 Total storage used = 443,970 cuft

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 5
POST E1
Hydrograph type
= SCS Runoff
Peak discharge
= 11.16 cfs
Storm frequency
= 2 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 24,296 cuft
Drainage area
= 2.300 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.600 x 98) + (0.700 x 80)] / 2.300
POST E1
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 6
WET POND E1
Hydrograph type
= Reservoir
Peak discharge
= 1.075 cfs
Storm frequency
= 2 yrs
Time to peak
= 742 min
Time interval
= 1 min
Hyd. volume
= 19,691 cuft
Inflow hyd. No.
= 5 - POST E1
Max. Elevation
= 168.72 ft
Reservoir name
= WET POND E1
Max. Storage
= 27,912 cuft
Storage Indication method used.
Wet pond routing start elevation = 167.25 ft.
WET POND E1
Q (cfs)
Hyd. No. 6 -- 2 Year
Q (cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 300
600 900 1200 1500
1800 2100
2400 2700
3000
Hyd No. 6
Hyd No. 5 0
Total storage used
= 27,912 cuft
Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 7
POST E2
Hydrograph type
= SCS Runoff
Peak discharge
= 4.366 cfs
Storm frequency
= 2 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 9,507 cuft
Drainage area
= 0.900 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(0.650 x 98) + (0.250 x 80)] / 0.900
POST E2
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0-1
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 7 Time (min)

Hydrograph
Report
40
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 8
WET POND E2
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 7 - POST E2 Max. Elevation
Reservoir name = WET POND E2 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.50 ft.
WET POND E2
Q (cfs) Hyd. No. 8 -- 2 Year
Tuesday, 11 / 14 / 2023
= 0.575 cfs
= 730 min
= 7,402 cuft
= 168.71 ft
= 11,132 cuft
Q (cfs)
5.00
4.00
5.00
4.00
3.00
2.00
3.00
2.00
1.00
0.00
0 180
Hyd No.
360 540 720 900 1080 1260 1440
8 Hyd No. 7 0 Total storage used =
1.00
0.00
1620 1800 1980
Time (min)
11,132 cuft

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 9
POST E3
Hydrograph type
= SCS Runoff
Peak discharge
= 11.16 cfs
Storm frequency
= 2 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 24,623 cuft
Drainage area
= 2.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.750 x 98) + (0.500 x 80)] / 2.250
POST E3
Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)

Hydrograph
Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 10
WET POND E3
Hydrograph type
= Reservoir
Peak discharge
= 4.028 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 15,933 cuft
Inflow hyd. No.
= 9 - POST E3
Max. Elevation
= 169.23 ft
Reservoir name
= WET POND E3
Max. Storage
= 24,880 cuft
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
WET POND E3
Q (cfs) Hyd. No. 10 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 9 0 Total storage used = 24,880 cuft

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 11
POST E4
Hydrograph type
= SCS Runoff
Peak discharge
= 13.89 cfs
Storm frequency
= 2 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 30,642 cuft
Drainage area
= 2.800 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(2.100 x 98) + (0.700 x 80)] / 2.800
POST E4
Q (cfs) Hyd. No. 11 -- 2 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 11 Time (min)

Hydrograph Report
44
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 12
WET POND E4
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 11 -POST E4
Reservoir name
= WET POND E4
Storage Indication method used. Wet pond routing start elevation = 167.15 ft
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WET POND E4
Tuesday, 11 / 14 / 2023
= 1.202 cfs
= 746 min
= 23,900 cuft
= 168.78 ft
= 37,751 cuft
Q (cfs) Hyd. No. 12 -- 2 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 12 Hyd No. 11 0 Total storage used = 37,751 cuft

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 13
POST POI-1 UNDETAINED
Hydrograph type =
SCS Runoff
Peak discharge
= 16.69 cfs
Storm frequency =
2 yrs
Time to peak
= 717 min
Time interval =
1 min
Hyd. volume
= 34,762 cuft
Drainage area =
3.950 ac
Curve number
= 88*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.59 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.800 x 98) + (2.150 x 80)] / 3.950
Q (cfs)
18.00
15.00
12.00
.M
3.00
POST POI-1 UNDETAINED
Hyd. No. 13 -- 2 Year
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00 ' —r ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 13 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 14
TOTAL POST POI-1
Hydrograph type
= Combine
Peak discharge
= 18.95 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 286,245 cuft
Inflow hyds.
= 4, 6, 8, 10, 12, 13
Contrib. drain. area
= 3.950 ac
TOTAL POST POI-1
Q (cfs) Hyd. No. 14 -- 2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 14 Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 10 Hyd No. 12 Hyd No. 13

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 17
POST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 31.00 cfs
Storm frequency
= 2 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 68,397 cuft
Drainage area
= 6.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(4.900 x 98) + (1.350 x 80)] / 6.250
POST A2
Q (cfs) Hyd. No. 17 -- 2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 17 Time (min)

Hydrograph Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 18
WET POND A2
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 17 -POST A2 Max. Elevation
Reservoir name = WET POND A2 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 169.60 ft.
WET POND A2
Q (cfs) Hyd. No. 18 -- 2 Year
Tuesday, 11 / 14 / 2023
= 2.259 cfs
= 751 min
= 67,291 cuft
= 171.79 ft
= 78,897 cuft
Q (cfs)
35.00
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
0.00
0 240
Hyd No. 18
5.00
0.00
480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 17 0 Total storage used = 78,897 cuft

Hydrograph Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 19
POST POI-2 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
1 min
Drainage area =
0.650 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.59 in
Storm duration =
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST POI-2 UNDETAINED
Tuesday, 11 / 14 / 2023
= 2.063 cfs
= 718 min
= 4,156 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 19 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 20
TOTAL POST POI-2
Hydrograph type
= Combine
Peak discharge
= 3.979 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 71,447 cuft
Inflow hyds.
= 18, 19
Contrib. drain. area
= 0.650 ac
Q (cfs)
4.00
3.00
2.00
1.00
TOTAL POST POI-2
Hyd. No. 20 -- 2 Year
180 360 540 720
Hyd No. 20 — Hyd No. 18
900 1080 1260
Hyd No. 19
1440 1620 1800
Q (cfs)
4.00
3.00
2.00
1.00
---* 0.00
1980
Time (min)

Hydrograph
Report
51
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 22
TOTAL PRE
Hydrograph type
= Combine
Peak discharge
= 30.10 cfs
Storm frequency
= 2 yrs
Time to peak
= 739 min
Time interval
= 1 min
Hyd. volume
= 162,993 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 43.500 ac
TOTAL PRE
Q (cfs) Hyd. No. 22 -- 2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
k IX
5.00 1 1 1 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 22 Hyd No. 1 Hyd No. 2

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 23
TOTALPOST
Hydrograph type
= Combine
Peak discharge
= 22.86 cfs
Storm frequency
= 2 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 357,692 cuft
Inflow hyds.
= 14, 20
Contrib. drain. area
= 0.000 ac
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
0 300
Hyd No. 23
TOTAL POST
Hyd. No. 23 -- 2 Year
600 900 1200
Hyd No. 14
1500 1800 2100 2400
Hyd No. 20
2700
Q (cfs)
24.00
20.00
16.00
12.00
4.00
1 0.00
3000
Time (min)

Hydrograph Summary Report
53
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
53.62
1
738
262,975
------
------
------
PRE POI-1
2
SCS Runoff
19.80
1
738
101,994
------
------
------
PRE POI-2
3
SCS Runoff
121.24
1
724
400,324
------
------
------
POST Al
4
Reservoir
7.614
1
800
340,243
3
169.48
547,291
WET POND Al
5
SCS Runoff
17.72
1
717
39,869
------
------
------
POST E1
6
Reservoir
5.092
1
725
35,181
5
169.30
35,001
WET POND E1
7
SCS Runoff
6.935
1
717
15,601
------
------
------
POST E2
8
Reservoir
3.641
1
722
13,484
7
169.18
13,544
WET POND E2
9
SCS Runoff
17.54
1
717
39,945
------
------
------
POST E3
10
Reservoir
11.76
1
721
31,246
9
169.71
29,315
WET POND E3
11
SCS Runoff
21.83
1
717
49,709
------
------
------
POST E4
12
Reservoir
5.440
1
725
42,846
11
169.43
46,562
WET POND E4
13
SCS Runoff
28.16
1
717
60,453
------
------
------
POST POI-1 UNDETAINED
14
Combine
50.71
1
720
523,454
4, 6, 8,
------
------
TOTAL POST POI-1
10, 12, 13
17
SCS Runoff
48.73
1
717
110,958
------
------
------
POST A2
18
Reservoir
16.53
1
724
109,818
17
172.51
93,402
WET POND A2
19
SCS Runoff
3.876
1
717
7,981
------
------
------
POST POI-2 UNDETAINED
20
Combine
18.04
1
722
117,800
18, 19
------
------
TOTAL POST POI-2
22
Combine
73.42
1
738
364,969
1, 2,
------
------
TOTAL PRE
23
Combine
67.28
1
720
641,253
14, 20,
------
------
TOTAL POST
Block A-E.gpw
Return Period: 10 Year
Tuesday, 11 / 14 / 2023

Hydrograph Report
54
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
PRE POI-1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 28.500 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.44 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(7.000 x 55) + (21.500 x 77)] / 28.500
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI-1
Hyd. No. 1 -- 10 Year
Tuesday, 11 / 14 / 2023
= 53.62 cfs
= 738 min
= 262,975 cuft
= 72*
= 0 ft
= 39.80 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
i I I I I I I I_ i 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
55
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
PRE POI-2
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 15.000 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.44 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(9.000 x 55) + (6.000 x 77)] / 15.000
Q (cfs)
21.00
18.00
15.00
12.00
• m
N. 11
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI-2
Hyd. No. 2 -- 10 Year
Tuesday, 11 / 14 / 2023
= 19.80 cfs
= 738 min
= 101,994 cuft
= 64*
= 0 ft
= 39.90 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
. W
3.00
0.00 ' 1 1 1 1' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
56
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 24.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.44 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(16.800 x 98) + (7.600 x 80)] / 24.400
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST Al
Hyd. No. 3 -- 10 Year
Tuesday, 11 / 14 / 2023
= 121.24 cfs
= 724 min
= 400,324 cuft
= 92*
= 0 ft
= 20.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' "— ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
57
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 3 -POST Al
Reservoir name
= WET POND Al
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
WET POND Al
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, 11 / 14 / 2023
= 7.614 cfs
= 800 min
= 340,243 cuft
= 169.48 ft
= 547,291 cuft
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 0 Total storage used = 547,291 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 5
POST E1
Hydrograph type
= SCS Runoff
Peak discharge
= 17.72 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 39,869 cuft
Drainage area
= 2.300 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.600 x 98) + (0.700 x 80)] / 2.300
POST E1
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)

Hydrograph Report
59
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
WET POND E1
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 5 - POST E1 Max. Elevation
Reservoir name = WET POND E1 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.25 ft.
WET POND E1
Q (cfs) Hyd. No. 6 -- 10 Year
Tuesday, 11 / 14 / 2023
= 5.092 cfs
= 725 min
= 35,181 cuft
= 169.30 ft
= 35,001 cuft
Q (cfs)
18.00
18.00
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
0.00
0 180
Hyd No. 6
360 540 720
Hyd No. 5
T
900 1080 1260
0 Total storage used
3.00
0.00
1440 1620 1800
Time (min)
= 35,001 cuft

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 7
POST E2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.935 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 15,601 cuft
Drainage area
= 0.900 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(0.650 x 98) + (0.250 x 80)] / 0.900
Q (cfs)
7.00
.M
5.00
i
3.00
2.00
1.00
POST E2
Hyd. No. 7 -- 10 Year
0.00
0 120 240 360 480 600 720 840
Hyd No. 7
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
0.00
960 1080 1200
Time (min)

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 8
WET POND E2
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 7 -POST E2
Reservoir name
= WET POND E2
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
Q (cfs)
7.00
AM
5.00
iM
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WET POND E2
Hyd. No. 8 -- 10 Year
Tuesday, 11 / 14 / 2023
= 3.641 cfs
= 722 min
= 13,484 cuft
= 169.18 ft
= 13,544 cuft
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1�r ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 7 0 Total storage used = 13,544 cuft

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 9
POST E3
Hydrograph type
= SCS Runoff
Peak discharge
= 17.54 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 39,945 cuft
Drainage area
= 2.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.750 x 98) + (0.500 x 80)] / 2.250
Q (cfs)
18.00
15.00
12.00
.M
3.00
POST E3
Hyd. No. 9 -- 10 Year
0.00 '
0 120 240 360 480 600 720 840
Hyd No. 9
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00
960 1080 1200
Time (min)

Hydrograph
Report
63
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 10
WET POND E3
Hydrograph type
= Reservoir
Peak discharge
= 11.76 cfs
Storm frequency
= 10 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 31,246 cuft
Inflow hyd. No.
= 9 - POST E3
Max. Elevation
= 169.71 ft
Reservoir name
= WET POND E3
Max. Storage
= 29,315 cuft
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
Q (cfs)
18.00
15.00
12.00
.M
3.00
0.00 '
0 120 240
Hyd No. 10
WET POND E3
Hyd. No. 10 -- 10 Year
Q (cfs)
18.00
15.00
12.00
m
3.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 9 0 Total storage used = 29,315 cuft

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 11
POST E4
Hydrograph type
= SCS Runoff
Peak discharge
= 21.83 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 49,709 cuft
Drainage area
= 2.800 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(2.100 x 98) + (0.700 x 80)] / 2.800
POST E4
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 11 Time (min)

Hydrograph
Report
65
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 12
WET POND E4
Hydrograph type
= Reservoir
Peak discharge
= 5.440 cfs
Storm frequency
= 10 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 42,846 cuft
Inflow hyd. No.
= 11 -POST E4
Max. Elevation
= 169.43 ft
Reservoir name
= WET POND E4
Max. Storage
= 46,562 cuft
Storage Indication method used. Wet pond routing start elevation = 167.15 ft
WET POND E4
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 12 Hyd No. 11 0 Total storage used = 46,562 cuft

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 13
POST POI-1 UNDETAINED
Hydrograph type =
SCS Runoff
Peak discharge
= 28.16 cfs
Storm frequency =
10 yrs
Time to peak
= 717 min
Time interval =
1 min
Hyd. volume
= 60,453 cuft
Drainage area =
3.950 ac
Curve number
= 88*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
5.44 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.800 x 98) + (2.150 x 80)] / 3.950
POST POI-1 UNDETAINED
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 13 Time (min)

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 14
TOTAL POST POI-1
Hydrograph type
= Combine
Peak discharge
= 50.71 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 523,454 cuft
Inflow hyds.
= 4, 6, 8, 10, 12, 13
Contrib. drain. area
= 3.950 ac
TOTAL POST POI-1
Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs)
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
10.00
20.00
10.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Hyd No. 14 Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 10 Hyd No. 12 — Hyd No. 13

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 17
POST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 48.73 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 110,958 cuft
Drainage area
= 6.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(4.900 x 98) + (1.350 x 80)] / 6.250
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 120 240
Hyd No. 17
POST A2
Hyd. No. 17 -- 10 Year
360 480 600 720 840 960
Q (cfs)
50.00
40.00
30.00
20.00
10.00
� — 0.00
1080 1200
Time (min)

Hydrograph
Report
69
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 18
WET POND A2
Hydrograph type
= Reservoir
Peak discharge
= 16.53 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 109,818 cuft
Inflow hyd. No.
= 17 -POST A2
Max. Elevation
= 172.51 ft
Reservoir name
= WET POND A2
Max. Storage
= 93,402 cuft
Storage Indication method used. Wet pond routing start elevation = 169.60 ft
Q (cfs)
50.00
30.00
20.00
10.00
WET POND A2
Hyd. No. 18 -- 10 Year
180 360 540 720
Hyd No. 18 Hyd No. 17
900 1080 1260 1440 1620
0 Total storage used = 93,402 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
- '- 0.00
1800
Time (min)

Hydrograph Report
70
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 19
POST POI-2 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
0.650 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.44 in
Storm duration =
24 hrs
Q (cfs)
4.00
3.00
2.00
1.00
120 240
Hyd No. 19
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST POI-2 UNDETAINED
Hyd. No. 19 -- 10 Year
360 480 600 720 840 960
Tuesday, 11 / 14 / 2023
= 3.876 cfs
= 717 min
= 7,981 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440
Time (min)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 20
TOTAL POST POI-2
Hydrograph type
= Combine
Peak discharge
= 18.04 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 117,800 cuft
Inflow hyds.
= 18, 19
Contrib. drain. area
= 0.650 ac
Q (cfs)
21.00
18.00
15.00
12.00
• m
. 11
3.00
0.00 '
0 180
Hyd No. 20
TOTAL POST POI-2
Hyd. No. 20 -- 10 Year
360 540 720
Hyd No. 18
Q (cfs)
21.00
18.00
15.00
12.00
M
V. We
3.00
0.00
900 1080 1260 1440 1620
Time (min)
Hyd No. 19

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 22
TOTAL PRE
Hydrograph type
= Combine
Peak discharge
= 73.42 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time interval
= 1 min
Hyd. volume
= 364,969 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 43.500 ac
Q (cfs
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 22 Hyd No. 1 Hyd No. 2

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 23
TOTALPOST
Hydrograph type
= Combine
Peak discharge
= 67.28 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 641,253 cuft
Inflow hyds.
= 14, 20
Contrib. drain. area
= 0.000 ac
Q (cfs)
70.00
50.00
30.00
20.00
10.00
0.00 ' '
0 240
Hyd No. 23
TOTAL POST
Hyd. No. 23 -- 10 Year
480 720 960
Hyd No. 14
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
' 0.00
1200 1440 1680 1920 2160
Time (min)
Hyd No. 20

Hydrograph Summary Report
74
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
75.07
1
738
364,605
------
------
------
PRE POI-1
2
SCS Runoff
29.83
1
738
148,663
------
------
------
PRE POI-2
3
SCS Runoff
151.00
1
724
504,825
------
------
------
POST Al
4
Reservoir
8.890
1
806
442,371
3
169.99
618,498
WET POND Al
5
SCS Runoff
21.93
1
717
50,067
------
------
------
POST E1
6
Reservoir
8.228
1
724
45,346
5
169.62
39,047
WET POND E1
7
SCS Runoff
8.583
1
717
19,591
------
------
------
POST E2
8
Reservoir
5.287
1
722
17,469
7
169.33
14,416
WET POND E2
9
SCS Runoff
21.64
1
717
49,955
------
------
------
POST E3
10
Reservoir
17.82
1
720
41,252
9
169.85
30,570
WET POND E3
11
SCS Runoff
26.93
1
717
62,167
------
------
------
POST E4
12
Reservoir
12.56
1
723
55,251
11
169.74
50,863
WET POND E4
13
SCS Runoff
35.55
1
717
77,543
------
------
------
POST POI-1 UNDETAINED
14
Combine
73.76
1
720
679,232
4, 6, 8,
------
------
TOTAL POST POI-1
10, 12, 13
17
SCS Runoff
60.12
1
717
138,765
------
------
------
POST A2
18
Reservoir
38.86
1
722
137,609
17
172.77
98,756
WET POND A2
19
SCS Runoff
5.095
1
717
10,617
------
------
------
POST POI-2 UNDETAINED
20
Combine
42.60
1
721
148,226
18, 19
------
------
TOTAL POST POI-2
22
Combine
104.89
1
738
513,267
1, 2,
------
------
TOTAL PRE
23
Combine
114.72
1
721
827,459
14, 20,
------
------
TOTAL POST
Block A-E.gpw
Return Period: 25 Year
Tuesday, 11 / 14 / 2023

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 1
PRE POI-1
Hydrograph type
= SCS Runoff
Peak discharge
= 75.07 cfs
Storm frequency
= 25 yrs
Time to peak
= 738 min
Time interval
= 1 min
Hyd. volume
= 364,605 cuft
Drainage area
= 28.500 ac
Curve number
= 72*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 39.80 min
Total precip.
= 6.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(7.000 x 55) + (21.500 x 77)] / 28.500
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
PRE POI-1
Hyd. No. 1 -- 25 Year
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
76
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
PRE POI-2
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 15.000 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.64 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(9.000 x 55) + (6.000 x 77)] / 15.000
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' '
0 120 240
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI-2
Hyd. No. 2 -- 25 Year
Tuesday, 11 / 14 / 2023
= 29.83 cfs
= 738 min
= 148,663 cuft
= 64*
= 0 ft
= 39.90 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
i i I I I I I I I` i 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

77
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Peak discharge
= 151.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 1 min
Hyd. volume
= 504,825 cuft
Drainage area
= 24.400 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 6.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(16.800 x 98) + (7.600 x 80)] / 24.400
Q (cfs)
160.00
140.00
120.00
100.00
20.00
POST Al
Hyd. No. 3 -- 25 Year
Milo
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Time interval
= 1 min
Inflow hyd. No.
= 3 -POST Al
Reservoir name
= WET POND Al
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, 11 / 14 / 2023
= 8.890 cfs
= 806 min
= 442,371 cuft
= 169.99 ft
= 618,498 cuft
•1 11 •1 11
1 11 -� ---- -- • 1 1 1
1 11 -�------- • 1 1 1
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 0 Total storage used = 618,498 cuft

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 5
POST E1
Hydrograph type
= SCS Runoff
Peak discharge
= 21.93 cfs
Storm frequency
= 25 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 50,067 cuft
Drainage area
= 2.300 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.600 x 98) + (0.700 x 80)] / 2.300
POST E1
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)

Hydrograph Report
80
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
WET POND E1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 5 - POST E1
Max. Elevation
Reservoir name
= WET POND E1
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.25 ft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 ' '
0 180
Hyd No. 6
WET POND E1
Hyd. No. 6 -- 25 Year
Tuesday, 11 / 14 / 2023
= 8.228 cfs
= 724 min
= 45,346 cuft
= 169.62 ft
= 39,047 cuft
360 540 720 900 1080 1260 1440
Hyd No. 5 0 Total storage used = 39,047 cuft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
-Emi- 0.00
1620
Time (min)

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 7
POST E2
Hydrograph type
= SCS Runoff
Peak discharge
= 8.583 cfs
Storm frequency
= 25 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 19,591 cuft
Drainage area
= 0.900 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(0.650 x 98) + (0.250 x 80)] / 0.900
POST E2
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 7 Time (min)

Hydrograph
Report
82
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 8
WET POND E2
Hydrograph type
= Reservoir
Peak discharge
= 5.287 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 17,469 cuft
Inflow hyd. No.
= 7 - POST E2
Max. Elevation
= 169.33 ft
Reservoir name
= WET POND E2
Max. Storage
= 14,416 cuft
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
WET POND E2
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 7 0 Total storage used = 14,416 cuft

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 9
POST E3
Hydrograph type
= SCS Runoff
Peak discharge
= 21.64 cfs
Storm frequency
= 25 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 49,955 cuft
Drainage area
= 2.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.750 x 98) + (0.500 x 80)] / 2.250
POST E3
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)

Hydrograph
Report
84
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 10
WET POND E3
Hydrograph type = Reservoir Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 9 - POST E3 Max. Elevation
Reservoir name = WET POND E3 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.50 ft.
WET POND E3
Q (cfs) Hyd. No. 10 -- 25 Year
24.00
Tuesday, 11 / 14 / 2023
= 17.82 cfs
= 720 min
= 41,252 cuft
= 169.85 ft
= 30,570 cuft
Q (cfs)
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
4.00
8.00
4.00
0.00
0 120 240 360 480 600 720 840 960 1080
Hyd No. 10 Hyd No. 9 0 Total storage used =
0.00
1200 1320 1440
Time (min)
30,570 cuft

85
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 11
POST E4
Hydrograph type
= SCS Runoff
Peak discharge
= 26.93 cfs
Storm frequency
= 25 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 62,167 cuft
Drainage area
= 2.800 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) _ [(2.100 x 98) + (0.700 x 80)] / 2.800
POST E4
Q (cfs) Hyd. No. 11 -- 25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 11 Time (min)

Hydrograph
Report
86
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 12
WET POND E4
Hydrograph type = Reservoir Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 11 - POST E4 Max. Elevation
Reservoir name = WET POND E4 Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.15 ft.
WET POND E4
Q (cfs) Hyd. No. 12 -- 25 Year
28.00
Tuesday, 11 / 14 / 2023
= 12.56 cfs
= 723 min
= 55,251 cuft
= 169.74 ft
= 50,863 cuft
Q (cfs)
28.00
24.00
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00 -
0 180
Hyd No.
0.00
360 540 720 900 1080 1260 1440 1620
Time (min)
12 Hyd No. 11 0 Total storage used = 50,863 cuft

87
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 13
POST POI-1 UNDETAINED
Hydrograph type =
SCS Runoff
Peak discharge
= 35.55 cfs
Storm frequency =
25 yrs
Time to peak
= 717 min
Time interval =
1 min
Hyd. volume
= 77,543 cuft
Drainage area =
3.950 ac
Curve number
= 88*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
6.64 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.800 x 98) + (2.150 x 80)] / 3.950
POST POI-1 UNDETAINED
Q (cfs) Hyd. No. 13 -- 25 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
LJ L
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 13 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 14
TOTAL POST POI-1
Hydrograph type
= Combine
Peak discharge
= 73.76 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 679,232 cuft
Inflow hyds.
= 4, 6, 8, 10, 12, 13
Contrib. drain. area
= 3.950 ac
Q (cfs)
TOTAL POST POI-1
Hyd. No. 14 -- 25 Year Q (cfs)
0 240
Hyd No. 14
480 720 960 1200 1440 1680 1920 2160
Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 10 Hyd No. 12 Hyd No. 13

I
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 17
POST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 60.12 cfs
Storm frequency
= 25 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 138,765 cuft
Drainage area
= 6.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(4.900 x 98) + (1.350 x 80)] / 6.250
POST A2
Q (cfs) Hyd. No. 17 -- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 17 Time (min)

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 18
WET POND A2
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Time interval
= 1 min
Inflow hyd. No.
= 17 -POST A2
Reservoir name
= WET POND A2
Storage Indication method used. Wet pond routing start elevation = 169.60 ft
WET POND A2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, 11 / 14 / 2023
= 38.86 cfs
= 722 min
= 137,609 cuft
= 172.77 ft
= 98.756 cuft
Q (cfs) Hyd. No. 18 -- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 18 Hyd No. 17 0 Total storage used = 98,756 cuft

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 19
POST POI-2 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
1 min
Drainage area =
0.650 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
6.64 in
Storm duration =
24 hrs
Q (cfs
6.00
5.00
4.00
3.00
2.00
1.00
Tuesday, 11 / 14 / 2023
Peak discharge
= 5.095 cfs
Time to peak
= 717 min
Hyd. volume
= 10,617 cuft
Curve number
= 80
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 19 Time (min)

Hydrograph Report
92
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 20
TOTAL POST POI-2
Hydrograph type = Combine
Peak discharge
= 42.60 cfs
Storm frequency = 25 yrs
Time to peak
= 721 min
Time interval = 1 min
Hyd. volume
= 148,226 cuft
Inflow hyds. = 18, 19
Contrib. drain. area
= 0.650 ac
TOTAL POST POI-2
Q (cfs) Hyd. No. 20 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 20 Hyd No. 18 Hyd No. 19

Hydrograph
Report
93
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 22
TOTAL PRE
Hydrograph type
= Combine
Peak discharge
= 104.89 cfs
Storm frequency
= 25 yrs
Time to peak
= 738 min
Time interval
= 1 min
Hyd. volume
= 513,267 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 43.500 ac
Q (cfs
120.00
100.00
F�
20.00
Q (cfs)
120.00
100.00
.1 11
40.00
20.00
rna
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1 Hyd No. 2

I
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 23
TOTALPOST
Hydrograph type
= Combine
Peak discharge
= 114.72 cfs
Storm frequency
= 25 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 827,459 cuft
Inflow hyds.
= 14, 20
Contrib. drain. area
= 0.000 ac
TOTAL POST
Q (cfs) Hyd. No. 23 -- 25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 23 Hyd No. 14 Hyd No. 20

Hydrograph Summary Report
95
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
113.41
1
737
548,815
------
------
------
PRE POI-1
2
SCS Runoff
48.45
1
738
236,249
------
------
------
PRE POI-2
3
SCS Runoff
201.43
1
724
684,403
------
------
------
POST Al
4
Reservoir
19.62
1
765
619,018
3
170.66
718,857
WET POND Al
5
SCS Runoff
29.08
1
717
67,568
------
------
------
POST E1
6
Reservoir
19.56
1
721
62,803
5
169.89
42,610
WET POND E1
7
SCS Runoff
11.38
1
717
26,440
------
------
------
POST E2
8
Reservoir
7.408
1
721
24,310
7
169.58
15,905
WET POND E2
9
SCS Runoff
28.60
1
717
67,115
------
------
------
POST E3
10
Reservoir
25.42
1
719
58,407
9
170.00
31,889
WET POND E3
11
SCS Runoff
35.59
1
717
83,521
------
------
------
POST E4
12
Reservoir
26.04
1
721
76,538
11
170.01
54,660
WET POND E4
13
SCS Runoff
48.07
1
717
107,110
------
------
------
POST POI-1 UNDETAINED
14
Combine
124.66
1
719
948,186
4, 6, 8,
------
------
TOTAL POST POI-1
10, 12, 13
17
SCS Runoff
79.45
1
717
186,431
------
------
------
POST A2
18
Reservoir
70.19
1
719
185,249
17
172.98
103,236
WET POND A2
19
SCS Runoff
7.188
1
717
15,268
------
------
------
POST POI-2 UNDETAINED
20
Combine
76.89
1
719
200,517
18, 19
------
------
TOTAL POST POI-2
22
Combine
161.81
1
737
785,064
1, 2,
------
------
TOTAL PRE
23
Combine
201.56
1
719
1,148,704
14, 20,
------
------
TOTAL POST
Block A-E.gpw
Return Period: 100 Year
Tuesday, 11 / 14 / 2023

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
PRE POI-1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 28.500 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.69 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(7.000 x 55) + (21.500 x 77)] / 28.500
Q (cfs)
120.00
100.00
20.00
0.00 ' '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI-1
Hyd. No. 1 -- 100 Year
Tuesday, 11 / 14 / 2023
= 113.41 cfs
= 737 min
= 548,815 cuft
= 72*
= 0 ft
= 39.80 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
I I I I I I I I t 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
PRE POI-2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 15.000 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.69 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(9.000 x 55) + (6.000 x 77)] / 15.000
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 120 240
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI-2
Hyd. No. 2 -- 100 Year
Tuesday, 11 / 14 / 2023
= 48.45 cfs
= 738 min
= 236,249 cuft
= 64*
= 0 ft
= 39.90 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
i I I I I I I I` 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 24.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.69 in
Storm duration
= 24 hrs
. Composite (Area/CN) _ [(16.800 x 98) + (7.600 x 80)] / 24.400
Q (cfs)
210.00
180.00
150.00
120.00
30.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST Al
Hyd. No. 3 -- 100 Year
Tuesday, 11 / 14 / 2023
= 201.43 cfs
= 724 min
= 684,403 cuft
= 92*
= 0 ft
= 20.00 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
.1 1It
30.00
0.00 -'_T ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
WET POND Al
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 3 -POST Al
Max. Elevation
Reservoir name
= WET POND Al
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
Q (cfs)
210.00
180.00
150.00
120.00
F-TOWITIA
30.00
WET POND Al
Hyd. No. 4 -- 100 Year
Tuesday, 11 / 14 / 2023
= 19.62 cfs
= 765 min
= 619,018 cuft
= 170.66 ft
= 718,857 cuft
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' ' 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 0 Total storage used = 718,857 cuft

100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 5
POST E1
Hydrograph type
= SCS Runoff
Peak discharge
= 29.08 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 67,568 cuft
Drainage area
= 2.300 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.69 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.600 x 98) + (0.700 x 80)] / 2.300
POST E1
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)

Hydrograph
Report
101
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 6
WET POND E1
Hydrograph type
= Reservoir
Peak discharge
= 19.56 cfs
Storm frequency
= 100 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 62,803 cuft
Inflow hyd. No.
= 5 - POST E1
Max. Elevation
= 169.89 ft
Reservoir name
= WET POND E1
Max. Storage
= 42,610 cuft
Storage Indication method used. Wet pond routing start elevation = 167.25 ft
WET POND E1
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 5 0 Total storage used = 42,610 cuft

102
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 7
POST E2
Hydrograph type
= SCS Runoff
Peak discharge
= 11.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 26,440 cuft
Drainage area
= 0.900 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.69 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(0.650 x 98) + (0.250 x 80)] / 0.900
POST E2
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 7 Time (min)

Hydrograph
Report
103
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 8
WET POND E2
Hydrograph type
= Reservoir
Peak discharge
= 7.408 cfs
Storm frequency
= 100 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 24,310 cuft
Inflow hyd. No.
= 7 - POST E2
Max. Elevation
= 169.58 ft
Reservoir name
= WET POND E2
Max. Storage
= 15,905 cuft
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
Q (cfs)
12.00
10.00
4.00
2.00
0.00 '
0 120 240
Hyd No. 8
WET POND E2
Hyd. No. 8 -- 100 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 0 Total storage used = 15,905 cuft

104
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 9
POST E3
Hydrograph type
= SCS Runoff
Peak discharge
= 28.60 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 67,115 cuft
Drainage area
= 2.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.69 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.750 x 98) + (0.500 x 80)] / 2.250
POST E3
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)

Hydrograph
Report
105
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 10
WET POND E3
Hydrograph type
= Reservoir
Peak discharge
= 2 5.4 2 cfs
Storm frequency
= 100 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 58,407 cuft
Inflow hyd. No.
= 9 - POST E3
Max. Elevation
= 170.00 ft
Reservoir name
= WET POND E3
Max. Storage
= 31,889 cuft
Storage Indication method used. Wet pond routing start elevation = 167.50 ft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 '
0 120 240
Hyd No. 10
WET POND E3
Hyd. No. 10 -- 100 Year
360 480
Hyd No. 9
.11
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
r ' 0.00
720 840 960 1080 1200 1320
Time (min)
0 Total storage used = 31,889 cuft

106
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 11
POST E4
Hydrograph type
= SCS Runoff
Peak discharge
= 35.59 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 83,521 cuft
Drainage area
= 2.800 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.69 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(2.100 x 98) + (0.700 x 80)] / 2.800
POST E4
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 11 Time (min)

Hydrograph
Report
107
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 12
WET POND E4
Hydrograph type
= Reservoir
Peak discharge
= 26.04 cfs
Storm frequency
= 100 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 76,538 cuft
Inflow hyd. No.
= 11 - POST E4
Max. Elevation
= 170.01 ft
Reservoir name
= WET POND E4
Max. Storage
= 54,660 cuft
Storage Indication method used. Wet pond routing start elevation = 167.15 ft
WET POND E4
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 — Hyd No. 11 0 Total storage used = 54,660 cuft

108
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 13
POST POI-1 UNDETAINED
Hydrograph type =
SCS Runoff
Peak discharge
= 48.07 cfs
Storm frequency =
100 yrs
Time to peak
= 717 min
Time interval =
1 min
Hyd. volume
= 107,110 cuft
Drainage area =
3.950 ac
Curve number
= 88*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
8.69 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
. Composite (Area/CN) _ [(1.800 x 98) + (2.150 x 80)] / 3.950
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 120 240
Hyd No. 13
POST POI-1 UNDETAINED
Hyd. No. 13 -- 100 Year
360 480 600 720 840 960
Q (cfs)
50.00
40.00
30.00
20.00
10.00
� ' 0.00
1080 1200
Time (min)

109
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 14
TOTAL POST POI-1
Hydrograph type
= Combine
Peak discharge
= 124.66 cfs
Storm frequency
= 100 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 948,186 cuft
Inflow hyds.
= 4, 6, 8, 10, 12, 13
Contrib. drain. area
= 3.950 ac
TOTAL POST POI-1
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
140.00
140.00
120.00
100.00
120.00
100.00
80.00
60.00
80.00
60.00
40.00
40.00
20.00
20.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Hyd No. 14 Hyd No. 4 Hyd No. 6 Hyd No. 8 Time (min)
Hyd No. 10 Hyd No. 12 Hyd No. 13

110
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 17
POST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 79.45 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 186,431 cuft
Drainage area
= 6.250 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.69 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(4.900 x 98) + (1.350 x 80)] / 6.250
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
POST A2
Hyd. No. 17 -- 100 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 17 Time (min)

Hydrograph Report
111
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 18
WET POND A2
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyd. No.
= 17 -POST A2
Reservoir name
= WET POND A2
Storage Indication method used. Wet pond routing start elevation = 169.60 ft
Q (cfs
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, 11 / 14 / 2023
= 70.19 cfs
= 719 min
= 185,249 cuft
= 172.98 ft
= 103,236 cuft
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 777711= 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 17 0 Total storage used = 103,236 CA

Hydrograph Report
112
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 19
POST POI-2 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
0.650 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.69 in
Storm duration =
24 hrs
Q (cfs)
8.00
4.00
2.00
0.00 ' 1'
0 120 240
Hyd No. 19
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST POI-2 UNDETAINED
Hyd. No. 19 -- 100 Year
Tuesday, 11 / 14 / 2023
= 7.188 cfs
= 717 min
= 15,268 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
360 480 600 720 840 960 1080 1200
Q (cfs)
8.00
4.00
2.00
— 0.00
1320
Time (min)

113
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 20
TOTAL POST POI-2
Hydrograph type
= Combine
Peak discharge
= 76.89 cfs
Storm frequency
= 100 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 200,517 cuft
Inflow hyds.
= 18, 19
Contrib. drain. area
= 0.650 ac
Q (cfs
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 20 Hyd No. 18 Hyd No. 19

114
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 22
TOTAL PRE
Hydrograph type
= Combine
Peak discharge
= 161.81 cfs
Storm frequency
= 100 yrs
Time to peak
= 737 min
Time interval
= 1 min
Hyd. volume
= 785,064 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 43.500 ac
TOTAL PRE
Ell
MIN
oil
���

115
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Hyd. No. 23
TOTALPOST
Hydrograph type
= Combine
Peak discharge
= 201.56 cfs
Storm frequency
= 100 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 1,148,704 cuft
Inflow hyds.
= 14, 20
Contrib. drain. area
= 0.000 ac
TOTAL POST

Hydraflow Rainfall Report
116
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
39.4818
9.7000
0.8725
--------
2
51.9984
10.6000
0.8893
--------
3
0.0000
0.0000
0.0000
--------
5
49.1179
9.4000
0.8228
--------
10
47.0158
8.4000
0.7802
--------
25
46.9359
7.7000
0.7416
--------
50
43.1385
6.5000
0.6974
--------
100
41.4250
5.8000
0.6640
--------
File name: Evans City IDF.IDF
Intensity = B / (Tc + D)"E
Tuesday, 11 / 14 / 2023
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
3.78
2.93
2.41
2.05
1.79
1.59
1.43
1.31
1.20
1.11
1.04
0.97
2
4.52
3.53
2.91
2.48
2.17
1.93
1.74
1.59
1.46
1.35
1.26
1.18
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
5.47
4.28
3.55
3.04
2.67
2.39
2.17
1.98
1.83
1.70
1.60
1.50
10
6.21
4.85
4.02
3.45
3.04
2.73
2.48
2.28
2.11
1.97
1.85
1.74
25
7.13
5.57
4.63
4.00
3.53
3.18
2.90
2.67
2.48
2.32
2.18
2.06
50
7.85
6.11
5.08
4.39
3.89
3.51
3.21
2.96
2.76
2.59
2.44
2.31
100
8.53
6.63
5.52
4.79
4.25
3.85
3.53
3.27
3.05
2.87
2.71
2.57
Tc = time in minutes. Values may exceed 60.
file name: G:\Proiects\18000\18047 MarkWest\-0148 Roval CS\Docs\Enaineerina\SWM\Hvdraflow\Forward TWD.DCD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.96
3.59
0.00
0.00
5.44
6.64
4.46
8.69
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hydraflow Table of Contents
Block A-E.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 11 / 14 / 2023
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, PRE POI-1............................................................................ 4
TR-55 Tc Worksheet........................................................................................................... 5
Hydrograph No. 2, SCS Runoff, PRE POI-2............................................................................
6
TR-55 Tc Worksheet...........................................................................................................
7
Hydrograph No. 3, SCS Runoff, POST Al ...............................................................................
8
Hydrograph No. 4, Reservoir, WET POND Al .........................................................................
9
Pond Report - WET POND Al ...........................................................................................
10
Hydrograph No. 5, SCS Runoff, POST E1.............................................................................
11
Hydrograph No. 6, Reservoir, WET POND E1.......................................................................
12
Pond Report - WET POND E1...........................................................................................
13
Hydrograph No. 7, SCS Runoff, POST E2.............................................................................
14
Hydrograph No. 8, Reservoir, WET POND E2.......................................................................
15
Pond Report - WET POND E2...........................................................................................
Hydrograph No. 9, SCS Runoff, POST E3.............................................................................
Hydrograph No. 10, Reservoir, WET POND E3.....................................................................
Pond Report - WET POND E3...........................................................................................
Hydrograph No. 11, SCS Runoff, POST E4...........................................................................
Hydrograph No. 12, Reservoir, WET POND E4.....................................................................
Pond Report - WET POND E4...........................................................................................
Hydrograph No. 13, SCS Runoff, POST POI-1 UNDETAINED..............................................
Hydrograph No. 14, Combine, TOTAL POST POI-1..............................................................
Hydrograph No. 17, SCS Runoff, POST A2...........................................................................
Hydrograph No. 18, Reservoir, WET POND A2.....................................................................
Pond Report - WET POND A2...........................................................................................
Hydrograph No. 19, SCS Runoff, POST POI-2 UNDETAINED..............................................
Hydrograph No. 20, Combine, TOTAL POST POI-2.............................................................
Hydrograph No. 22, Combine, TOTAL PRE..........................................................................
Hydrograph No. 23, Combine, TOTAL POST......................................................................... 31
2 - Year
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
SummaryReport.......................................................................................................................
32
HydrographReports.................................................................................................................
33
Hydrograph No. 1, SCS Runoff, PRE POI-1..........................................................................
33
Hydrograph No. 2, SCS Runoff, PRE POI-2..........................................................................
34
Hydrograph No. 3, SCS Runoff, POST Al .............................................................................
35
Hydrograph No. 4, Reservoir, WET POND Al .......................................................................
36
Hydrograph No. 5, SCS Runoff, POST E1.............................................................................
37
Hydrograph No. 6, Reservoir, WET POND E1.......................................................................
38
Hydrograph No. 7, SCS Runoff, POST E2.............................................................................
39
Hydrograph No. 8, Reservoir, WET POND E2.......................................................................
40
Hydrograph No. 9, SCS Runoff, POST E3.............................................................................
41

Contents continued...
Block A-E.gpw
Hydrograph No. 10, Reservoir, WET POND E3.....................................................................
42
Hydrograph No. 11, SCS Runoff, POST E4...........................................................................
43
Hydrograph No. 12, Reservoir, WET POND E4.....................................................................
44
Hydrograph No. 13, SCS Runoff, POST POI-1 UNDETAINED..............................................
45
Hydrograph No. 14, Combine, TOTAL POST POI-1..............................................................
46
Hydrograph No. 17, SCS Runoff, POST A2...........................................................................
47
Hydrograph No. 18, Reservoir, WET POND A2.....................................................................
48
Hydrograph No. 19, SCS Runoff, POST POI-2 UNDETAINED..............................................
49
Hydrograph No. 20, Combine, TOTAL POST POI-2.............................................................
50
Hydrograph No. 22, Combine, TOTAL PRE..........................................................................
51
Hydrograph No. 23, Combine, TOTAL POST.........................................................................
52
10 -Year
SummaryReport.......................................................................................................................
53
HydrographReports.................................................................................................................
54
Hydrograph No. 1, SCS Runoff, PRE POI-1..........................................................................
54
Hydrograph No. 2, SCS Runoff, PRE POI-2..........................................................................
55
Hydrograph No. 3, SCS Runoff, POST Al .............................................................................
56
Hydrograph No. 4, Reservoir, WET POND Al .......................................................................
57
Hydrograph No. 5, SCS Runoff, POST E1.............................................................................
58
Hydrograph No. 6, Reservoir, WET POND E1.......................................................................
59
Hydrograph No. 7, SCS Runoff, POST E2.............................................................................
60
Hydrograph No. 8, Reservoir, WET POND E2.......................................................................
61
Hydrograph No. 9, SCS Runoff, POST E3.............................................................................
62
Hydrograph No. 10, Reservoir, WET POND E3.....................................................................
63
Hydrograph No. 11, SCS Runoff, POST E4...........................................................................
64
Hydrograph No. 12, Reservoir, WET POND E4.....................................................................
65
Hydrograph No. 13, SCS Runoff, POST POI-1 UNDETAINED..............................................
66
Hydrograph No. 14, Combine, TOTAL POST POI-1..............................................................
67
Hydrograph No. 17, SCS Runoff, POST A2...........................................................................
68
Hydrograph No. 18, Reservoir, WET POND A2....................................................................
69
Hydrograph No. 19, SCS Runoff, POST POI-2 UNDETAINED..............................................
70
Hydrograph No. 20, Combine, TOTAL POST POI-2.............................................................
71
Hydrograph No. 22, Combine, TOTAL PRE..........................................................................
72
Hydrograph No. 23, Combine, TOTAL POST.........................................................................
73
25 - Year
SummaryReport.......................................................................................................................
74
HydrographReports.................................................................................................................
75
Hydrograph No. 1, SCS Runoff, PRE POI-1..........................................................................
75
Hydrograph No. 2, SCS Runoff, PRE POI-2..........................................................................
76
Hydrograph No. 3, SCS Runoff, POST Al .............................................................................
77
Hydrograph No. 4, Reservoir, WET POND Al .......................................................................
78
Hydrograph No. 5, SCS Runoff, POST E1.............................................................................
79
Hydrograph No. 6, Reservoir, WET POND E1.......................................................................
80
Hydrograph No. 7, SCS Runoff, POST E2.............................................................................
81
Hydrograph No. 8, Reservoir, WET POND E2.......................................................................
82
Hydrograph No. 9, SCS Runoff, POST E3.............................................................................
83
Hydrograph No. 10, Reservoir, WET POND E3.....................................................................
84
Hydrograph No. 11, SCS Runoff, POST E4...........................................................................
85

Contents continued...
Block A-E.gpw
Hydrograph No. 12, Reservoir, WET POND E4.....................................................................
86
Hydrograph No. 13, SCS Runoff, POST POI-1 UNDETAINED..............................................
87
Hydrograph No. 14, Combine, TOTAL POST POI-1..............................................................
88
Hydrograph No. 17, SCS Runoff, POST A2...........................................................................
89
Hydrograph No. 18, Reservoir, WET POND A2.....................................................................
90
Hydrograph No. 19, SCS Runoff, POST POI-2 UNDETAINED..............................................
91
Hydrograph No. 20, Combine, TOTAL POST POI-2.............................................................
92
Hydrograph No. 22, Combine, TOTAL PRE..........................................................................
93
Hydrograph No. 23, Combine, TOTAL POST.........................................................................
94
100 - Year
SummaryReport.......................................................................................................................
95
HydrographReports.................................................................................................................
96
Hydrograph No. 1, SCS Runoff, PRE POI-1..........................................................................
96
Hydrograph No. 2, SCS Runoff, PRE POI-2..........................................................................
97
Hydrograph No. 3, SCS Runoff, POST Al .............................................................................
98
Hydrograph No. 4, Reservoir, WET POND Al .......................................................................
99
Hydrograph No. 5, SCS Runoff, POST E1...........................................................................
100
Hydrograph No. 6, Reservoir, WET POND E1.....................................................................
101
Hydrograph No. 7, SCS Runoff, POST E2...........................................................................
102
Hydrograph No. 8, Reservoir, WET POND E2.....................................................................
103
Hydrograph No. 9, SCS Runoff, POST E3...........................................................................
104
Hydrograph No. 10, Reservoir, WET POND E3...................................................................
105
Hydrograph No. 11, SCS Runoff, POST E4.........................................................................
106
Hydrograph No. 12, Reservoir, WET POND E4...................................................................
107
Hydrograph No. 13, SCS Runoff, POST POI-1 UNDETAINED............................................
108
Hydrograph No. 14, Combine, TOTAL POST POI-1............................................................
109
Hydrograph No. 17, SCS Runoff, POST A2.........................................................................
110
Hydrograph No. 18, Reservoir, WET POND A2...................................................................
111
Hydrograph No. 19, SCS Runoff, POST POI-2 UNDETAINED............................................
112
Hydrograph No. 20, Combine, TOTAL POST POI-2...........................................................
113
Hydrograph No. 22, Combine, TOTAL PRE........................................................................
114
Hydrograph No. 23, Combine, TOTAL POST......................................................................
115
OFReport................................................................................................................ 116

APPENDIX E

Pond Al
Designed by: RME
Checked by:
Project Name : Eastfield Retail Block A
Last Revised Date : 10/26/2023
Runoff Coefficent Rv = 0.05+0.9*la
a = 0.69 Impervious fraction (unitless)
Rv = 0.67 Runoff Coefficient (unitless)
Dv (design volume) = 3630*Rd*Rv*A=Dv
Rd =
1
(design storm depth in inches)
A =
24.4
(drainage area in acres)
Rv =
0.67
runoff coefficient
Dv =
59,314j
Design Volume (cubic feet)
Equation 1: Main Pool Volume
Vmp = 0.87 * (HRT/Ts) * DV
HRT =
14
Required Hydraulic Retention Time (14 days)
Ts =
5
Average time between storm events (5 days)
DV =
59,314
Design Volume (ft^3)
Vmp =
144,489
Main Pool volume (ft^3)
61,910
Provided
289,052
Provided
Temporary Pool Dewatering Time (Design Volume)
Orifice Equation for Outlet Flow
Q = Cd * A * (2*g*Ho)^0.5 Q-2 Day
Orifice Diameter (in) 4 Q-5 Day
Cd= 0.6
A= 0.087 SF
g= 32.2 FPS
Ho= 0.55
Flow Rate Provided
Q= 0.311618262
Total Volume= 925785
Days to Dewater
2.20
Volume @ 1' Freeboard =
Enter values if this color.
Rv = 0.05+0.9*la
Rv = Runoff Coefficient (unitless)
la = Impervious Fraction (unitless)
Impervious Area = 16.8 (AC)
0.3433
0.1373
203,804
768951 Provided
JIIT11ple ivietrioi} liar munoii VOlurrie
Rv = 0.05 + 0.9: In
Where. R•1 = Runoff coefficient (unitless)
IA Impervious fraction (unitless)
DV - 3630' RD " Rv* A
Where: DV = Design valume (cu ft)
RE, = Design storm depth (in)
A = Drainage area (ac)
A couple of notes on the variables in the Simpla Mel had:
. The runoff coefficient, Rv, is She runoff depth in inches divided by the rainfall depth 3n
inches.
. The impervious fractian, IA. is the impervious portion of drainage area in acres divided
by the drainage area in acres
. The design volume, DV, is the volume of runoff that wusL be controlled for the design
Storm.
. The design storm depth, Rb, is 1.5" in Can slal Counties and A.0" elsewhere. In SA
waters. the DV is The difference between runoff volume pre- versus post -development far
the tiJ-year storm.
• The drainage area. A, must include all of tha surfaces that drain to the SC ragardless
of whether they are on -site or off -site.
Equation 1. Main Pool Volume, Vain
VMP = 0.87 * HRT * DV
s
Where: 0.87 = Factor to adjust for the volume in the forebay
VMP = Main pool valume, not including the forebay (cubic feet)
HRT = Required hydraulic residence time (14 days)
Ts Average time between storm events (5 days)
DV = Design volume (cubic feet)

Pond A2
Designed by: RME
Checked by:
Project Name : Eastfield Retail Block A
Last Revised Date : 10/26/2023
Runoff Coefficent Rv = 0.05+0.9*la
la = 0.78 Impervious fraction (unitless)
Rv = 0.76 Runoff Coefficient (unitless)
Dv (design volume) = 3630*Rd*Rv*A=Dv
Rd =
1
(design storm depth in inches)
A =
6.25
(drainage area in acres)
Rv =
0.76
runoff coefficient
Dv =
17,143
Design Volume (cubic feet)
Equation 1: Main Pool Volume
Vmp = 0.87 * (HRT/Ts) * DV
HRT =
14
Required Hydraulic Retention Time (14 days)
Ts =
5
Average time between storm events (5 days)
DV =
17,143
Design Volume (ftA3)
Vmp =
41,7601
Main Pool volume (ftA3)
21,443
Provided
42,377
Provided
Temporary Pool Dewatering Time (Design Volume)
Orifice Equation for Outlet Flow
Q = Cd * A * (2*g*Ho)A0.5 Q-2 Day
Orifice Diameter (in) 8 Q-5 Day
Cd= 0.6
A= 0.349 SF
g= 32.2 FPS
Ho= 2.35
Flow Rate Provided
Q= 2.576531631
Total Volume= 126035
Days to Dewater
0.08
Volume @ V Freeboard =
Enter values if this color.
Rv = 0.05+0.9*la
Rv = Runoff Coefficient (unitless)
la = Impervious Fraction (unitless)
Impervious Area = 4.9 (AC)
0.0992
0.0397
58,902
103344 Provided
oirril metnota ror munoTT volume
Rv = 0.05 + 0.9 ; IA
Where: Rv m Runoff coefficient (unitless)
IA m 1mperviousfractbon (unitless)
DV 3630 ' REP* Ru " A
Where: DV = Design volume (cu Ft)
Rp Design storm depth (in)
A = Drains" area (ac)
A couple of notes on the variables in the Simply Method:
+ The runoff coefficient Rv, is the runoff depth in inches divided by the rainfall depth in
inches.
The impervious fraction, fA is the impervious portion of drainage area in acres divided
by the drainage area in acres
The design volume, DV, is the volume of runoff that must be eon trolled for the design
Storm_
• The design storm depth, Rb, is 1. 5' in Coastal Counties and 1.0" elsewhere_ In SA
waters, tha DV is the difference between runoff volume pre- versus post-lavelopment far
the 10-year storm.
The drainage area, A, must include all et tha surfaces that drain to the SC regardless
of whether they are on -site or off -site.
Equation 9: Main Pool Volume, Vmp
VMP = 0.87 * HRT * DV
s
Where: 0.87 = Factor to adjust for the volume in the forebay
Vk1p Main pool volume, not including the forebay (cubic feet]
HRT Required hydraulic residence time (14 days)
Ts Average time between storm events (5 days)
DV = Design volume (cubic feet)

Pond E1
Designed by: RME
Checked by:
Project Name : Eastfield Retail Block E
Last Revised Date : 10/26/2023
Runoff Coefficent Rv = 0.05+0.9*la
a = 0.70 Impervious fraction (unitless)
Rv = 0.68 Runoff Coefficient (unitless)
Dv (design volume) = 3630*Rd*Rv*A=Dv
Rd =
1
(design storm depth in inches)
A =
2.3
(drainage area in acres)
Rv =
0.68
runoff coefficient
Dv =
5,645
j Design Volume (cubic feet)
Equation 1: Main Pool Volume
Vmp = 0.87 * (HRT/Ts) * DV
HRT =
14
Required Hydraulic Retention Time (14 days)
Ts =
5
Average time between storm events (5 days)
DV =
5,645
Design Volume (ft^3)
Vmp =
13,7501
Main Pool volume (ft^3)
5,753
Provided
13,884
Provided
Temporary Pool Dewatering Time (Design Volume)
Orifice Equation for Outlet Flow
Q = Cd * A * (2*g*Ho)^0.5 Q-2 Day
Orifice Diameter (in) 1 Q-5 Day
Cd= 0.6
A= 0.005 SF
g= 32.2 FPS
Ho= 0.75
Flow Rate Provided
Q= 0.022743233
Total Volume= 51045
Days to Dewater
2.87
Volume @ 1' Freeboard =
Enter values if this color.
Rv = 0.05+0.9*la
Rv = Runoff Coefficient (unitless)
la = Impervious Fraction (unitless)
Impervious Area = 1.6 (AC)
0.0327
0.0131
19,395
43992 Provided
JIIT11ple ivietriou liar munoii VOlurrie
Rv = 0.05 + 0.9: In
Where. R•1 = Runoff coefficient (unitless)
IA Impervious fraction (unitless)
DV - 3630' RD " Rv* A
Where: DV = Design valume (cu ft)
RE, = Design storm depth (in)
A = Drainage area (ac)
A couple of notes on the variables in the Simpla Mel had:
. The runoff coefficient, Rv, is She runoff depth in inches divided by the rainfall depth 3n
inches.
. The impervious fractian, IA. is the impervious portion of drainage area in acres divided
by the drainage area in acres
. The design volume, DV, is the volume of runoff that wusL be controlled for the design
Storm.
. The design storm depth, Rb, is 1.5" in Can slal Counties and A.0" elsewhere. In SA
waters. the DV is The difference between runoff volume pre- versus post -development far
the tiJ-year storm.
• The drainage area. A, must include all of tha surfaces that drain to the SC ragardless
of whether they are on -site or off -site.
Equation 1. Main Pool Volume, Vain
VMP = 0.87 * HRT * DV
s
Where: 0.87 = Factor to adjust for the volume in the forebay
VMP = Main pool valume, not including the forebay (cubic feet)
HRT = Required hydraulic residence time (14 days)
Ts Average time between storm events (5 days)
DV = Design volume (cubic feet)

Pond E2
Designed by: RME
Checked by:
Project Name : Eastfield Retail Block E
Last Revised Date : 10/26/2023
Runoff Coefficent Rv = 0.05+0.9*la
a = 0.72 Impervious fraction (unitless)
Rv = 0.70 Runoff Coefficient (unitless)
Dv (design volume) = 3630*Rd*Rv*A=Dv
Rd =
1
(design storm depth in inches)
A =
0.9
(drainage area in acres)
Rv =
0.70
runoff coefficient
Dv =
2,287
j Design Volume (cubic feet)
Equation 1: Main Pool Volume
Vmp = 0.87 * (HRT/Ts) * DV
HRT =
14
Required Hydraulic Retention Time (14 days)
Ts =
5
Average time between storm events (5 days)
DV =
2,287
Design Volume (ft^3)
Vmp =
5,571
Main Pool volume (ft^3)
2,372
Provided
5,813
Provided
Temporary Pool Dewatering Time (Design Volume)
Orifice Equation for Outlet Flow
Q = Cd * A * (2*g*Ho)^0.5 Q-2 Day
Orifice Diameter (in) 0.5 Q-5 Day
Cd= 0.6
A= 0.001 SF
g= 32.2 FPS
Ho= 1.1
Flow Rate Provided
Q= 0.006885856
Total Volume= 25293
Days to Dewater
3.84
Volume @ 1' Freeboard =
Enter values if this color.
Rv = 0.05+0.9*la
Rv = Runoff Coefficient (unitless)
la = Impervious Fraction (unitless)
Impervious Area = 0.65 (AC)
0.0132
0.0053
7,858
18360 Provided
JIIT11ple ivietrioi} liar munoii VOlurrie
Rv = 0.05 + 0.9: In
Where. R•1 = Runoff coefficient (unitless)
IA Impervious fraction (unitless)
DV - 3630' RD " Rv* A
Where: DV = Design valume (cu ft)
RE, = Design storm depth (in)
A = Drainage area (ac)
A couple of notes on the variables in the Simpla Mel had:
. The runoff coefficient, Rv, is She runoff depth in inches divided by the rainfall depth 3n
inches.
. The impervious fractian, IA. is the impervious portion of drainage area in acres divided
by the drainage area in acres
. The design volume, DV, is the volume of runoff that wusL be controlled for the design
Storm.
. The design storm depth, Rb, is 1.5" in Can slal Counties and A.0" elsewhere. In SA
waters. the DV is The difference between runoff volume pre- versus post -development far
the tiJ-year storm.
• The drainage area. A, must include all of tha surfaces that drain to the SC ragardless
of whether they are on -site or off -site.
Equation 1. Main Pool Volume, Vain
VMP = 0.87 * HRT * DV
s
Where: 0.87 = Factor to adjust for the volume in the forebay
VMP = Main pool valume, not including the forebay (cubic feet)
HRT = Required hydraulic residence time (14 days)
Ts Average time between storm events (5 days)
DV = Design volume (cubic feet)

Pond E3
Designed by: RME
Checked by:
Project Name : Eastfield Retail Block E
Last Revised Date : 10/26/2023
Runoff Coefficent Rv = 0.05+0.9*la
a = 0.78 Impervious fraction (unitless)
Rv = 0.75 Runoff Coefficient (unitless)
Dv (design volume) = 3630*Rd*Rv*A=Dv
Rd =
1
(design storm depth in inches)
A =
2.25
(drainage area in acres)
Rv =
0.75
runoff coefficient
Dv =
6,1261
Design Volume (cubic feet)
Equation 1: Main Pool Volume
Vmp = 0.87 * (HRT/Ts) * DV
HRT =
14
Required Hydraulic Retention Time (14 days)
Ts =
5
Average time between storm events (5 days)
DV =
6,126
Design Volume (ft^3)
Vmp =
14,9221
Main Pool volume (ft^3)
7,897
Provided
14,928
Provided
Temporary Pool Dewatering Time (Design Volume)
Orifice Equation for Outlet Flow
Q = Cd * A * (2*g*Ho)^0.5 Q-2 Day
Orifice Diameter (in) 1 Q-5 Day
Cd= 0.6
A= 0.005 SF
g= 32.2 FPS
Ho= 1.1
Flow Rate Provided
Q= 0.027543423
Total Volume= 42262
Days to Dewater
2.57
Volume @ 1' Freeboard =
Enter values if this color.
Rv = 0.05+0.9*la
Rv = Runoff Coefficient (unitless)
la = Impervious Fraction (unitless)
Impervious Area = 1.75 (AC)
0.0354
0.0142
21,048
31918 Provided
JIIT11ple ivietriou liar mufli]ff VOlurrie
Rv = 0.05 + 0.9: In
Where. R•1 = Runoff coefficient (unitless)
IA Impervious fraction (unitless)
DV - 3630' RD " Rv* A
Where: DV = Design valume (cu ft)
RE, = Design storm depth (in)
A = Drainage area (ac)
A couple of notes on the variables in the Simply Mel had:
. The runoff coefficient, Rv, is She runoff depth in inches divided by the rainfall depth 3n
inches.
. The impervious fractian, IA. is the impervious portion of drainage area in acres divided
by the drainage area in acres
. The design volume, DV, is the volume of runoff that wust be controlled for the design
Storm.
. The design storm depth, Rb, is 1.5" in Can slal Counties and A.0" elsewhere. In SA
waters. the DV is The difference between runoff volume pre- versus post -development far
the tiJ-year storm.
• The drainage area. A, must include all of tha surfaces that drain to the SC ragardless
of whether they are on -site or off -site.
Equation 1. Main Pool Volume, Vain
VMP = 0.87 * HRT * DV
s
Where: 0.87 = Factor to adjust for the volume in the forebay
VMP = Main pool volume, not including the forebay (cubic feet)
HRT = Required hydraulic residence time (14 days)
Ts Average time between storm events (5 days)
DV = Design volume (cubic feet)

Pond E4
Designed by: RME
Checked by:
Project Name : Eastfield Retail Block E
Last Revised Date : 10/26/2023
Runoff Coefficent Rv = 0.05+0.9*la
a = 0.75 Impervious fraction (unitless)
Rv = 0.73 Runoff Coefficient (unitless)
Dv (design volume) = 3630*Rd*Rv*A=Dv
Rd =
1
(design storm depth in inches)
A =
2.8
(drainage area in acres)
Rv =
0.73
runoff coefficient
Dv =
7,3691
Design Volume (cubic feet)
Equation 1: Main Pool Volume
Vmp = 0.87 * (HRT/Ts) * DV
HRT =
14
Required Hydraulic Retention Time (14 days)
Ts =
5
Average time between storm events (5 days)
DV =
7,369
Design Volume (ft^3)
Vmp =
17,951
Main Pool volume (ft^3)
8,130
Provided
19,915
Provided
Temporary Pool Dewatering Time (Design Volume)
Orifice Equation for Outlet Flow
Q = Cd * A * (2*g*Ho)^0.5 Q-2 Day
Orifice Diameter (in) 1.25 Q-5 Day
Cd= 0.6
A= 0.009 SF
g= 32.2 FPS
Ho= 1.1
Flow Rate Provided
Q= 0.043036599
Total Volume= 69848
Days to Dewater
1.98
Volume @ 1' Freeboard =
Enter values if this color.
Rv = 0.05+0.9*la
Rv = Runoff Coefficient (unitless)
la = Impervious Fraction (unitless)
Impervious Area = 2.1 (AC)
0.0426
0.0171
25,320
54449 Provided
JIIT11ple ivietriou liar mufli]ff VOlurrie
Rv = 0.05 + 0.9: In
Where. R•1 = Runoff coefficient (unitless)
IA Impervious fraction (unitless)
DV - 3630' RD " Rv* A
Where: DV = Design valume (cu ft)
RE, = Design storm depth (in)
A = Drainage area (ac)
A couple of notes on the variables in the Simply Mel had:
. The runoff coefficient, Rv, is She runoff depth in inches divided by the rainfall depth 3n
inches.
. The impervious fractian, IA. is the impervious portion of drainage area in acres divided
by the drainage area in acres
. The design volume, DV, is the volume of runoff that wust be controlled for the design
Storm.
. The design storm depth, Rb, is 1.5" in Can slal Counties and 1.0" elsewhere. In SA
waters. the DV is The difference between runoff volume pre- versus post -development far
the tiJ-year storm.
• The drainage area. A, must include all of tha surfaces that drain to the SC ragardless
of whether they are on -site or off -site.
Equation 1. Main Pool Volume, Vain
VMP = 0.87 * HRT * DV
s
Where: 0.87 = Factor to adjust for the volume in the forebay
VMP = Main pool volume, not including the forebay (cubic feet)
HRT = Required hydraulic residence time (14 days)
Ts Average time between storm events (5 days)
DV = Design volume (cubic feet)

APPENDIX F

User Input Data
Calculated Value
Reference Data
Designed By: JMH Date:
Checked By: RME Date:
Company: The Gateway Engineers, Inc.
Project Name: Eastfield Crossing, Overall
Project No.: 46118-0000
Site Location (City/Town) Selma
Culvert Id. Apron Al
Total Drainage Area (acres)
Step 1. Determine the tail -water depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter: it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto NVide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
Shoe- otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
RZ11!
6
Min TW (Fig. 8.06a)
7.614
2.42
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine duo riprap size and minimum apron length
(L)_ The d. size is the median stone size in a well -graded riprap apron_
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2_
Minimum TW
Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 1

Minimum apron length, La A) 8
Apron width at pipe outlet (ft.) 6
Apron shape Trapezoid
Apron width at outlet end (ft.) 10
Step 4. D: ternllAe the nla%lima n stone diculleter-
rl,.,x = 1.5 x d5,
Minimum TW
Max Stone Diameter, dmax (ft.) 1.5
Step 5. Determine the apron thickness:
Apron Thickness(ft.)
Apron thickness = 1.5 x d
f`13 ,:
Minimum TW
2.25
0
2
Maximum TW
0
Maximum TW
0
Step 6. Fit the rlprap apron to the site by making it level for the nunimiuu
length, La, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of rlprap where protection of the
channel side slopes is necessary (Appendix 8.05)_ 'Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: JMH Date:
Checked By: RME Date:
Company: The Gateway Engineers, Inc.
Project Name: Eastfield Crossing, Overall
Project No.: 46118-0000
Site Location (City/Town) Selma
Culvert Id. Apron A2
Total Drainage Area (acres)
Step 1. Determine the tail -water depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter: it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto NVide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
Shoe- otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
18
6
Min TW (Fig. 8.06a)
16.53
9.35
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine duo riprap size and minimum apron length
(L)_ The d. size is the median stone size in a well -graded riprap apron_
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2_
Minimum TW
Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 1

Minimum apron length, La A) 10
Apron width at pipe outlet (ft.) 4.5
Apron shape Trapezoid
Apron width at outlet end (ft.) 11.5
Step 4. D: ternllAe the nla%lnlum stone diauneter_
rl,.,x = 1.5 x d5,
Minimum TW
Max Stone Diameter, dmax (ft.) 1.5
Step 5. Determine the apron thickness:
Apron Thickness(ft.)
Apron thickness = 1.5 x d
f`13 ,:
Minimum TW
2.25
4.5
1.5
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by making it level for the nunimiuu
length, La, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05)_ 'Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: JMH Date:
Checked By: RME Date:
Company: The Gateway Engineers, Inc.
Project Name: Eastfield Crossing, Overall
Project No.: 46118-0000
Site Location (City/Town) Selma
Culvert Id. Apron E1
Total Drainage Area (acres)
Step 1. Determine the tail -water depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter: it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto NVide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
Shoe- otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
15
6
Min TW (Fig. 8.06a)
5.09
4.15
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine duo riprap size and minimum apron length
(L)_ The d. size is the median stone size in a well -graded riprap apron_
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2_
Minimum TW
Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 1

Minimum apron length, La A) 9
Apron width at pipe outlet (ft.) 3.75
Apron shape Trapezoid
Apron width at outlet end (ft.) 10.25
Step 4. D: ternllAe the nla%lima n stone dlallleter-
rl,.,x = 1.5 x d5,
Minimum TW
Max Stone Diameter, dmax (ft.) 1.5
Step 5. Determine the apron thickness:
Apron Thickness(ft.)
Apron thickness = 1.5 x d
f`13 ,:
Minimum TW
2.25
3.75
1.25
Maximum TW
0
Maximum TW
0
Step 6. Fit the rlprap apron to the site by making it level for the nunimiuu
length, La, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of rlprap where protection of the
channel side slopes is necessary (Appendix 3.05)_ 'Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: JMH Date:
Checked By: RME Date:
Company: The Gateway Engineers, Inc.
Project Name: Eastfield Crossing, Overall
Project No.: 46118-0000
Site Location (City/Town) Selma
Culvert Id. Apron A2
Total Drainage Area (acres)
Step 1. Determine the tail -water depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter: it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto NVide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
Shoe- otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
15
6
Min TW (Fig. 8.06a)
5.09
4.15
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine duo riprap size and minimum apron length
(L)_ The d. size is the median stone size in a well -graded riprap apron_
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2_
Minimum TW
Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 1

Minimum apron length, La A) 9
Apron width at pipe outlet (ft.) 3.75
Apron shape Trapezoid
Apron width at outlet end (ft.) 10.25
Step 4. D: ternllAe the nla%lima n stone dlallleter-
rl,.,x = 1.5 x d5,
Minimum TW
Max Stone Diameter, dmax (ft.) 1.5
Step 5. Determine the apron thickness:
Apron Thickness(ft.)
Apron thickness = 1.5 x d
f`13 ,:
Minimum TW
2.25
3.75
1.25
Maximum TW
0
Maximum TW
0
Step 6. Fit the rlprap apron to the site by making it level for the nunimiuu
length, La, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of rlprap where protection of the
channel side slopes is necessary (Appendix 3.05)_ 'Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: JMH Date:
Checked By: RME Date:
Company: The Gateway Engineers, Inc.
Project Name: Eastfield Crossing, Overall
Project No.: 46118-0000
Site Location (City/Town) Selma
Culvert Id. Apron E2
Total Drainage Area (acres)
Step 1. Determine the tail -water depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter: it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto NVide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
Shoe- otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
15
6
Min TW (Fig. 8.06a)
3.64
2.97
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine duo riprap size and minimum apron length
(L)_ The d. size is the median stone size in a well -graded riprap apron_
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2_
Minimum TW
Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 1

Minimum apron length, La A) 6
Apron width at pipe outlet (ft.) 3.75
Apron shape Trapezoid
Apron width at outlet end (ft.) 7.25
Step 4. D: ternllAe the nla%lima n stone dlallleter-
rl,.,x = 1.5 x d5,
Minimum TW
Max Stone Diameter, dmax (ft.) 1.5
Step 5. Determine the apron thickness:
Apron Thickness(ft.)
Apron thickness = 1.5 x d
f`13 ,:
Minimum TW
2.25
3.75
1.25
Maximum TW
0
Maximum TW
0
Step 6. Fit the rlprap apron to the site by making it level for the nunimiuu
length, La, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of rlprap where protection of the
channel side slopes is necessary (Appendix 3.05)_ 'Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: JMH Date:
Checked By: RME Date:
Company: The Gateway Engineers, Inc.
Project Name: Eastfield Crossing, Overall
Project No.: 46118-0000
Site Location (City/Town) Selma
Culvert Id. Apron E4
Total Drainage Area (acres)
Step 1. Determine the tail -water depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter: it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto NVide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
Shoe- otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
15
6
Min TW (Fig. 8.06a)
5.44
4.43
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine duo riprap size and minimum apron length
(L)_ The d. size is the median stone size in a well -graded riprap apron_
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2_
Minimum TW
Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 1

Minimum apron length, La A) 8
Apron width at pipe outlet (ft.) 3.75
Apron shape Trapezoid
Apron width at outlet end (ft.) 9.25
Step 4. D: ternllAe the nla%lima n stone dlallleter-
rl,.,x = 1.5 x d5,
Minimum TW
Max Stone Diameter, dmax (ft.) 1.5
Step 5. Determine the apron thickness:
Apron Thickness(ft.)
Apron thickness = 1.5 x d
f`13 ,:
Minimum TW
2.25
3.75
1.25
Maximum TW
0
Maximum TW
0
Step 6. Fit the rlprap apron to the site by making it level for the nunimiuu
length, La, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of rlprap where protection of the
channel side slopes is necessary (Appendix 3.05)_ 'Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered. see
page 8.06.8.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
I
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Curves may not he extrapolated.
Figure 8.06a Oasign of outlet protection protection from around pipe flowing full, minimurn taitwater condition 110.5 diameter).
Rev. 1193 L06J

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3t7,u F
I
Outlet Do + o.4La 120 P.P.�-
ele► PI) L La 11D }
- SDe +
100 J
90
aD
70
i b
' n
60
J�� .•. �. ..rye � � t
A�50 _ - p .
40 a 3
30 l✓ - h
t0:...,. ,� a
s b 'a a m
n
i Z Y a 15 i 15 1 b �
v_loll d
3 5 10 20 So 100 2D0 500
Discharge (ttallsec)
Curves may nol to extrapolated.
Figure 0.0$b Dosign of outlet protection from a round pipe flowing full, maxwmum tailwatar cond-tion (T„ a 0 5 dameter).
8.06.4 Rev.1"j

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EASTFIELD DEVELOPMENT - BLOCK A AND E
PRELIM INARYSTORMWATER MANAGEMENT PLANS
HIGHWAY 70-A
SELMA, NC
PREPARED FOR:
ADVENTURE DEVELOPMENT, LLC
101 S RAI FORD ST SUITE 200
SELMA, NC 27576
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SITE LOCATION MAP - SELMA, NC
NOT TO SCALE
Know what's below.
Call before you dig.
Serial No. A231231797-OOA
A231231853-OOA
A231231888-OOA
A231231935-OOA
A231232009-OOA
A231232049-OOA
ITHE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION.
SHEETINDEX
NO.
TITLE
C000
COVER SHEET
C060
EXISTING CONDITIONS
C700
POST CONSTRUCTION STORMWATER MANAGEMENT PLAN
C701
POST CONSTRUCTION STORMWATER MANAGEMENT PLAN
C702
POST CONSTRUCTION STORMWATER MANAGEMENT PLAN
C710
POST CONSTRUCTION STORMWATER MANAGEMENT DETAILS
C711
POST CONSTRUCTION STORMWATER MANAGEMENT DETAILS
PP101
WET POND PLANTING PLAN
PP102
WET POND PLANTING PLAN
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COVER SHEET
Project Number:46118-0000
Drawing Scale: N.T.S.
Date Issued: JULY 2023
Index Number: --
Drawn By: SMP
Checked By: ANS
Project Manager: JS
C000

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LEGEND
BIT BITUMINOUS CGCo COLUMBIA GAS COMPANY
CONC CONCRETE EGCo EQUITABLE GAS CO. (now PNGCO)
TIC TOP OF CURB VZPa VERIZON PENNSYLVANIA q
G GUTTER BTCo BELL TELEPHONE CO. (now VZPa)
TW TOP OF WALL APCo ALLEGHENY POWER COMPANY
BW BOTTOM OF WALL WPPCo WEST PENN POWER COMPANY
TS TOP OF SLOPE PPCo PENN POWER COMPANY
BS BOTTOM OF SLOPE DLCo DUQUESNE LIGHT COMPANY
SAN SANITARY PNGCo PEOPLES NATURAL GAS COMPANY
ST STORM ALCOSAN ALLEGHENY COUNTY SANITARY AUTHORITY
MH MANHOLE PWSA PITTSBURGH WATER AND SEWER AUTHORITY
TOP TOP OF CASTING PAWC PENNSYLVANIA AMERICAN WATER COMPANY Know what's below.
BOT BOTTOM DPW DEPARTMENT OF PUBLIC WORKS
FL FLOW LINE PACT PITTSBURGH ALLEGHENY COUNTY THERMAL Call before you dig.
CO CLEAN OUT RCP REINFORCED CONCRETE PIPE
WV WATER VALVE CMP CORRUGATED METAL PIPE Serial No. A231231797-OOA
WM WATER METER CPP CORRUGATED PLASTIC PIPE TIME O F CONCENTRATION
WB WATER BOX TCP TERRA COTTA PIPE A231231853-OOA / / // / / / / s 1 �j 0
FH FIRE HYDRANT PVC POLYVINYL CHLORIDE PIPE A231231888-OOA /'' / /'// / /' ' ' \ / I ,j
GV GAS VALVE VCP VITRIFIED CLAY PIPE /' ///' \ \ \ / �
A231231935-OOA PATH POI-2 N \
GM GAS METER DIP DUCTILE IRON PIPE
GMK GAS MARKER CIP CAST IRON PIPE A231232009-OOA
EB ELECTRIC BOX SLCPP SMOOTH LINED CORRUGATED PLASTIC PIPE
A231232049-OOA / / �� \ \ 7)
EM ELECTRIC METER HOPE HIGH DENSITY POLYETHOLINE PIPE / / /� \ \ ` >4
TRANS TRANSFORMER —ETC— ELECTRIC TELEPHONE COMMUNICATIONS / / / / /// / % / / / / / 1 / i 76 \ — I
GW GUY WIRE — G — GAS LINE / / / / /// / j / 8 \J
VLT VAULT — W — WATER LINE
LS LIGHT STANDARD — T — SUBSURFACE TELEPHONE LINE 171 J \\
YL YARD LIGHT — E — SUBSURFACE ELECTRIC LINE
MB - MAILBOX — OH — - OVERHEAD WIRES
POI-2
PM PARKING METER —CATV— CABLE TV
DS DOOR SILL x 908.8 EXISTING SPOT ELEVATION
GP GATE POST — — 908 — — EXISTING CONTOURS
RAILROADFIR EXISTING INLET
BOIL BOLLARD0 EXISTING MANHOLE
WINWINDOW WELL — — — — EXISTING SEWER PIPE
RD ROOF DRAIN ------ VP VENT PIPE 171 / / / / /// j / / /' ' / /
TR TRAFFIC
HC HANDICAP
LH - LAMP HOLE
171
COMB COMBINATION SEWER / j / / /� j / ' ' ' `
/ / \ v�O
w/ -WITH
NOTE PRE DEVELOPMENT POI-2 \ X4$
THE UNDERGROUND UTILITIES SHOWN HEREON HAVE NOT BEEN PHYSICALLY LOCATED
DRAINAGE AREA: 15.0 ACRES
BY THE SURVEYOR, HOWEVER, THE INFORMATION WAS OBTAINED FROM EXISTING PLANS /// // / / AND SURFACE FACILITIES. THE GATEWAY ENGINEERS, INC. MAKES NO GUARANTEE THAT \
THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, COMPOSITE C N . 64
EITHER IN SERVICE OR ABANDONED. THE GATEWAY ENGINEERS, INC. DOES NOT ' ' '/
WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION /'+
INDICATED ALTHOUGH THEY ARE SHOWN AS ACCURATELY AS POSSIBLE FROM THE TC. 39.9 MINUTES
INFORMATION AVAILABLE. P / / / / /// / j / / / / �\ ~ \ \ I I \
ALL EXISTING SUBSURFACE UTILITY INFORMATION PRESENTED ON THE CONTRACT
DRAWINGS IS CHARACTERIZED AS UTILITY QUALITY LEVEL C OR D PER "Cl/ASCE —
38-02 - STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING �'`
SUBSURFACE UTILITY DATA" UNLESS SPECIFICALLY NOTED OTHERWISE. / ' /' / ' / / ' /'/
TIME OF CONCENTRATION
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PATH POI-1 / // / / "o OH '\ ,/�
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DRAINAGE TO THE INLETS UPON PLACEMENT OF NEW PAVEMENT. Ile/ / /
9. AN AS -BUILT DRAWING OF THE STORMWATER DETENTION FACILITY Call before you dig. / / /
PREPARED AND SEALED BY A PROFESSIONAL LAND SURVEYOR IS Serial No. A231231797-OOA / / / / / / \ \ \ �\ �r I /
REQUIRED TO BE SUBMITTED TO THE PROJECT ENGINEER. / �� \ ;2
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PROJECT AREAS A231231888-OOA / /
A231231935-OOA /
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STORMWATER
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Project Number:46118-0000
Drawing Scale: 1 "=50'
Date Issued: NOV 2023
Index Number: --
Drawn By: SMP
Checked By: ANS
Project Manager: JS
C702

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77.53 L.F. OF 15" WT JT HPPE SLCPP AT 0.13%
RACKS (TYP.) TOP OF EMBANKMENT EL. 171.00
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/ \ EMERGENCY SPILLWAY CREST EL. 169.50
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- 25-YEAR EL. 169.99 FOREBAY CREST SPILLWAY EL. 167.50
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2. REMOVE ALL AUUUMULA I EU SEUIMEN I FKUIVI I HE FUKEBAY
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3. REMOVE TEMPORARY OUTLET CONTROL STRUCTURE AND SEAL
OPENING IN PERMANENT OUTLET CONTROL STRUCTURE.
4. UNBLOCK ORIFICES ON THE OUTLET CONTROL STRUCTURE.
5. BASIN CORE TO BE CONSTRUCTED WITH ON -SITE CLAY
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BASKET INLET FRAME AND GRATE TO BE REMOVE PLATES AND
SECURED WITH STAINLESS STEEL BOLTS. INSTALL ORIFICE TRASH
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NOTES: 6" AASHTO #57 AGGREGATE
1. DEWATER USING PUMPED WATER FILTER BAG.
2. REMOVE ALL ACCUMULATED SEDIMENT FROM THE FOREBAY
AND BASIN. DO NOT COMPACT BASIN BOTTOM.
3. REMOVE TEMPORARY OUTLET CONTROL STRUCTURE AND SEAL
OPENING IN PERMANENT OUTLET CONTROL STRUCTURE.
4. UNBLOCK ORIFICES ON THE OUTLET CONTROL STRUCTURE.
5. BASIN CORE TO BE CONSTRUCTED WITH ON -SITE CLAY
MATERIAL.
BASKET INLET FRAME AND GRATE TO BE
SECURED WITH STAINLESS STEEL BOLTS
REMOVE 168.00
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TOP OF EMBANKMENT EL. 174.00
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ANTI -SEEP COLLARS SEE
DETAIL 9/ C403 FOR SIZE
STREAM
73.03 L.F. OF 18" WT JT HPPE SLCPP AT 2.67%
4'
10,
TOP OF EMBANKMENT EL. 170.50
/ \ FMFRGFNCY SPII I WAY CRFST FI _ 169.50
CORE
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2. KEIVIUVE ALL AC. UUMULA I EU SEUIMEN I FKUIVI I HE FUKEBAY
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3. REMOVE TEMPORARY OUTLET CONTROL STRUCTURE AND SEAL
OPENING IN PERMANENT OUTLET CONTROL STRUCTURE.
4. UNBLOCK ORIFICES ON THE OUTLET CONTROL STRUCTURE.
5. BASIN CORE TO BE CONSTRUCTED WITH ON -SITE CLAY
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4. UNBLOCK ORIFICES ON THE OUTLET CONTROL STRUCTURE.
5. BASIN CORE TO BE CONSTRUCTED WITH ON -SITE CLAY
MATERIAL.
THE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION.
4'
ANTI -SEEP COLLARS SEE
DETAIL 9/ C403 FOR SIZE
STREAM
77.58 L.F. OF 15" WT JT HPPE SLCPP AT 0.64%
1A
WET POND Al CROSS SECTION
C710
1B
WET POND A2 CROSS SECTION
C710
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POST CONSTRUCTION
STORMWATER
MANAGEMENT DETAILS
Project Number:46118-0000
Drawing Scale: N.T.S.
Date Issued: JULY 2023
Index Number: --
Drawn By: SMP
Checked By: ANS
Project Manager: JS
C710

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BASKET INLET FRAME AND GRATE TO BE REMOVE PLATES AND 10,
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RACKS (TYP.) TOP OF EMBANKMENT EL. 171.00
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NOTES: 6" AASHTO #57 AGGREGATE
1. DEWATER USING PUMPED WATER FILTER BAG.
2. REMOVE ALL ACCUMULATED SEDIMENT FROM THE FOREBAY
AND BASIN. DO NOT COMPACT BASIN BOTTOM.
3. REMOVE TEMPORARY OUTLET CONTROL STRUCTURE AND SEAL
OPENING IN PERMANENT OUTLET CONTROL STRUCTURE.
4. UNBLOCK ORIFICES ON THE OUTLET CONTROL STRUCTURE.
5. BASIN CORE TO BE CONSTRUCTED WITH ON -SITE CLAY
MATERIAL.
TOP OF EMBANKMENT EL. 171.00
100-YEAR EL. 170.01y
25-YEAR EL. 169.74
FOREBAY CREST SPILLWAY EL. 167.50 5'
IIIIIIII 10-YEAR EL. 169.43
III II II II 2-YEAR EL. 168.78
II -III _ 1-YEAR EL. 168.51
p
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II IIIIIIIII
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3
11,
CLASS B
RIP -RAP
ANTI -SEEP COLLARS SEE
DETAIL 9/ C403 FOR SIZE
CORE
STREAM
71.58 L.F. OF 15" WT JT HPPE SLCPP AT 0.70
0
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BASKET INLET FRAME AND GRATE TO BE REMOVE PLATES AND 10,
SECURED WITH STAINLESS STEEL BOLTS. INSTALL ORIFICE TRASH
RACKS (TYP.) TOP OF EMBANKMENT EL. 171.00
/ FMFR(=,FN('Y SPII I WAY (:RF.T FI 1RA g;n
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EL. 164.00 i
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NOTES: 6" AASHTO #57 AGGREGATE
1. DEWATER USING PUMPED WATER FILTER BAG. 4
2. REMOVE ALL ACCUMULATED SEDIMENT FROM THE FOREBAY
AND BASIN. DO NOT COMPACT BASIN BOTTOM.
3. REMOVE TEMPORARY OUTLET CONTROL STRUCTURE AND SEAL
OPENING IN PERMANENT OUTLET CONTROL STRUCTURE.
4. UNBLOCK ORIFICES ON THE OUTLET CONTROL STRUCTURE.
5. BASIN CORE TO BE CONSTRUCTED WITH ON -SITE CLAY
MATERIAL.
ORIGINAL
GROUND
SECTION A -A
RIPRAP
APRON
APRON
APRON
OUTLET
PIPE DIA
SIZE
LENGTH
INITIAL
TERMINAL
NO.
Pd
d 50
Al
WIDTH
WIDTH
(IN)
Aiw
Atw
(FT)
(FT)
(FT)
(FT)
RIPRAP APRON Al
24
1
8
6
10
RIPRAP APRON A
18
1
10
4.5
11.50
RIPRAP APRON E1
15
1
9
3.75
10.25
RIPRAP APRON E2
15
1
9
3.75
10.25
RIPRAP APRON E3
15
1
6
3.75
7.25
RIPRAP APRON E4
15
1
8
3.75
9.25
NOTES.
ALL APRONS SHALL BE CONSTRUCTED TO THE DIMENSIONS SHOWN. TERMINAL WIDTHS SHALL BE ADJUSTED AS
NECESSARY TO MATCH RECEIVING CHANNELS.
ALL APRONS SHALL BE INSPECTED AT LEAST WEEKLY AND AFTER EACH RUNOFF EVENT. DISPLACED RIPRAP WITHIN
THE APRON SHALL BE REPLACED IMMEDIATELY.
EXTEND RIPRAP ON BACK SIDE OF APRON TO AT LEAST 1/2 DEPTH OF PIPE ON BOTH SIDES TO PREVENT SCOUR
AROUND THE PIPE.
2 RIPRAP APRON AT PIPE OUTLET -
C711 N.T.S.
THE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION.
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C711 19
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C711 BASIN EMBANKMENT
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C711
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C711
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12" ORIFICES
HEIGHT ...............
12 INCHES HEIGHT ...............
24 INCHES
LENGTH ...............
12 INCHES LENGTH ...............
24 INCHES
OPENINGS .............
3 INCH OPENINGS .............
4 INCH
FOR MAXIMUM FREE DRAINAGE AREA WITH
OPENINGS SIZED TO PREVENT CLOGGING.
5 ORIFICE REBAR TRASH RACK
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POST CONSTRUCTION
STORMWATER
MANAGEMENT DETAILS
Project Number:46118-0000
Drawing Scale: N.T.S.
Date Issued: JULY 2023
Index Number: --
Drawn By: SMP
Checked By: ANS
Project Manager: JS
C711

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VEGETATED SHELF PLANT, AS SPECIFIED
MULCH LAYER AS SPECIFIED
PLANTING SOIL MIX AS SPECIFIED
FINISH GRADE
VEGETATED SHELF ZONE
PERMANENT POOL ELEVATION
0
0
CULTIVATE SOIL IN ENTIRE PLANTING
AREA TO A DEPTH OF 12"
UNCOMPACTED SUBGRADE
'LANTING NOTES:
LIGHTLY TAMP SOIL AROUND PLANTS TO
REMOVE ANY AIR POCKETS.
VEGETATED BENCH SOILS TO BE TESTED IN AT
WIDISTANT LOCATIONS ALONG BENCH PRIOR TO
1CUREMENT. SOILS TO BE TESTED FOR pH,
FRIENT LEVELS, SECONDARY AND MICRONUTRIENT
)IL TEXTURE CLASS AND ORGANIC MATTER CONTENT.
A FIELD SOIL MOISTURE TEST (HAND FEEL AND SOIL APPEARANCE
TEST) SHALL BE PERFORMED AS WELL. TESTER SHALL DIG AN 18"
DEEP HOLE AT LOWEST POINT OF BENCH IN 5 EQUIDISTANT
LOCATIONS AND NOTE IF GROUNDWATER IS ENCOUNTERED.
NOTES AND PHOTOGRAPHS SHALL BE SENT TO THE ENGINEER
PRIOR TO PLANT PROCUREMENT. PLANT SPECIES ADJUSTMENTS
MAY BE MADE DEPENDING ON SOIL TESTING.
VEGETATED SHELF PLANT, AS SPECIFIED
FINISH GRADE
PERMANENT POOL ELEVATION
VEGETATED SHELF ZONE
AQUATIC SOIL MIX
SOIL COMPOSITION / PRODUCT SELECTION TO BE
COORDINATED WITH AQUATIC PLANT GROWER AND
ENGINEER BEFORE AQUATIC SOIL PROCUREMENT AND
VEGETATED SHELF PLANTING.
UNCOMPACTED SUBGRADE
TOTE:
VET POND VEGETATED BENCH SOILS TO
IE TESTED WET POND C-1 VEGETATED
TENCH SOILS TO BE TESTED IN AT LEAST 5
OCATIONS ALONG BENCH PRIOR TO PLANT
'ROCUREMENT. SOILS TO BE TESTED FOR
pH, MACRONUTRIENT LEVELS, SECONDARY
AND MICRONUTRIENT LEVELS, SOIL TEXTURE
CLASS AND ORGANIC MATTER CONTENT.
0
1 WET POND VEGETATED SHELF
PP101 PLANTING DETAILS
100.00' SEGMENT. REPEAT SIMILAR PLANTING ARRANGEMENT FOR ENTIRE SHELF PLANTING
(12) Chasmanthium latifolium
24" O.C.
(50) Panicum virgatum 'Heavy Metal'
24" O.C.
(12)Juncus effusus
24" O.C.
(26) Muhlenbergia capillaris
24" O.C.
(12) Chasmanthium latifolium
24" O.C.
(12)Juncus effusus
24" O.C.
100.00' SEGMENT, REPEAT SIMILAR PLANTING ARRANGEMENT FOR ENTIRE SHELF PLANTING
e
(26) Muhlenbergia capillaris
24" O.C.
24" O.C. 24" O.C. 24" O.C.
ITHE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION.
LANDSCAPE NOTES:
BEFORE PLANTING, SOILS SHALL BE SUFFICIENTLY FERTILE TO SUPPORT PLANT GROWTH.
A SOIL ANALYSIS SHALL BE CONDUCTED BEFORE PLANTING.
PLANTING SHOULD BE DONE IN THE SPRING OR AUTUM, WITH SPRING (THIS IS LATE
MARCH THROUGH JUNE) PREFERABLE DUE TO WETTER CONDITIONS AND THE
POTENTIALLY HIGHER WATER LEVEL WITHIN THE POND. IF VEGETATION IS PLANTED IN
THE AUTUMN (SEPTEMBER THROUGH NOVEMBER) OR DURING A DROUGHT, IRRIGATION
MAY BE REQUIRED TO AID IN ESTABLISHMENT. IN ANY CASE, ALL PLANTS WILL REQUIRE
THOROUGH WATERING - WHETHER FROM RAIN, POND WATER, OR ARTIFICIAL IRRIGATION
- FOR THREE TO FOUR WEEKS FOLLOWING INSTALLATION.
IN ADDITION, BE CAREFUL NOT TO OVER -TOP (COMPLETELY SUBMERGE) HERBACEOUS
SPECIES AND GRASSES BEFORE ROOTS HAVE ESTABLISHED IN THE SUBSTRATE. EVEN
WETLAND SPECIES CAN "DROWN" IF SUBJECTED TO COMPLETE SUBMERGING DURING
THE INITIAL TWO TO THREE WEEKS FOLLOWING INSTALLATION. HOWEVER, TOTAL
SUBMERGENCE IS NOT AN ISSUE FOR ESTABLISHED PLANTS AND DURING THE DORMANT
SEASON (FROM LATE AUTUMN TO EARLY SPRING).
AREAS ADJACENT TO WET PONDS, INCLUDING
NORTH
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PLAN
Project Number:46118-0000
Drawing Scale: 1 "=50'
Date Issued: NOV 2023
Index Number: --
Drawn By: SMP
Checked By: ANS
Project Manager: JS
PP101

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MULCH LAYER AS SPECIFIED
PLANTING SOIL MIX AS SPECIFIED
FINISH GRADE
VEGETATED SHELF ZONE
PERMANENT POOL ELEVATION
0
0
CULTIVATE SOIL IN ENTIRE PLANTING
AREA TO A DEPTH OF 12"
UNCOMPACTED SUBGRADE
'LANTING NOTES:
LIGHTLY TAMP SOIL AROUND PLANTS TO
REMOVE ANY AIR POCKETS.
VEGETATED BENCH SOILS TO BE TESTED IN AT
WIDISTANT LOCATIONS ALONG BENCH PRIOR TO
1CUREMENT. SOILS TO BE TESTED FOR pH,
FRIENT LEVELS, SECONDARY AND MICRONUTRIENT
)IL TEXTURE CLASS AND ORGANIC MATTER CONTENT.
A FIELD SOIL MOISTURE TEST (HAND FEEL AND SOIL APPEARANCE
TEST) SHALL BE PERFORMED AS WELL. TESTER SHALL DIG AN 18"
DEEP HOLE AT LOWEST POINT OF BENCH IN 5 EQUIDISTANT
LOCATIONS AND NOTE IF GROUNDWATER IS ENCOUNTERED.
NOTES AND PHOTOGRAPHS SHALL BE SENT TO THE ENGINEER
PRIOR TO PLANT PROCUREMENT. PLANT SPECIES ADJUSTMENTS
MAY BE MADE DEPENDING ON SOIL TESTING.
VEGETATED SHELF PLANT, AS SPECIFIED
FINISH GRADE
PERMANENT POOL ELEVATION
VEGETATED SHELF ZONE
AQUATIC SOIL MIX
SOIL COMPOSITION / PRODUCT SELECTION TO BE
COORDINATED WITH AQUATIC PLANT GROWER AND
ENGINEER BEFORE AQUATIC SOIL PROCUREMENT AND
VEGETATED SHELF PLANTING.
UNCOMPACTED SUBGRADE
TOTE:
VET POND VEGETATED BENCH SOILS TO
IE TESTED WET POND C-1 VEGETATED
TENCH SOILS TO BE TESTED IN AT LEAST 5
OCATIONS ALONG BENCH PRIOR TO PLANT
'ROCUREMENT. SOILS TO BE TESTED FOR
pH, MACRONUTRIENT LEVELS, SECONDARY
AND MICRONUTRIENT LEVELS, SOIL TEXTURE
CLASS AND ORGANIC MATTER CONTENT.
1 WET POND VEGETATED SHELF
PP102 PLANTING DETAILS
100.00' SEGMENT. REPEAT SIMILAR PLANTING ARRANGEMENT FOR ENTIRE SHELF PLANTING
(12) Chasmanthium latifolium
24" O.C.
(50) Panicum virgatum 'Heavy Metal'
24" O.C.
(12)Juncus effusus
24" O.C.
(26) Muhlenbergia capillaris
24" O.C.
(12) Chasmanthium latifolium
24" O.C.
(12)Juncus effusus
24" O.C.
100.00' SEGMENT, REPEAT SIMILAR PLANTING ARRANGEMENT FOR ENTIRE SHELF PLANTING
(26) Muhlenbergia capillaris
24" O.C.
24" O.C. 24" O.C. 24" O.C.
LANDSCAPE NOTES:
BEFORE PLANTING, SOILS SHALL BE SUFFICIENTLY FERTILE TO SUPPORT PLANT GROWTH.
A SOIL ANALYSIS SHALL BE CONDUCTED BEFORE PLANTING.
PLANTING SHOULD BE DONE IN THE SPRING OR AUTUM, WITH SPRING (THIS IS LATE
MARCH THROUGH JUNE) PREFERABLE DUE TO WETTER CONDITIONS AND THE
POTENTIALLY HIGHER WATER LEVEL WITHIN THE POND. IF VEGETATION IS PLANTED IN
THE AUTUMN (SEPTEMBER THROUGH NOVEMBER) OR DURING A DROUGHT, IRRIGATION
MAY BE REQUIRED TO AID IN ESTABLISHMENT. IN ANY CASE, ALL PLANTS WILL REQUIRE
THOROUGH WATERING - WHETHER FROM RAIN, POND WATER, OR ARTIFICIAL IRRIGATION
- FOR THREE TO FOUR WEEKS FOLLOWING INSTALLATION.
IN ADDITION, BE CAREFUL NOT TO OVER -TOP (COMPLETELY SUBMERGE) HERBACEOUS
SPECIES AND GRASSES BEFORE ROOTS HAVE ESTABLISHED IN THE SUBSTRATE. EVEN
WETLAND SPECIES CAN "DROWN" IF SUBJECTED TO COMPLETE SUBMERGING DURING
THE INITIAL TWO TO THREE WEEKS FOLLOWING INSTALLATION. HOWEVER, TOTAL
SUBMERGENCE IS NOT AN ISSUE FOR ESTABLISHED PLANTS AND DURING THE DORMANT
SEASON (FROM LATE AUTUMN TO EARLY SPRING).
GRAPHIC SCALE
0 25 50 100 200
( IN FEET)
1 inch = 50 ft.
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PLAN
Project Number:46118-0000
Drawing Scale: 1 "=50'
Date Issued: NOV 2023
Index Number: --
Drawn By: SMP
Checked By: ANS
Project Manager: JS
P P 102
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22.0
ITHE GATEWAY ENGINEERS, INC. RETAINS OWNERSHIP RIGHTS OF ALL DATA WITHIN THE PLANS. DATA CONTAINED WITHIN IS ONLY TO BE USED FOR ITS INTENDED PURPOSE BY ITS RESPONSIBLE PARTY. THE USE, REPLICATION, REPRODUCTION, OR REDISTRIBUTION OF DATA CONTAINED WITHIN IS STRICTLY PROHIBITED AND SUBJECT TO LEGAL ACTION.

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
:OJECT INFORMATION
1 jProject Name Eastfield Crossing, Block C
2 1 Proiect Area (ac) 117.7
3 lCoastal Wetland Area (ac) 0
4 Surface Water Area (ac) 0
5 Is this project High or Low Density? High
6 Does this protect use an off -site SCM? No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided (feet)
50
8
Will the vegetated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?
N/A
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
12
Bioretention Cell
13
Wet Pond
8
14
Stormwater Wetland
15
Permeable Pavement
16
Sand Filter
17
Rainwater Harvesting (RWH)
18
Green Roof
19
Level Spreader -Filter Strip (LS-FS)
20
Disconnected Impervious Surface (DIS)
21
Treatment Swale
22
Dry Pond
23
StormFilter
24
Silva Cell
25
Bayfilter
26
Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
28
Organization:
29
Street address:
30
City, State, Zip:
31
Phone number(s):
32
1 Email:
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
Signature of Designer

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
8
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
4
Type of SCM
Wet Pond Al
Wet Pond A2
Wet Pond C1
Wet Pond C2
5
Total drainage area (sq ft)
4229863
1063051
272250
1698840
836352
6
Onsite drainage area (sq ft
3933607
1063051
272250
1406355
832581
7
Offsite drainage area (sq ft)
296256
292485
3771
8
Total BUA in project (sq ft
3465264.025
823865 sf
210994 sf
978264 sf
1173630 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
399010
399010 sf
10permitting)
New BUA not on subdivided lots (subject to
sf
3066254.025
823865 sf
210994 sf
978264 sf
774620 sf
11
Offsite BUA (sq ft)
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft)
1646086 sf
637831 sf
163350 sf
341876 sf
287407 sf
Sidewalk (sq ft
169467.1
106305 sf
27225 sf
Roof (sq ft)
459459.55
53153 sf
13613 sf
374726 sf
Roadway s ft
317653.775
26576 sf
6806 sf
261662 sf
13625 sf
Future (sq ft)
473588 sf
Other, please specify in the comment box
below (sq ft
13
New infiltrating permeable pavement on
Isubdivided lots (sq ft)
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft)
18
Percent BUA
82%
78%
78%
58%
140%
19
Design storm (inches)
1 in
tin
1 in
tin
1 in
20
Design volume of SCM cu ft
304243 cf
61910 cf
21443 cf
132873 cf
63865 cf
21
Calculation method for design volume
Simple Method
Simple Method
Simple Method
Simple Method
Simple Method
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(s):

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
8
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
5
6
7
8
4
Type of SCM
Wet Pond E1
Wet Pond E2
Wet Pond E3
Wet Pond E4
5
Total drainage area (sq ft)
4229863
100188
39204
98010
121968
6
Onsite drainage area (sq ft
3933607
100188
39204
98010
121968
7
Offsite drainage area (sq ft)
296256
8
Total BUA in project (sq ft
3465264.025
77646 sf
30383 sf
75958 sf
94525 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
399010
10permitting)
New BUA not on subdivided lots (subject to
sf
3066254.025
77646 sf
30383 sf
75958 sf
94525 sf
11
Offsite BUA (sq ft)
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft)
1646086 sf
60113 sf
23522 sf
58806 sf
73181 sf
Sidewalk (sq ft
169467.1
10019 sf
3920 sf
9801 sf
12197 sf
Roof (sq ft)
459459.55
5009 sf
1960 sf
4901 sf
6098 sf
Roadway s ft
317653.775
2505 sf
980 sf
2450 sf
3049 sf
Future (sq ft)
Other, please specify in the comment box
below (sq ft
13
New infiltrating permeable pavement on
Isubdivided lots (sq ft)
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft)
18
Percent BUA
82%
78%
78%
78%
78%
19
Design storm (inches)
1 in
1 in
1 in
1 in
1 in
20
Design volume of SCM cu ft
304243 cf
5753 cf
2372 cf
7897 cf
8130 cf
21
Calculation method for design volume
Simple Method
Simple Method
Simple Method
Simple Method
Simple Method
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(s):

WET POND
1 I Drainaae area nL
Al 1 A2 1 C1 1 C2 1 E1
31
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
Yes
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
No
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
Yes
Yes
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
Yes
Yes
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
Pump (preferred)
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
Yes
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
Yes
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
Yes
Yes
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
N/A
N/A
N/A
N/A
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
Yes
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
Yes
Yes
Yes
16
Does the SCM follow the device specific MDC?
Yes
Yes
Yes
Yes
Yes
17
Was the SCM designed by an NC licensedprofessional?
Yes
Yes
Yes
Yes
Yes
WET POND
Mnc FROM n2H _1a53
18
Sizing method used
HRT
HRT
HRT
HRT
HRT
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
Yes
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
163.50
164.50
161.00
162.00
1635.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
164.00
165.00
161.50
162.50
164.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
167.00
169.50
165.00
165.50
167.00
23
Elevation of the permanent pool (fmsl)
167.50
169.65
164.50
1166.75
167.25
24
Elevation of the top of the vegetated shelf (fmsl)
168.00
170.50
166.00
166.50
168.00
25
Elevation of the temporary pool (fmsl)
168.05
171.00
165.50
168.00
168.00
26
Surface area of the main permanent pool (square feet)
89694
13905
129349
48195
6391
27
Volume of the main permanent pool (cubic feet)
289052 cf
42377 cf
363619 cf
148003 cf
13884 cf
28
Average depth of the main pool (feet)
3.00 ft
4.00 ft
2.81 ft
3.07 ft
2.17 ft
29
Average depth equation used
Equation 2
Equation 2
Equation 2
Equation 2
Equation 2
30
If using equation 3, main pool perimeter (feet)
31
If using equation 3, width of submerged veg. shelf (feet)
32
Volume of the forebay (cubic feet)
43358 cf
6357 cf
82981 cf
162314 cf
2083 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
Yes
Yes
Yes
34
Clean -out depth for forebay (inches)
6 in
6 in
6 in
6 in
6 in
351
Design volume of SCM (cu ft)
61910 cf
21443 cf
132873 cf
63865 cf
5753 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
Orifice
Orifice
37
If orifice, orifice diameter (inches)
4 in
8 in
4 in
3 in
1 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
2.2
0.08
3.35
2.74
2.87
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
Yes
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
No
No
No
No
No
43
Depth of forebay at entrance (inches)
42 in
48 in
48 in
42 in
42 in
44
Depth of forebay at exit (inches)
42 in
48 in
48 in
42 in
42 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
Yes
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
6 ft
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
6:1
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool?
Yes
Yes
Yes
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?
Yes
Yes
Yes
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.)
No
No
No
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
Yes
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
Yes
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Clean Crop Seed
Clean Crop Seed
Clean Crop Seed
Clean Crop Seed
Clean Crop Seed
54
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
Yes
Yes
Yes
IITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet Dond(s):
Wet Pond 4 10:23 AM 11/15/2023

WET POND
1 I Drainaae area nL
E2 1 E3 1 E4
31
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
N/A
N/A
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
Yes
16
Does the SCM follow the device specific MDC?
Yes
Yes
Yes
17
Was the SCM designed by an NC licensedprofessional?
Yes
Yes
Yes
WET POND
Mnc FROM n2H _1a53
18
Sizing method used
HRT
HRT
HRT
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
162.50
163.50
163.50
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
163.00
164.00
164.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
167.00
167.00
167.00
23
Elevation of the permanent pool (fmsl)
167.50
167.50
167.25
24
Elevation of the top of the vegetated shelf (fmsl)
168.00
168.00
168.00
25
Elevation of the temporary pool (fmsl)
168.10
169.00
168.00
26
Surface area of the main permanent pool (square feet)
3253
7313
10093
27
Volume of the main permanent pool (cubic feet)
5813 cf
14928 cf
19915 cf
28
Average depth of the main pool (feet)
1.79 ft
2.04 ft
1.97 ft
29
Average depth equation used
Equation 2
Equation 2
Equation 2
30
If using equation 3, main pool perimeter (feet)
31
If using equation 3, width of submerged veg. shelf (feet)
32
Volume of the forebay (cubic feet)
872 cf
2239 cf
2987 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
Yes
34
Clean -out depth for forebay (inches)
6 in
6 in
6 in
35
Design volume of SCM (cu ft)
2372 cf
7897 cf
8130 cf
361
Is the outlet an orifice or a weir?
Orifice
Orifice
Orifice
37
If orifice, orifice diameter (inches)
1 in
1 in
1 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
3.84
2.57
1.98
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
No
No
No
43
Depth of forebay at entrance (inches)
54 in
42 in
42 in
44
Depth of forebay at exit (inches)
54 in
42 in
42 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool?
Yes
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?
Yes
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.)
No
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Clean Crop Seed
Clean Crop Seed
Clean Crop Seed
54
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
Yes
IITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet Dond(s):
Wet Pond 5 10:23 AM 11/15/2023

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Eastfield Development
2. Location of Project (street address):
US Highway 70A / Providence Blvd.
City:Selma County:Johnston Zip:27576
3. Directions to project (from nearest major intersection):
Traveling from Selma, take US Highway 70A, turn left at Providence Blvd, entrance is 2,1001f to the right.
4. Latitude:35° 31' 11.06" N Longitude:78° 16' 42.99" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, DRW #20221617 and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 43.5+71.8 ac of Disturbed Area
❑NPDES Industrial Stormwater E404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:Eastfield Crossing / Providence Blvd. - Sect. 404 - ID SAW-2018-00045-
3/3/2022; Erosion Ctrl: Eastfield Retail Block - TOHNS-2022-006 - 4/8/2022, Eastfield Crossing - Eastfield Bus
Park Spec Bldg#1- JOHNS-2021-011 - 12/28/2022, Eastfield Retail Block C: JOHNS-2022-059 - 7/3/2023
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/ Organization: Eastfield Associates, LLC
Signing Official & Title:Kevin Dougherty - Manager
b. Contact information for person listed in item 1a above:
Street Address:101 South Raiford Street
City:Selma State:NC Zip:27576-3154
Mailing Address (if applicable):
City: State: Zip:
Phone: (919 ) 965-5661 Fax: ( )
Email:[e-mail]
Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
State:
Zip:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits:
Point of Contact: Phone #: ( )
Form SWU-101 Version Oct. 31, 2013 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Runoff will be collected via an underground storm system which discharges to wetponds with forebays
(Eastfield Retail Block A/E). Runoff will be collected via an underground storm system and surface channels
which discharge to wetponds with forebays(Eastfield Retail Block C).
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Neuse
4. Total Property Area: 40.3+71.8 acres
River basin.
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 5.88 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:117.70 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHVO line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHM line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 70.1
9. How many drainage areas does the project have?6 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 7

Basin Information
Drainage Area
Al
Drainage Area
A2
Drainage Area C1
Drainage Area C2
Receiving Stream Name
Bawdy Creek
Bawdy Creek
Bawdy Creek
Bawdy Creek
Stream Class *
QNSW
QNSW
QNSW
QNSW
Stream Index Number *
27-50-1
27-50-1
27-50-1
27-50-1
Total Drainage Area (sf)
1,063,051
272,250
1,698,840
836,352
On -site Drainage Area (so
1,063,051
272,250
1,406,355
832,581
Off -site Drainage Area (sf)
0
0
292,485
3,771
Proposed Impervious Area** (sf)
823,865
210,994
1,528,956
752,717
% Impervious Area** total
78.0
78.0
90
90
Impervious— Surface Area
Drainage Area
Al
Drainage Area
A2
Drainage Area C1
Drainage Area C2
On -site Buildings/Lots (so
53,153
13,613
374,726
0
On -site Streets (sf)
26,576
6,806
261,662
13,625
On -site Parking (sf)
637,831
163,350
341,876
287,407
On -site Sidewalks (so
106,305
27,225
0
0
Other on -site (so
Future (sf)
0
473,588
Off -site (sf)
Existing BUA*** (so
Total (so:
1 823,865
1 210,994
1 978,264
1 301,032
* Stream Class and Index Number can be determined at: http.aortal.ncdenr.org web/wc)[ps/csu/classi ications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Protects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 15A NCA C 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http:/ /portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 7

Basin Information
Drainage Area E1
Drainage Area E2
Drainage Area E3
Drainage Area E4
Receiving Stream Name
Bawdy Creek
Bawdy Creek
Bawdy Creek
Bawdy Creek
Stream Class *
QNSW
QNSW
QNSW
QNSW
Stream Index Number *
27-50-1
27-50-1
27-50-1
27-50-1
Total Drainage Area (sf)
100,188
39,204
98,010
121,968
On -site Drainage Area (so
100,188
39,204
98,010
121,968
Off -site Drainage Area (so
0
0
0
0
Proposed Impervious Area** (sf)
77,646
30,383
75,958
94,525
% Impervious Area** (total)
78.0
78.0
78.0
78.0
Impervious- Surface Area
Drainage Area E1
Drainage Area E2
Drainage Area E3
Drainage Area E4
On -site Buildings/Lots (sf)
5,009
1,960
4,901
6,098
On -site Streets (sf)
2,505
980
2,450
3,049
On -site Parking (sf)
60,113
23,522
58,806
73,181
On -site Sidewalks (so
10,019
3,920
9,801
12,197
Other on -site (so
Future (sf)
Off -site (sf)
Existing BUA*** (so
Total (so:
77,646
30,383
75,958
94,525
* Stream Class and Index Number can be determined at: http.aortal.ncdenr.or web/wcl[ps/csu/classi cations
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

G AT E WAS(
C-46118-0000
On Call. On Time. On Target.
November 2023
Eastfield Development
US Highway 70-A
Selma, North Carolina
PREPARED FOR
Eastfield Associates, LLC.
101 S Raiiford Street, Suite 200
Selma, NC 27576
SUBMITTED BY
Ryan M. Enoch
The Gateway Engineers, Inc.
100 McMorris Road
Pittsburgh, PA 15205
412.409.2313 PHONE
412.921.9960 FAX
www.gatewaVengineers.com
renoch(c-)gatewayengineers.com
REVIEWED BY
Daniel S. Deiseroth, P.E.

TABLE OF CONTENTS
PROJECT SUMMARY
QUALITATIVE CUMULATIVE IMPACT ANALYSIS
CONCLUSION
APPENDIX
SITE LOCATION MAP
Eastfield Development
Cumulative Impact Analysis
1-3

PROJECT SUMMARY
Adventure Development is proposing to construct infrastructure for the Eastfield mixed -use
development located southeast of the interchange of Interstate 95 and US Highway 70 in Selma,
Johnston County, North Carolina. The project consists of road construction consistent with the Town of
Selma's transportation plan, utility installation, and site grading for future commercial, residential, and
industrial uses. The proposed development goals have been oriented based on input received from the
Johnston County Economic Development Commission.
The total Eastfield site is approximately 307 acres, of which 212 acres is developable. The project area
consists of a mixed hardwood community, agricultural fields, existing utility easements, and existing
rural residential and commercial buildings. The project area is owned by the applicant. The project
parcels are currently zoned as Industrial, Interstate Business, High Density Residential, or Low Density
Residential by the Town of Selma.
The purpose of this project is to construct necessary infrastructure for a mixed -use development within
a strategic location in Selma, North Carolina to meet the market needs of the community for commercial
and industrial facilities. The applicant's goal was to assemble enough land to address the voids in the
community, increase the tax base of Selma while minimizing environmental impacts. The proposed work
to improve and modernize the US 70 / 70A intersection is based on NCDOT studies indicating that the
existing intersection does not meet current traffic needs and safety standards.
The project is located within the Neuse River Basin and drains to Bawdy Swamp and unnamed
tributaries to Mocassin Creek, a source of Bawdy Creek. A Best Usage Classification (BUC) of C;NSW has
been assigned to both water bodies. Multiple wetlands associated with Bawdy Swamp and Mocassin
Creek were identified onsite that have been determined to be subject to Section 404 jurisdiction. To
accomplish the goals of the project approximately 3.03 acres of wetland impacts and 379 linear feet of
stream impacts are proposed to construct the required road improvements and associated
infrastructure for the development. Because of these impacts the applicant is submitting an Individual
Permit Request for impacts to wetlands and waters of the US (DWR# 20221617 v2 / USACE# SAW-2017-
00326)
QUALITATIVE CUMULATIVE IMPACT ANALYSIS
Per Section III of the NCDEQ 2004 Cumulative Impact Policy, private developments are unlikely to cause
cumulative impacts unless they are 1) relatively large, 2) involve commercial development, and 3) occur
in otherwise relatively undeveloped landscapes with an impact on regional growth patterns. Based on
these characteristics the DWR has determined that a qualitative Cumulative Impact Analysis is required
for the Eastfield Development. The following analysis provides considerations of the Qualitative Indirect
and Cumulative Impacts to downstream water quality resources from the Eastfield Development.

NC DWQ Cumulative Impact Policy, Version 2.1, dated April 10,2004, Question 1a.
Is growth likely to be induced by the project?
The purpose of this project is to meet the existing market needs of the Selma community, not induce
growth. The Eastfield Development is relatively large and includes commercial development. While the
existing site parcels are relatively undeveloped, the area is zoned Interstate Business and is located
within the 1-95 corridor just two miles from downtown Selma and 30 miles from Raleigh. It is reasonable
to expect continual development in this area over time, regardless of Eastfield. Therefore, it is unlikely
that the Eastfield Development will impact the current regional growth patterns.
NC DWQ Cumulative Impact Policy, Version 2.1, dated April 10,2004, Question 1b.
Are existing uses of the water likely to be impacted?
The project site drains to Bawdy Swamp and unnamed tributaries to Mocassin Creek, a source of Bawdy
Creek. The receiving waters have been classified as Class C Nutrient Sensitive Waters (C;NSW). The
project is not located within a watershed classified as Water Supply (WSW), High Quality (HQW), or
Outstanding Resource (ORW).
Johnston County's Stormwater Management Ordinance is applicable to Eastfield, and future projects,
and establishes minimum criteria to control and minimize quantitative and qualitative impacts of
stormwater runoff from development within the county, a nutrient management program for new
development in accordance with 15A NCAC 2B .0235 Neuse River Basin - Nutrient Sensitive Waters
Management Strategy: Basinwide Stormwater Requirements and to establish regulations to provide
additional protection within the environmentally sensitive area district (ES).
The anticipated direct impacts to water quality will be mitigated by the construction of Wet Ponds
throughout the site to provide stormwater management and protect water quality downstream. The
Wet Ponds have been designed in accordance with NCDEQ's Stormwater Design Manual incorporating
features such as forebays, vegetative shelves, multi -stage outlet structures, and rip rap outlet
protection. Additional water quality protection will be provided through Erosion and Sediment Control
measures provided during construction.
Water quality impacts will also be minimized by the protection and preservation of the existing riparian
buffers to maintain the natural nutrient removal functions. The Neuse River Basin buffer protection
rules require a 50-foot buffer measured from top of bank on each side of the stream.
NC DWQ Cumulative Impact Policy, Version 2.1, dated April 10,2004, Question 1c.
Are additional regulatory measures needed?
The site is located within the Neuse River Basin in Johnston County. In December of 1997, the
Environmental Management Commission adopted rules to reduce the amount of nitrogen delivered to
the Neuse River Basin from point and nonpoint sources by a minimum of 30 percent of the 1995-loading
rate. Wastewater treatment plants and industrial plants are considered point source discharges. Point
source discharges are regulated under the National Pollution Discharge Elimination System (NPDES)
administered through the NC Department of Environment and Natural Resources Division of Water
Quality. Non -point source discharges originate from rainfall or snow melt flowing across lawns, streets,
2

parking lots, agricultural fields, forests, industrial sites, construction sites, etc. In May 1998, the Johnston
County Board of Commissioners adopted the Johnston County Stormwater Management Ordinance. The
intent of the ordinance was to protect streams from the secondary impacts of development. Later in
1998, the Environmental Management Commission adopted the Neuse River Basin — Nutrient Sensitive
Waters Management Strategy: Basin -wide Stormwater Requirements (Neuse Rules). In those rules,
Johnston County was identified as one of the 15 local governments required to adopt a Stormwater
program specifically addressing nitrogen reduction. The EMC approved the revised Johnston County
program in December 2000 with an effective date of March 9, 2001.
The Eastfield Development stormwater management plan has been designed in accordance with the
Johnston County Stormwater Design Manual, dated January 2008. This manual details the requirements
on impervious area limits, hydrology and hydraulic calculations, nitrogen reduction, stormwater BMPs,
stream buffers, certifications, inspections, and maintenance.
CONCLUSION
The Eastfield Development will support the existing needs of the surrounding community and improve
the economic condition of Johnston County. Although cumulative and indirect impacts could result from
the project, these impacts would be minimal assuming adherence to the existing state and county
stormwater and erosion and sediment control regulations, therefore , cumulative and indirect impacts
are not expected to cause a violation of downstream water quality standards in association with the
Eastfield Development. All phases of the project's development, from initial planning, to operation and
maintenance of completed facilities, will all adhere to the local, State, and federal water quality
management standards and goals. The Eastfield project is not anticipated to result in any detrimental
impacts to onsite or downstream water quality because of the stringent application of and adherence to
all required water quality treatment protocols.
3

APPENDIX A

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