SWA000228_Stormwater Report_20240226

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
STORMWATER REPORT
CIRCLE K - NTI
DUNN, NORTH CAROLINA
rl h N
FEBRUARY 22, 2024
PREPARED FOR:
Circle K Stores Inc.
1100 Situs Court Suite 100
Raleigh, NC 27606
PREPARED BY:
Timmons Group, NC License No. 023728
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
www.timmons.com

Circle K—NTI
Dunn, NC
Project Number: 37630.123
Table of Contents
StormwaterNarrative......................................................................................................................................... 1
ProjectBackground........................................................................................................................................ 1
Proposed Project Description......................................................................................................................... 1
Proposed Stormwater Management............................................................................................................... 1
Stormwater Runoff Control ......................................................................................................................... 1
TSSRemoval ............................................................................................................................................. 1
SeasonalHigh Water Table........................................................................................................................2
Methodology for Stormwater Modeling .......................................................................................................2
Hydrology...................................................................................................................................................2
Hydraulics ..................................................................................................................................................2
Pre & Post Development Runoff Summary.................................................................................................2
ReferenceMaterial ............................................................................................................................................3
NOAARainfall Data .......................................................................................................................................3
USGSMap.....................................................................................................................................................3
FEMAMap.....................................................................................................................................................3
SoilSurvey Map.............................................................................................................................................3
SHWTReport.................................................................................................................................................3
Pre/Post Development Drainage Area Maps..................................................................................................3
PeakFlow Analysis ...........................................................................................................................................4
Worksheet— Curve Numbers.........................................................................................................................4
HydraflowReport...........................................................................................................................................4
SCMDesign Calculations..................................................................................................................................5
WetPond Worksheets ...................................................................................................................................5
Outlet Protection Calculations........................................................................................................................5
StormwaterSupplement Forms......................................................................................................................5
Stormwater Operation & Maintenance Agreement.............................................................................................6
Hydraulic Grade Line Calculations.....................................................................................................................7
Q10 Analysis Using Hydraflow Software........................................................................................................7

Circle K—NTI
Dunn, NC
Project Number: 37630.123
Stormwater Narrative
Project Background
The proposed Circle K project is located on the northwest corner at the intersection of South Lehmon Avenue
and East Cumberland Street (US Hwy 421). The project site currently consists of two lots with vacant land.
This project will result in one combined parcel. The total tract area of the combined lots is 3.79 acres.
For reference, the subject property information is as follows:
PINs: 1516-92-7895.000, 1526-02-0796.000
River Basin: Cape Fear
Classification: C;Sw
Stream: Mingo Swamp
Total Project Site Acreage: 3.79 ac
Total Disturbed Acreage: 3.80 ac
Latitude & Longitude: 35017'45.47"N -78035'49.75"W
There are 0.02 acres (0.53%) of existing impervious cover onsite. The site is in hydrologic soil groups "A" and
"D". Approximately half of the site flows to a ditch along East Cumberland Street (US Hwy 421). The rest of the
site flows to the south end of the property and exits the site through an existing 18" RCP.
FIRM Panels 3720150600J & 3720152600K indicate the site does not contain special flood hazard areas. No
site development is proposed near a jurisdictional stream.
Proposed Project Description
This project proposes a convenience store with parking, gas pumps with associated canopy, high speed diesel
pumps with associated parking and canopy, driveways and utilities.
There is approximately 0.02 AC of existing impervious cover within the property boundary. The proposed
improvements will result in a post-developed impervious cover of 2.01 AC (including 0.2 ac (8,712 SF) future
impervious), which is approximately 53.0% of the total site area.
Proposed Stormwater Management
The proposed project consists of a convenience store with parking, gas pumps with associated canopy, high-
speed diesel pumps with associated parking and canopy, driveways, and utilities.
The proposed development will increase the onsite impervious cover from 0.02 acres to 2.01 acres (including
0.2 ac future impervious). To the extent practical, the onsite impervious runoff will be directed toward two wet
detention ponds. The remaining impervious area will flow offsite via a permanent diversion ditch. This design
maintains the existing drainage pattern.
Stormwater Runoff Control
Two wet detention ponds are proposed to improve the quantity and quality of stormwater runoff for the site in
compliance with the rules contained in the NCDEQ Stormwater Design Manual.
TSS Removal
The NCDEQ requirement of 85% Total Suspended Solid removal requirement has been exceeded by the
proposed wet pond facilities.
TIMMONS GROUP 1 I www.timmons.com
YV VI S1VN RCHIL VkU IHNV U---

Circle K—NTI
Dunn, NC
Project Number: 37630.123
Seasonal High Water Table
A seasonal high water table investigation was performed by Piedmont Environmental Associates. The attached
report indicates that at the location of Wet Pond #1, the SHWT is at elevation 181'-187'. At the location of Wet
Pond #2, the SHWT is at elevation 187.5-189.5'. See the attached report for more detailed information.
Methodology for Stormwater Modeling
A pre-development and post-development hydrologic analysis was completed for the site using the SCS TR20
method. A hydraulic analysis was completed using Hydraflow modeling software to route these storm events
through the proposed wet pond facilities and outlet structures.
Hydrology
The SCS TR20 method was used to determine the peak discharge rates for the pre-development and post-
development conditions, develop runoff hydrographs and size the detention storage for the SCM. Rainfall data
used in the design was taken from published NOAA data for the City of Winston-Salem. SCS runoff curve
numbers were based on Table 2-2 in the TR55 manual. The Time of Concentration (Tc) values were
determined using the TR55 method for sheet, shallow and concentrated flows, with a minimum Tc of 5
minutes.
Hydraulics
Computer simulated reservoir routing using Hydraflow modeling software was completed for the 1-year, 2-year,
10-year, and 100-year storm events utilizing stage-storage and stage-discharge functions. Stage-storage was
determined using the proposed grading contours of the detention system and stage-discharge functions were
developed using the proposed outlet structures. The outlet structures were designed to attenuate the post-
development discharge rates for the 1 and 2-year events equal to or less than pre-development levels.
Pre & Post Development Runoff Summary
Total Site:
Site Condition Storm Event cfs
1- ear cfs 2-year cfs 10- ear cfs 1 00- ear cfs
Pre-Development 3.235 5.309 12.37 26.62
Post-Development 9.744 13.14 23.34 40.92
without Detention
Post-Development 1.466 4.157 12.53 39.17
with Detention
TIMMONS GROUP 21 www.timmons.com
YOUR VISION RCHIk LD THROUGH OURS.

Circle K—NTI
Dunn, NC
Project Number:37630.123
Reference Material
NOAA Rainfall Data
USGS Map
FEMA Map
Soil Survey Map
SHWT Report
Pre/Post Development Drainage Area Maps
• r ■
TIMMONS GROUP 31 www.timmons.com
YOUR VISION ACHIEVEO THROUGH Ou RS.

6/26/23,7:54 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
' Location name: Dunn,North Carolina,USA*
Latitude:35.29510,Longitude: -78.5974°
Elevation: 191 ft**
*source:ESRI Maps y�
source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration� 2 10 25 50 100 200 500 1000
5-min 5.24 6.17 7.13 7.93 8.86 9.56 10.2 10.9 11.6 12.3
(4.80-5.76) (5.64-6.77) (6.53-7.82) (7.24-8.69) (8.05-9.68) (8.65-10.4) 1 (9.20-11.2) (9.72-11.8) (10.3-12.7) (10.8-13.4)
10-min 4.19 4.93 5.71 6.34 7.06 7.61 8.13 8.60 9.19 9.67
(3.83-4.60) (4.51-5.41) (5.23-6.26) (5.79-6.95) (6.41-7.72) (6.89-8.32) (7.31-8.87) (7.70-9.39) (8.15-10.0) (8.50-10.6)
15-min 3.49 4.13 4.82 5.35 5.96 6.43 6.85 7.24 7.72 8.09
(3.19-3.83) (3.78-4.53) (4.40-5.28) (4.88-5.86) (5.42-6.52) (5.82-7.02) (6.16-7.47) (6.48-7.90) (6.84-8.42) (7.12-8.84)
30-min 2.39 2.85 3.42 3.88 4.42 4.84 5.24 5.63 6.14 6.55
(2.19-2.63) (2.61-3.13) (3.13-3.75) (3.54-4.25) (4.01-4.83) (4.38-5.29) (4.72-5.72) (5.04-6.15) (5.44-6.70) (5.76-7.16)
60-min 1.49 1.79 2.19 2.52 2.94 3.28 3.61 3.95 4.40 4.78
(1.36-1.64) (1.64-1.96) (2.01-2.40) (2.30-2.76) (2.67-3.22) (2.97-3.58) (3.25-3.94) (3.54-4.31) (3.90-4.81) (4.20-5.23)
2-hr 0.874 1.06 1.32 F 1.82 2.07 2.31 2.57 2.92 3.23
(0.790-0.976) (0.956-1.18) 1 (1.19-1.46) 1 (1.63-2.03) (1.84-2.30) (2.05-2.57) (2.26-2.85) (2.55-3.24) (2.79-3.58)
3-hr 0.618 0.746 0.934 1.10 1.32 1.51 1.71 1.92 2.22 2.49
(0.560-0.692) (0.676-0.835) (0.845-1.04) (0.991-1.23) (1.18-1.47) 1 (1.34-1.68) 1 (1.51-1.90) 1 (1.68-2.14) 1 (1.93-2.48) (2.13-2.77)
6-hr 0.369 0.446 0.559 0.659 0.795 0.913 1.04 1.17 1.36 1.53
(0.336-0.411) (0.406-0.496) (0.507-0.621) (0.596-0.732) (0.714-0.881) (0.813-1.01) (0.915-1.14) 1 (1.02-1.29) 1 (1.17-1.50) 1 (1.30-1.69)
12-hr 0.216 0.260 0.328 0.389 0.472 0.546 0.623 0.708 0.831 0.940
(0.195-0.241) (0.236-0.291) (0.296-0.367) (0.349-0.434) (0.421-0.525) (0.483-0.605) (0.545-0.691) (0.613-0.784) (0.708-0.921) (0.789-1.04)
24-hr 0.127 0.154 0.197 0.233 0.283 0.324 0.367 0.414 0.481 0.536
(0.116-0.140) (0.140-0.170) (0.180-0.217) (0.211-0.256) (0.255-0.311) (0.291-0.356) (0.329-0.404) (0.369-0.456) (0.425-0.532) (0.470-0.594)
2-day 0.074 0.090 0.114 0.134 0.161 0.184 0.208 0.234 0.271 0.301
(0.068-0.081) (0.082-0.098) (0.104-0.124) (0.122-0.146) (0.146-0.176) (0.166-0.201) (0.187-0.228) (0.209-0.256) (0.240-0.298) (0.265-0.332)
3-day 0.052 0.063 0.080 0.093 0.112 0.128 0.144 0.162 0.186 0.207
(0.048-0.057) (0.058-0.069) (0.073-0.087) (0.086-0.102) (0.102-0.122) (0.116-0.139) (0.130-0.157) (0.145-0.176) (0.166-0.204) (0.182-0.227)
4-day 0.042 0.050 0.063 0.073 0.088 0.100 0.112 0.125 0.144 0.159
(0.038-0.045) (0.046-0.054) (0.058-0.068) (0.067-0.079) (0.080-0.095) (0.091-0.108) (0.102-0.122) (0.113-0.136) (0.129-0.157) (0.141-0.174)
7-day 0.027 0.033 0.041 0.047 0.056 0.063 0.071 0.079 0.090 0.099
(0.025-0.030) (0.030-0.036) (0.038-0.045) (0.043-0.051) (0.051-0.061) (0.058-0.069) (0.064-0.077) (0.071-0.086) (0.080-0.098) (0.088-0.108)
10-day 0.022 0.026 0.032 0.037 0.043 0.048 0.053 0.058 0.066 0.072
(0.020-0.023) (0.024-0.028) (0.030-0.034) (0.034-0.039) (0.040-0.046) (0.044-0.052) (0.049-0.057) (0.053-0.063) (0.060-0.071) (0.065-0.078)
20-day 0.014 0.017 0.021 0.024 0.028 0.031 0.034 0.037 0.041 0.045
(0.013-0.016) (0.016-0.019) (0.019-0.022) (0.022-0.026) (0.025-0.030) (0.028-0.033) (0.031-0.036) (0.034-0.040) (0.037-0.044) (0.040-0.048)
30-day 0.012 0.014 0.017 0.019 0.022 0.024 0.026 0.028 0.031 0.033
(0.011-0.013) (0.013-0.015) (0.016-0.018) (0.018-0.020) (0.020-0.023) (0.022-0.026) (0.024-0.028) (0.026-0.030) (0.028-0.033) (0.030-0.036)
45-day 0.010 0.012 0.014 0.015 0.017 0.019 0.021 T 0.022 0.024 0.026
(0.009-0.011) (0.011-0.013) (0.013-0.015) (0.014-0.017) (0.016-0.019) (0.018-0.020) (0.019-0.022) (0.020-0.024) (0.022-0.026) (0.024-0.028)
60-day 0.009 0.011 0.012 0.014 0.015 0.016 0.018 0.019 0.021 0.022
(0.008-o.010) (0.010-0.011) (0.012-0.013) (0.013-0.o14) (0.014-0.016) (0.015-0.018) (0.017-0.019) (0.018-o.020) (0.019-O.o22)I(0.020-0.023)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PIMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https:Hhdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.2951&Ion=-78.5974&data=intensity&units=english&series=pds 1/4

National Flood Hazard Layer FIRMette FEMA Legend
78°36'10"W 35°17'58"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
` ; �� ■' Without Base Flood Elevation(BFE)
4 l Zone A,V,A99
SPECIAL FLOOD With BFE or Depth Zone AE,AO,AH,VE,AR
HAZARD AREAS Regulatory Floodway
�.: 0.2%Annual Chance Flood Hazard,Areas
r' of 1%annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
_ Future Conditions 1%Annual
Chance Flood Hazard zonex
Area with Reduced Flood Risk due to
OTHER AREAS OF Levee.See Notes.zone x
FLOOD HAZARD Area with Flood Risk due to Leveezone D
IT• F DUNK •
NO SCREEN Area of Minimal Flood Hazard zonex
•+ * E TRATERRrr0FjALJURI5D1CT10-N, * Effective LOMRs
I«
- �" ?� OTHER AREAS Area of Undetermined Flood Hazard zone
1 r
1 r.• . "`�' y V WP GENERAL '---- Channel,Culvert,or Storm Sewer
1 STRUCTURES IIIIIII Levee,Dike,or Floodwall
Cross Sections with 1%Annual Chance
S 17•5 Water Surface Elevation
AREA F MININ1ALFLO0D 8- - - Coastal Transect
}r° }[M ^-5fa Base Flood Elevation Line(BFE)
rTY OF DULqN Limit of Study
Ti 7o2 .'- Jurisdiction Boundary
ll' - -
.,r -: - — Coastal Transect Baseline
r F OTHER _ Profile Baseline
r FEATURES Hydrographic Feature
.r
Digital Data Available N
F _
No Digital Data Available
MAP PANELS Unmapped
` The pin displayed on the map is an approximate
� point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
a The basemap shown complies with FEMA's basemap
accuracy standards
L The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA.This map
was exported on 6/26/2023 at 7:52 AM and does not
reflect changes or amendments subsequent to this date and
5 «7•�, time.The NFHL and effective information may change or
+ k become superseded by new data over time.
This map image is void if the one or more of the following map
I elements do not appear:basemap imagery,flood zone labels,
+ legend,scale bar,map creation date,community identifiers,
{ FIRM panel number,and FIRM effective date.Map images for
Feet 78°35'32"W 35°17'28"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 1:6'���
regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

Custom Soil Resource Report
Map—Hydrologic Soil Group
M M
Ik W
718150 718220 718290 718360 718430 718500 718570 718640 718710 718780
35°17'52"N — _ — 35'17'52"N
We
421
a FJ a
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35'17 37 N �� '� "' I — 35°17 3T N
718150 718220 718290 718360 718430 718500 718570 718640 718710 718780
3 3
Map Scale:1:3,220 i printed on A landscape(11"x 8.5")sheet.
Meters
N o
0 45 90 180 270
Feet
0 150 300 600 900
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
17

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 0 C/D 1:24,000.
Soils D
Soil Rating Polygons Warning:Soil Map may not be valid at this scale.
A 0 Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
0 A/D water Features misunderstanding of the detail of mapping and accuracy of soil
0 B Streams and Canals line placement.The maps do not show the small areas of
Transportation contrasting soils that could have been shown at a more detailed
0 B/D Rails scale.
�
C
Interstate Highways
Please rely on the bar scale on each map sheet for map
0 C/D US Routes measurements.
0 D Major Roads
Source of Map: Natural Resources Conservation Service
0 Not rated or not available Local Roads Web Soil Survey URL:
Soil Rating Lines Background Coordinate System: Web Mercator(EPSG:3857)
" x A Aerial® Photography Maps from the Web Soil Survey are based on the Web Mercator
" r A/D projection,which preserves direction and shape but distorts
B distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
r.r B/D accurate calculations of distance or area are required.
" r C
This product is generated from the USDA-NRCS certified data as
" 0 C/D of the version date(s)listed below.
" r D
Soil Survey Area: Harnett County, North Carolina
" r Not rated or not available Survey Area Data: Version 20,Sep 8,2022
Soil Rating Points
0 A Soil map units are labeled(as space allows)for map scales
1:50,000 or larger.
0 A/D
B Date(s)aerial images were photographed: Apr 24,2022—May
9,2022
B/D
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.
18

Custom Soil Resource Report
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Ly Lynchburg sandy loam,0 B/D 23.8 53.2%
to 2 percent slopes
NoA Norfolk loamy sand,0 to A 9.1 20.3%
2 percent slopes
NoB Norfolk loamy sand,2 to A 11.5 25.7%
6 percent slopes
OrB Orangeburg loamy sand, A 0.4 0.8%
2 to 6 percent slopes
Totals for Area of Interest 44.7 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff:None Specified
Tie-break Rule: Higher
19

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PIEDMONT
4: ENVIRONMENTAL
ASSOC I A T E S , P . A .
3/20/2020 Project#4426
Timmons Group
c/o: Jacob Dooley
5410 Trinity Rd, Suite 102
Raleigh,NC 27607
This report details the findings of a seasonally high-water table evaluation at the Circle K
site, at 1106 East Cumberland Street, Dunn,NC. Your office gave the location of the
proposed storm water control measure (SCM). G. Christopher Murray, Licensed Soil
Scientist#1284, conducted the evaluation in June 2023. The results were as follows:
Seasonally High-Water Table Soil Borings
Soil borings were conducted at the locations specified on the attached map, and the depth
to the seasonally high-water table (SHWT)was determined by observing soil indicators,
also known as redoximorphic features.
SHWT 1:
Soil boring locations are shown on the attached map. Signs of a seasonally high-water
table was observed from 22 inches to the cessation of boring at 96 inches. The native
elevation in this area was approximately 189'.
SHWT 2:
Soil boring locations are shown on the attached map. Signs of a seasonally high-water
table were observed from 13 inches to auger refusal at 38 inches. The native
elevation in this area was approximately 190.5'.
Boring ID SHWT Depth (inches) SHWT Elevation (feet)
1 22-96 187-181
2 13-38 189.5-187.5
Saturated hydraulic conductivity(Ksat)tests were not performed to predict infiltration as
seasonal high-water table was observed within 24 inches of ground surface.
216 S. Swing Rd., Suite 1 Greensboro, NC 27409 336-662-5487

Piedmont Environmental Associates, PA is pleased to perform this work for you. If you
have any questions,please feel free to call [phone].
Sincerely,
soii s�,F
\G� '�O F H ER
w G
2
(.1 D
9l� 1284
ANORT"
G. Christopher Murray
N.C. Licensed Soil Scientist#1284

SHWT Boring Location - 1106 East Cumberland Street
PIEDM40NT Job#4426
ENV 1 RO M M E N TAL 216 S. Swing Rd. Suite 1 pate: 6/9/2023
Assoc , A T e s , a . A . Greensboro, NC 27409 Client: Timmons Group
pied montsoil.com County: Harnett
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`S= lE OUT=186.30 /E=186.99 \BDI ON CON C - c� \\\ \ \
\ \
� ` _ TO�_ 0J 19o-54' \\ \\ \ \ SCS Weighted Curve Numbers - Pre-Development
PIN# 1516-93-8114.000 /E 187 _ �
,N� \GA \ \
S N/F \- - - ' N � G \\\ \ \
JESSIE GASPER LLC& C/O CBOCS INC i ` U` \\
CB /Ot(V ON DA 1.0 (Analysis Point 1
\ DB 2504-0124 \
i o \\ c� TO =199. 7 Y
\ I CD m I \�\ \\�E=
FULL OF d TE Category *CN; A;(AC) CN;x A;
ZONED: C-3
/ 18�i.82\ Lawns/Managed O en S ace A Soils 39 0.41 16
RESTAURANT \ \ p p ( )
\ _ - - - - \'9� �� \ I \\ G�G-+ 300�x45tN1� \ Lawns/Managed Open Space (D Soils) 80 1.40 112
193- - - - - - - - - - - - \ OV�LRG\' \ Impervious 95 0.02 2
v, a� _ _ - - - T \ T _ \
°" ---L 1E=1\86.51� ANALYSIS POINT #2 1.83 130
ANALYSIS POINT #3 °H - _ - "T-- , ' -°HT HT C,_
°"�--\-- °NT G- T \ \ _ \ 24'RCP Ai
�L CO \� - - _ _ °y' ' / - - G _ IE=185.51
y H
OHP DA 1.1 (Analysis Point 2)
\\ LS( VP)
� `\ I \�=1\86.5�\ _ Category *CN; A;(Ac) CN;x A;
- - _ ( ��40 I I / - \ FLOOD PP/EM TPEtl \ \\ Woods(A Soils) 30 0.28 8
H I I / \ LAMP \ \ \ \ \ \ Woods(D Soils) 77 0.55 42
f�
2 ^ `_ _�-___/_ - ___ OHP� / • I� II/^93' \\ \\ TRIANGLE \ I \\ \\ \ \\\\ \ \ Lawns/Managed Open Space (A Soils) 39 0.23 9
195 P�� \ / I \ FLOOD WAFFLE/JJ \G \ \ \ \ \ \\ Lawns/Managed Open Space (D Soils) 80 0.77 62
0\� I - \ LAMP PLUMBING SIGN \-� \ \ \ \ 1.83 121
G VND R�AD \\ \ Ai
\ WORK SIGMDASHED
\\ \
'\\ \I \ \ \ \ \ \ WHITE LINE DA 1.2 (Analysis Point 3)
\ \
` 0y` / / \ ` \ \ Category *CN; A;(AC) CN;x A;
\ \ s \ M I \ \ \ \ \ CONC Woods A Soils 30 0.01 0
`�\ \ \ �` ♦ TC SEGMENT 1 : �� / �, \ \ \ \ \ MEDIAN ( )
SHEET FLOW � ' 'I� ' � 93' � � � I � \ \ Gr \\ \ \ \ \ \ Lawns/Managed Open Space (A Soils) 39 0.11 4
0.12 5
\\\ \ 50 LF @ 0.8% _ _ \ \\ \ \ (ci xAi)
\ \ \ \\ 6 \ \ \ DA1 .2 r \ �\ \ I 1 C = = 38
\ \ \
�� `\ \\ \ o \\\ ZAi
� \ \ \o \ \ \ SOLID
\ \
\� \ TC SEGMENT 1 : / z \ \ YELLOWLINE
SHEET FLOW x ♦ DA1 A
. 1 ' TC SEGMENT 2: \\� ` ` � \`\\ ♦ � � ,
\ \� \ \ N \\ \ \ ♦ 50 LF @ 0.5% /�..,.; . \ SHALLOW \� \ \ \ \ \\\\
\ \\ \ \ \ • , / CONCENTRATED \ \ \ m \ \ m LEGEND
TC SEGMENT 1 : \ \ ; ♦ W , , , \ FLOW
SHEET FLOW \ o - _ 390 LF @ 2.4%
R I G H T-O F-WAY � ONSITE IMPERVIOUS AREA
\ 0
\ \ \ \ \\ \ 79 \ \\ \\ \ \ \\ ■ ■ ■ ■ DRAINAGE AREA BOUNDARY
\ I
�/ I �, \ \\ \ \ \ o 73 �� TIME OF CONCENTRATION
\ \ N `\ �� ,♦ I 2 CD
� I \\ \ \ \\ \\ `\ \\ \ \ (TC) PATH
\ \� 2 \ M I I \
12"INCH AoV
u � cr I ♦ I _ \ SOIL TYPE BOUNDARY
WATERL/NE \\ \\\\ NOV1 1B IPES ♦ ` I� �� I ` `o \\p \ \ \ \ n\ \ \ ♦ \• , G)\ \ \
\ 18 RCkV t \ A \ m
\ \\ \ \ \Y , • �,;\ \ \ \ 1E=187.22\ \ \ \ A
\
192- - - - -, \ \ \ \ \ \ \
NO VISIBLE PIPES\ 10'WIDE
o
\ 72 \\ \ \ �/ CALC. l �, \ \ DIRT
PT.
\ t\� �; \ ROAD \ \ \
\ \ \ I ♦ \ \
\ \ \ I\ �� \ c \ \ \\\ \ \ \ \
-WWI, s79° 35 I I \ \
TBM TC SEGMENT 2 - - \�,
TOP OF FIRE HYDRANT \ \ I \ \� / : �'A - /92- , \ �I� M 1 \ I \ \
(SEE DETAIL) ` \ \ \ / / SHALLOW CONCENTRATED FLOW 18"R'cP
ELEV=197.94' \ \2 \ • I �/E-1 ' .44 I\ \
PPILP ,/ 448 LF @ 1 .5%AMH
`~
TOP=96\\17 \\
IEIT2
IE
OU =185.5 85.8�
\ / \\No\ \ tea \\ 194 _ , � DA1 .0
\ \ \ \// 797.
IE=18 .Id \ \
I \ \ \ ems \ I
0 CA
PPILP
SS-FM 8'EP \\ ` \ "RCP ' 10-0 toc \\ \
COD MARKING \ \ \ \ 190>51\ I' / ' L,
SOLID
\\\ \\ \ \ \ \\ I 8'WIDE
\ �� \ \ ` DIRT ROAD WHITE LINE \\ \ 1 0
\ \ �; •-� - - - - - _ - _ - _ - TBM I ON ROAD
\
- - - - - - - F - - - R I G H T-O F-WAY AG NAIL , LEHI
\ - \, ELEV=191 7
\ oy `\ � \\\ \ �,- ��F_ _ - SANITARY SEWER _ -� ANALYSIS POINT #1
(PER PB. 2011-274 SOLID \ \`
FORCE MAIN \ --- � 9, _
\\�• \ �� I \ - _ PER 811 ONE ` - WHITE LINE\1 1$ \\ \
\ \� \�L \ `\\\ \ CALL MARKINGS DOUBLE YELLOW\\\\ _ _ 190 - - - - c
\ \\ \cl LINE �,\\ _ - - --__ � - 188 1\I,\
\\
12"INCH \ \ � \ _ _ - - - - - _ _ - g9 \ �xx
WATER LINE I \\ \ �, \\ \ _ _ _ _ - - \ I - - 24"RCP
1 d\ ` y2y \ \\\ \ , _ _ _ - - _189 - - 18"RCP 1E=185.20
\ \
� '"190� IE=188.05 \
P/N# 1526-02
-1445.000
N/F
GA(TYP) SOUTH MCCULLEN ROAD, LLC
PP/LP DB 4184-2642
PB 2011-724
Il ZONED: C-3
N
\ \ / \ `\\
VACANT
37630m123 CIRCLE K DUNN NC
7
SCALE 1"=30'
0 30' 60'
ORE DEVELOPMENT DRAINAGE AREA MAP - July 26 , 2023 TIMMONS GROUP
S:\332\37630-123-NTI_CumberlandDunnNC\DWG\Sheet\Exhibit\37630.123-DA-PRE.dwg I Plotted on 8/7/2023 3:38 PM I by April Blye

SCS Weighted Curve Numbers - Post-Development
s PIN# 1516-93-8114.000 \ _ _ _ _ Z / \ \\ \ DA 2.0 (TO SC M 1)
\ N/F \ �� `\\ \\ \ \ \ Category *CN; A;(Ac) CN;x A;
JESSIE CASPER LLC& C/O CBOCS INC o � \\ \ \ Impervious 98 1.31 128
\ \ DB 2504-0124 / �� 11, \ '� \\ \ \ Lawns/Managed Open Space(A Soils) 39 0.28 11
\ 2 ZONED: C-3 , � m le \\ \ \ \ \ \ Lawns/Managed Open Space(D Soils) 80 0.18 14
RESTAURANT \ „92 �\ \�\ \ �\ \\ 1.77 154
� \ �/ OHT T _ 1 \ \ c_ nn
�i
M / OH7-�
\ ANALYSIS POINT go , �' ' °y'� _ OHT — "T _ _ ANALYSIS POINT #2 DA 2.1 (TO SCM 2)
NP OHT �""— Category *CN; A;(Ac) CN;x A;
u, 1ss _ _ _ °y> _ _ G ' _ _\___ __ _ Impervious 98 0.68 67
\ 72 — — i � 1 Ilr'�'� �; 9 — — 1g2� \I \\ \ \ —____—_ Lawns/Managed Open Space(A Soils) 39 0.14 5
\ / 10S — — — — — / 1 / A � 1 \\ \ \a Lawns/Managed Open Space(D Soils) 80 0.33 26
\ \ \ vA v _ 1g3 — — —� �� — _ I �� / 1g3 \'�> V �\ Woods(A Soils) 30 0.12 4
s, \ \\ \ / / _ _ _ — _ Y ot
1ss — / 1 I I �. I \ \ \\\ \ \\ Woods (D Soils) 77 0.12 9
u' \\ N _ _ _192 _ _ _ — — —_—__ _ — — �oHP , I I �� ■ \ . \ \ \ \ 1.39 111
7Zy \\ `\ \ \ _1994- _ ` ' I l / ■ \ 1$8 ` \ \ \\\ \ (Ci x Ai)
—195 OR
\ r �� , I , 182 • \\ \
\\ \ \ \ N rn C�� UC6 • \ \ \\ \ \ DA 2.2 (Bypass to Analysis Point 1)
11 \\ \ \ / / I / ° \ \ \ �' ` 1 \ \\ \\ Category *CN; Ai(AC) CN;x Ai
/9 I -e \ DASHED
\� ` \ \ • I o _ I ` `\ \ WHITE LINE Impervious 98 0.02 2
\o?o\ ' .• / \ , \` \\ \\\ CONC Lawns/Managed Open Space(D Soils) 80 00.38.40 302
\\
\ \ \\ v2 \ \ \ \ ' 194 ` O ` \
\ \ \ MEDIAN
\\ s q
IN,\ v \ \ / A �
4 � I I \ \\ DA 2.3 (Bypass to Analysis Point 2)
42�1\ \ \ \ \ \\ ••• — \\ \\ \ \ \\` \ YELLOW LINE LID Category *CN; A;(Ac) CN;x A;
\ '°s \' \ \ \ ■ v��� DA2. 1 ® I \ \ \ \ \\\ \ Lawns/Managed Open Space(D Soils) 80 0.10 8
�s s_ \ NN
\ ■ I �� \ . \�, \ \\ \ \ Woods(D Soils) 77 0.01 1
N \ \ \ ■ 1 8 . \ \ \ \ \ 0.11 9
\\\\ FDA-2.4 \ i o.. . o o \ \ \ \\ c __ Z (Ci x Ai) = 80
\\ \ \ v ■ / �9 1� v \ V vv --A
\ \
a` \ \ \ \ ■ / ° \\ \ \\ \ DA 2.4 (Bypass to Analysis Point 3)
\ \ \ \ \\ \ \ i— _ _ _ // • ' \\ \ \\ \ \ \ Category *CN; A;(Ac) CN;x A;
\ \ \ \ \\ \ o ■ `` • \ \\ \ \ \ rns m Lawns/Managed Open Space (D Soils) 80 0.12 10
\ \ \ \ ■ �, C� • \ c >w� 1�m ° \ �\ O 0.12 10
\ \ \ N \ ■ S (/) co �\ \ \ \ r-
12 /NCH \\ y \\ \ ` �s2 \ \\ \\ \\\ \ \ c �Ai
WATER LINE \ \ ` \\
\ \ 'N — \
\ \\ \ \\ �ohi /�; � •• — ?�'� :\ \\ \ \ \�\ \\ \\ m LEGEND
cy)W � •� J. �'�r ' �� � \ j \ \' \\ � ONSITE IMPERVIOUS AREA
-A w \ J \ \ \ \
0�O \� \ 2 SA '' \I •• \ �� \ \\ \\ \\ ROW IMPERVIOUS AREA
1 ` ^ \ \\ \ \\ M ■ ■ M DRAINAGE AREA BOUNDARY
\\ 1 �� - 1\ \ TIME OF CONCENTRATION
\ �\ \ I \\ \ �, •\ \ \\ (TC) PATH
1
� 2� \\ \ \ © 0 1\ \ `� DA2.2 \\ \\ SOIL TYPE BOUNDARY
o\ \ y \ 5200 SQ. FT. (R3)
/ \\\ \ \N\ \• \ • 79 \ l I \\ 1 \ \\
\\\\ \ O O 2\ • \ • I \ \ \
\ \ \\� QNN
1-31
NN
1 \ \
\ \ \\ \�2 \ \ / •♦ / / \\ II I 1
I \o\ \\ \ Gm a\ \ \ / A88 1g3 �\ II i 1 \ \ \
\ \ a \ \ \
\ \�
\\\\\\ `\ ,%
NN
' N
� _ SOLID . \ \
\ 31
\ \ \ \ '�'�_ _, a — — \\ w WHITE LINE o
II �EH
MON R
\ \ 2 � _ 192- - - \ r
0.
\\ o \\ ' \ \ \ _ \ — (PER PB SOLID 111�8g —
ANALYSIS POINT #1
\ \ \ _ / \\ WHITE LINE\1 j 1
_ - - -
\ \� DOUBLE YELLOW \\
\ \ \ \\ o - / LINE ss 12"INCH \\ \
WATER LINE 1 \\ \ 111:
_t9
I \ \ \
\ /
\\�\�\ \\�\ \ / / RAW PIN# 1526-02-1445.000 \
\ N/F
\\\\ \ \ p���� \NN, I SOUTH MCCULLEN ROAD, LLC
\ \ \\ \ i� \ DB 4184-2642
\ \\ \`� l PB 2011-724
\ \ , ZONED: C-3
\ \ U) \ \
VACANT
37630m123 CIRCLE K DUNN NC
SCALE 1"=30'
0 30' 60'
POST DEVELOPMENT DRAINAGE AREA MAP - February 21 , 2024 TIMMONS GROUP
S:\332\37630-123-NTI_CumberlandDunnNC\DWG\Sheet\Exhibit\37630.123-DA-POST.dwg I Plotted on 2/26/2024 11:52 AM I by April Blye

Circle K—NTI
Dunn, NC
Project Number: 37630.123
Peak Flow Analysis
Worksheet — Curve Numbers
Hydraflow Report
TIMMONS GROUP 41 www.timmons.com
YOUR VISION RCHIE-D THROUGH OURS.

TIMMONS GROUP
Project: Circle K- Dunn, NC Project No.: 37630.123
Calculated By: Alexis Pocai Date: 07/26/2023
SCS Weighted Curve Numbers - Pre-Development
DA 1.0 (Analysis Point 1)
Category *CN; A;(Ac) CN;x A;
Lawns/Managed Open Space(A Soils) 39 0.41 16
Lawns/Managed Open Space(D Soils) 80 1.40 112
Impervious 95 0.02 2
1.83 130
Cc_ (CI x Ai) =ALL
DA 1.1 (Analysis Point 2)
Category *CN; A;(Ac) CN;x A;
Woods(A Soils) 30 0.28 8
Woods(D Soils) 77 0.55 42
Lawns/Managed Open Space(A Soils) 39 0.23 9
Lawns/Managed Open Space(D Soils) 80 0.77 62
1.83 121
C'_ 7 (Ci x Ai) = 66
�A
DA 1.2 (Analysis Point 3)
Category *CN; A;(Ac) CN;x A;
Woods(A Soils) 30 0
Lawns/Managed Open Space(A Soils) 39 4
0.12 5
Cc_ (CI x Ai) = 38
7 A;

TIMMONS GROUP
SCS Weighted Curve Numbers - Post-Development
Category c ;x Ai
Impervious 98 1.31 128
Lawns/Managed Open Space(A Soils) 39 0.28 11
Lawns/Managed Open Space(D Soils) 80 0.18 14
1.77 154
Cc_ (Ci x Aj) = IEI
IA
DA 2.1 (TO SCM 2)
Category *CN; A;(Ac) CN;x A;
Impervious 98 0.68 67
Lawns/Managed Open Space(A Soils) 39 0.14 5
Lawns/Managed Open Space(D Soils) 80 0.33 26
Woods(A Soils) 30 0.12 4
Woods(D Soils) 77 0.12 9
1.39 111
Cc_ (Ci x Aj) = 80
I A;
DA 2.2 (Bypass to Analysis Point 1)
Category *CN; A;(Ac) CN;x A;
Impervious 98 0.02 2
Lawns/Managed Open Space(D Soils) 80 0.38 30
0.40 32
Cc_ (Ci x Aj) = 81
I A;
DA 2.3 (Bypass to Analysis Point 2)
Category *CN; A;(Ac) CN;x A;
Lawns/Managed Open Space(D Soils) 80 0.10 8
Woods(D Soils) 77 0.01 1
0.11 9
C,_ I (Ci x Aj) = 80
I A;
DA 2.4 (Bypass to Analysis Point 3)
Category *CN; A;(Ac) CN;x A;
Lawns/Managed Open Space(D Soils) 80 0.12 10
0.12 10
Cc_ (Ci x Aj) = 80
I A;

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
CD
NX
b 6 4
19p
4
13
Legend
Hyd. Origin Description
1 SCS Runoff DA1.0(AnalysisPoint1)
2 SCS Runoff DA1.1(Analysis Poi nt2)
3 SCS Runoff DA1.2(AnalysisPoint3)
4 SCS Runoff DA(ToSCM1)
5 SCS Runoff DA2.1(ToSCM2) 16
6 SCS Runoff DA2.2(Bypass to Analysis Pt 1)
7 SCS Runoff DA2.3(Bypass to Analysis Pt 2)
8 SCS Runoff DA2.4(To Analysis Pt 3) 17
9 Combine Pre-Development Total
11 Reservoir Wet Pond#1
12 Reservoir Wet Pond#2
13 Combine Post Analysis Pt 1
14 Combine Post Analysis Pt 2
16 Combine Total Post(Detained)
17 Combine Post-Development(Undetained)
Project: 37630.123-2023-08-04_SCM.gpw Wednesday, 02/21 /2024

Hydraflow Table of Contents 37630.123-2023-08-04_SCM.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, DA1.0(AnalysisPoint1).......................................................... 4
TR-55 Tc Worksheet........................................................................................................... 5
Hydrograph No. 2, SCS Runoff, DA1.1(AnalysisPoint2).......................................................... 6
TR-55 Tc Worksheet........................................................................................................... 7
Hydrograph No. 3, SCS Runoff, DA1.2(AnalysisPoint3).......................................................... 8
TR-55 Tc Worksheet........................................................................................................... 9
Hydrograph No. 4, SCS Runoff, DA(ToSCM1�...................................................................... 10
Hydrograph No. 5, SCS Runoff, DA2.1(ToSCM2�................................................................. 11
Hydrograph No. 6, SCS Runoff, DA2.2(Bypass to Analysis Pt 1).......................................... 12
Hydrograph No. 7, SCS Runoff, DA2.3(Bypass to Analysis Pt 2).......................................... 13
Hydrograph No. 8, SCS Runoff, DA2.4(To Analysis Pt 3)..................................................... 14
Hydrograph No. 9, Combine, Pre-Development Total............................................................ 15
Hydrograph No. 11, Reservoir, Wet Pond #1......................................................................... 16
PondReport -Wet Pond #1............................................................................................... 17
Hydrograph No. 12, Reservoir, Wet Pond #2......................................................................... 18
PondReport -Wet Pond #2............................................................................................... 19
Hydrograph No. 13, Combine, Post Analysis Pt 1.................................................................. 20
Hydrograph No. 14, Combine, Post Analysis Pt 2.................................................................. 21
Hydrograph No. 16, Combine, Total Post (Detained�............................................................ 22
Hydrograph No. 17, Combine, Post-Development (Undetained)........................................... 23
2 - Year
SummaryReport....................................................................................................................... 24
HydrographReports................................................................................................................. 25
Hydrograph No. 1, SCS Runoff, DA1.0(AnalysisPoint1)........................................................ 25
Hydrograph No. 2, SCS Runoff, DA1.1(AnalysisPoint2)........................................................ 26
Hydrograph No. 3, SCS Runoff, DA1.2(AnalysisPoint3)........................................................ 27
Hydrograph No. 4, SCS Runoff, DA(ToSCM1�...................................................................... 28
Hydrograph No. 5, SCS Runoff, DA2.1(ToSCM2�................................................................. 29
Hydrograph No. 6, SCS Runoff, DA2.2(Bypass to Analysis Pt 1).......................................... 30
Hydrograph No. 7, SCS Runoff, DA2.3(Bypass to Analysis Pt 2).......................................... 31
Hydrograph No. 8, SCS Runoff, DA2.4(To Analysis Pt 3)..................................................... 32
Hydrograph No. 9, Combine, Pre-Development Total............................................................ 33
Hydrograph No. 11, Reservoir, Wet Pond #1......................................................................... 34
Hydrograph No. 12, Reservoir, Wet Pond #2......................................................................... 35
Hydrograph No. 13, Combine, Post Analysis Pt 1.................................................................. 36
Hydrograph No. 14, Combine, Post Analysis Pt 2.................................................................. 37
Hydrograph No. 16, Combine, Total Post (Detained�............................................................ 38
Hydrograph No. 17, Combine, Post-Development (Undetained)........................................... 39
10 - Year

Contents Continued... 37630.123-2023-08-04_SCM.gpw
SummaryReport....................................................................................................................... 40
HydrographReports................................................................................................................. 41
Hydrograph No. 1, SCS Runoff, DA1.0(AnalysisPoint1)........................................................ 41
Hydrograph No. 2, SCS Runoff, DA1.1(AnalysisPoint2)........................................................ 42
Hydrograph No. 3, SCS Runoff, DA1.2(AnalysisPoint3)........................................................ 43
Hydrograph No. 4, SCS Runoff, DA(ToSCM1�...................................................................... 44
Hydrograph No. 5, SCS Runoff, DA2.1(ToSCM2�................................................................. 45
Hydrograph No. 6, SCS Runoff, DA2.2(Bypass to Analysis Pt 1).......................................... 46
Hydrograph No. 7, SCS Runoff, DA2.3(Bypass to Analysis Pt 2).......................................... 47
Hydrograph No. 8, SCS Runoff, DA2.4(To Analysis Pt 3)..................................................... 48
Hydrograph No. 9, Combine, Pre-Development Total............................................................ 49
Hydrograph No. 11, Reservoir, Wet Pond #1......................................................................... 50
Hydrograph No. 12, Reservoir, Wet Pond #2......................................................................... 51
Hydrograph No. 13, Combine, Post Analysis Pt 1.................................................................. 52
Hydrograph No. 14, Combine, Post Analysis Pt 2.................................................................. 53
Hydrograph No. 16, Combine, Total Post (Detained�............................................................ 54
Hydrograph No. 17, Combine, Post-Development (Undetained)........................................... 55
25 - Year
SummaryReport....................................................................................................................... 56
HydrographReports................................................................................................................. 57
Hydrograph No. 1, SCS Runoff, DA1.0(AnalysisPoint1)........................................................ 57
Hydrograph No. 2, SCS Runoff, DA1.1(AnalysisPoint2)........................................................ 58
Hydrograph No. 3, SCS Runoff, DA1.2(AnalysisPoint3)........................................................ 59
Hydrograph No. 4, SCS Runoff, DA(ToSCM1�...................................................................... 60
Hydrograph No. 5, SCS Runoff, DA2.1(ToSCM2�................................................................. 61
Hydrograph No. 6, SCS Runoff, DA2.2(Bypass to Analysis Pt 1).......................................... 62
Hydrograph No. 7, SCS Runoff, DA2.3(Bypass to Analysis Pt 2).......................................... 63
Hydrograph No. 8, SCS Runoff, DA2.4(To Analysis Pt 3)..................................................... 64
Hydrograph No. 9, Combine, Pre-Development Total............................................................ 65
Hydrograph No. 11, Reservoir, Wet Pond #1......................................................................... 66
Hydrograph No. 12, Reservoir, Wet Pond #2......................................................................... 67
Hydrograph No. 13, Combine, Post Analysis Pt 1.................................................................. 68
Hydrograph No. 14, Combine, Post Analysis Pt 2.................................................................. 69
Hydrograph No. 16, Combine, Total Post (Detained�............................................................ 70
Hydrograph No. 17, Combine, Post-Development (Undetained)........................................... 71
100 - Year
SummaryReport....................................................................................................................... 72
HydrographReports................................................................................................................. 73
Hydrograph No. 1, SCS Runoff, DA1.0(AnalysisPoint1)........................................................ 73
Hydrograph No. 2, SCS Runoff, DA1.1(AnalysisPoint2)........................................................ 74
Hydrograph No. 3, SCS Runoff, DA1.2(AnalysisPoint3)........................................................ 75
Hydrograph No. 4, SCS Runoff, DA(ToSCM1�...................................................................... 76
Hydrograph No. 5, SCS Runoff, DA2.1(ToSCM2�................................................................. 77
Hydrograph No. 6, SCS Runoff, DA2.2(Bypass to Analysis Pt 1).......................................... 78
Hydrograph No. 7, SCS Runoff, DA2.3(Bypass to Analysis Pt 2).......................................... 79
Hydrograph No. 8, SCS Runoff, DA2.4(To Analysis Pt 3)..................................................... 80
Hydrograph No. 9, Combine, Pre-Development Total............................................................ 81
Hydrograph No. 11, Reservoir, Wet Pond #1......................................................................... 82

Contents continued... 37630.123-2023-08-04_SCM.gpw
Hydrograph No. 12, Reservoir, Wet Pond #2......................................................................... 83
Hydrograph No. 13, Combine, Post Analysis Pt 1.................................................................. 84
Hydrograph No. 14, Combine, Post Analysis Pt 2.................................................................. 85
Hydrograph No. 16, Combine, Total Post (Detained�............................................................ 86
Hydrograph No. 17, Combine, Post-Development (Undetained)........................................... 87
OFReport.................................................................................................................. 88

2
Hydrograph Return Period Recce
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
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 ------ 1.962 3.073 ------- ------- 6.788 9.373 ------- 13.98 DA1.0(AnalysisPoint1)
2 SCS Runoff ------ 1.273 2.236 ------- ------- 5.595 7.986 ------- 12.41 DA1.1(AnalysisPoint2)
3 SCS Runoff ------ 0.000 0.000 ------- ------- 0.011 0.064 ------- 0.222 DA1.2(AnalysisPoint3)
4 SCS Runoff ------ 5.300 6.948 ------- ------- 11.78 14.80 ------- 19.95 DA(ToSCM1)
5 SCS Runoff ------ 3.055 4.228 ------- ------- 7.917 10.30 ------- 14.39 DA2.1(ToSCM2)
6 SCS Runoff ------ 0.921 1.267 ------- ------- 2.336 3.022 ------- 4.200 DA2.2(Bypass to Analysis Pt 1)
7 SCS Runoff ------ 0.242 0.335 ------- ------- 0.627 0.815 ------- 1.139 DA2.3(Bypass to Analysis Pt 2)
8 SCS Runoff ------ 0.264 0.365 ------- ------- 0.683 0.889 ------- 1.242 DA2.4(To Analysis Pt 3)
9 Combine 1,2,3, 3.235 5.309 ------- ------- 12.37 17.42 ------- 26.62 Pre-Development Total
11 Reservoir 4 0.631 3.083 ------- ------- 9.109 13.45 ------- 18.99 Wet Pond#1
12 Reservoir 5 0.080 0.205 ------- ------- 0.503 5.888 ------- 13.81 Wet Pond#2
13 Combine 6, 11, 0.950 3.727 ------- ------- 10.92 16.39 ------- 23.06 Post Analysis Pt 1
14 Combine 7, 12, 0.253 0.348 ------- ------- 0.980 6.284 ------- 14.91 Post Analysis Pt 2
16 Combine 8, 13, 14, 1.466 4.157 ------- ------- 12.53 21.12 ------- 39.17 Total Post(Detained)
17 Combine 4,5,6, 9.744 13.14 ------- ------- 23.34 29.83 ------- 40.92 Post-Development(Undetained)
7,8,
Proj. file: 37630.123-2023-08-04_SCM.gpw Wednesday, 02/21 /2024

3
Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 1.962 2 722 5,447 ------ ------ ------ DA1.0(AnalysisPoint1)
2 SCS Runoff 1.273 2 722 3,930 ------ ------ ------ DA1.1(AnalysisPoint2)
3 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ DA1.2(AnalysisPoint3)
4 SCS Runoff 5.300 2 716 10,792 ------ ------ ------ DA(ToSCM1)
5 SCS Runoff 3.055 2 718 6,127 ------ ------ ------ DA2.1(ToSCM2)
6 SCS Runoff 0.921 2 718 1,851 ------ ------ ------ DA2.2(Bypass to Analysis Pt 1)
7 SCS Runoff 0.242 2 718 485 ------ ------ ------ DA2.3(Bypass to Analysis Pt 2)
8 SCS Runoff 0.264 2 718 529 ------ ------ ------ DA2.4(To Analysis Pt 3)
9 Combine 3.235 2 722 9,377 1,2,3, ------ ------ Pre-Development Total
11 Reservoir 0.631 2 736 10,473 4 190.63 5,609 Wet Pond#1
12 Reservoir 0.080 2 922 5,295 5 190.17 4,049 Wet Pond#2
13 Combine 0.950 2 718 12,324 6, 11, ------ ------ Post Analysis Pt 1
14 Combine 0.253 2 718 5,779 7, 12, ------ ------ Post Analysis Pt 2
16 Combine 1.466 2 718 18,632 8, 13, 14, ------ ------ Total Post(Detained)
17 Combine 9.744 2 716 19,783 4, 5,6, ------ ------ Post-Development(Undetained)
7,8,
37630.123-2023-08-04_SCM.gpw Return Period: 1 Year Wednesday, 02/21 /2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 1
DA1.0(AnalysisPoint1)
Hydrograph type = SCS Runoff Peak discharge = 1.962 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 5,447 cuft
Drainage area = 1.830 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.30 min
Total precip. = 3.06 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.0(AnalysisPoint1)
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
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. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
DA1.0(AnalysisPoint1)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.150 0.150
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.71 0.00 0.00
Land slope (%) = 0.80 0.00 0.00
Travel Time (min) = 7.54 + 0.00 + 0.00 = 7.54
Shallow Concentrated Flow
Flow length (ft) = 448.00 0.00 0.00
Watercourse slope (%) = 1.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.98 0.00 0.00
Travel Time (min) = 3.78 + 0.00 + 0.00 = 3.78
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 11.30 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 2
DA1.1(AnalysisPoint2)
Hydrograph type = SCS Runoff Peak discharge = 1.273 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 3,930 cuft
Drainage area = 1.830 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.70 min
Total precip. = 3.06 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.1(AnalysisPoint2)
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
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.v2023
Hyd. No. 2
DA1.1(Analysis Poi nt2)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.71 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 9.10 + 0.00 + 0.00 = 9.10
Shallow Concentrated Flow
Flow length (ft) = 390.00 0.00 0.00
Watercourse slope (%) = 2.43 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.52 0.00 0.00
Travel Time (min) = 2.58 + 0.00 + 0.00 = 2.58
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 11.70 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 3
DA1.2(AnalysisPoint3)
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 0.120 ac Curve number = 38
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.00 min
Total precip. = 3.06 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.2(AnalysisPoint3)
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 1 1 .01
0.00 0.00
0 20 40 60 80 100 120
Hyd No. 3 Time (min)

9
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 3
DA1.2(AnalysisPoint3)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 51.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.71 0.00 0.00
Land slope (%) = 1.00 0.00 0.00
Travel Time (min) = 7.01 + 0.00 + 0.00 = 7.01
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 7.00 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 4
DA(ToSCM1)
Hydrograph type = SCS Runoff Peak discharge = 5.300 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 10,792 cuft
Drainage area = 1.770 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.06 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA(ToSCM1)
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
6.00 6.00
5.00 5.00
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
Hyd No. 4 Time(min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 5
DA2.1(ToSCM2)
Hydrograph type = SCS Runoff Peak discharge = 3.055 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,127 cuft
Drainage area = 1.390 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.06 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1(ToSCM2)
Q (cfs) Hyd. No. 5 -- 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. 5 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 6
DA2.2(Bypass to Analysis Pt 1)
Hydrograph type = SCS Runoff Peak discharge = 0.921 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,851 cuft
Drainage area = 0.400 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.06 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2(Bypass to Analysis Pt 1)
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 7
DA2.3(Bypass to Analysis Pt 2)
Hydrograph type = SCS Runoff Peak discharge = 0.242 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 485 cuft
Drainage area = 0.110 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.06 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.3(Bypass to Analysis Pt 2)
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 8
DA2.4(To Analysis Pt 3)
Hydrograph type = SCS Runoff Peak discharge = 0.264 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 529 cuft
Drainage area = 0.120 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.06 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.4(To Analysis Pt 3)
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 3.235 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 9,377 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 3.780 ac
Pre-Development Total
Q (cfs) Hyd. No. 9 -- 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
Time (min)
Hyd No. 9 — Hyd No. 1 Hyd No. 2 Hyd No. 3

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 11
Wet Pond #1
Hydrograph type = Reservoir Peak discharge = 0.631 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 10,473 cuft
Inflow hyd. No. = 4 - DA(ToSCM1) Max. Elevation = 190.63 ft
Reservoir name = Wet Pond #1 Max. Storage = 5,609 cuft
Storage Indication method used.
Wet Pond #1
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 11 Hyd No. 4 I_I_I_I_I_I_1 Total storage used = 5,609 cuft

Pond Report 17
Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Pond No. 1 - Wet Pond #1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation= 189.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 189.00 3,443 0 0
1.00 190.00 3,443 3,443 3,443
2.00 191.00 3,443 3,443 6,886
3.00 192.00 3,443 3,443 10,329
4.00 193.00 3,443 3,443 13,772
4.50 193.50 3,443 1,722 15,494
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 1.00 4.00 0.00 Crest Len(ft) = 14.00 20.00 2.00 0.00
Span(in) = 24.00 1.00 20.00 0.00 Crest El.(ft) = 191.50 192.00 190.50 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 188.40 189.00 190.50 0.00 Weir Type = 1 Broad Rect ---
Length(ft) = 32.00 0.50 0.50 0.00 Multi-Stage = Yes No Yes No
Slope(%) = 0.95 1.00 1.00 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
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
5.00 194.00
4.00 193.00
3.00 192.00
2.00 191.00
1.00 190.00
0.00 189.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0
Total Q Discharge(cfs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 12
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 0.080 cfs
Storm frequency = 1 yrs Time to peak = 922 min
Time interval = 2 min Hyd. volume = 5,295 cuft
Inflow hyd. No. = 5 - DA2.1(ToSCM2) Max. Elevation = 190.17 ft
Reservoir name = Wet Pond #2 Max. Storage = 4,049 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 12 Hyd No. 5 III Total storage used =4,049 cuft

Pond Report 19
Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Pond No. 2 - Wet Pond #2
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation= 189.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(tuft) Total storage(cuft)
0.00 189.00 3,327 0 0
1.00 190.00 3,549 3,438 3,438
2.00 191.00 3,769 3,659 7,097
3.00 192.00 3,988 3,879 10,976
4.00 193.00 4,207 4,098 15,073
5.00 194.00 4,316 4,262 19,335
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 0.75 4.00 0.00 Crest Len(ft) = 16.00 20.00 0.00 0.00
Span(in) = 24.00 0.75 4.00 0.00 Crest El.(ft) = 191.50 192.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 187.25 189.00 190.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 58.00 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.86 1.00 1.00 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
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
5.00 194.00
4.00 193.00
3.00 192.00
2.00 191.00
1.00 190.00
0.00 189.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0
Total Q Discharge(cfs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 13
Post Analysis Pt 1
Hydrograph type = Combine Peak discharge = 0.950 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 12,324 cuft
Inflow hyds. = 6, 11 Contrib. drain. area = 0.400 ac
Post Analysis Pt 1
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 13 Hyd No. 6 Hyd No. 11

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 14
Post Analysis Pt 2
Hydrograph type = Combine Peak discharge = 0.253 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 5,779 cuft
Inflow hyds. = 7, 12 Contrib. drain. area = 0.110 ac
Post Analysis Pt 2
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 14 Hyd No. 7 Hyd No. 12

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 16
Total Post (Detained)
Hydrograph type = Combine Peak discharge = 1.466 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 18,632 cuft
Inflow hyds. = 8, 13, 14 Contrib. drain. area = 0.120 ac
Total Post (Detained)
Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760
Time (min)
Hyd No. 16 Hyd No. 8 Hyd No. 13 Hyd No. 14

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 17
Post-Development (Undetained)
Hydrograph type = Combine Peak discharge = 9.744 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 19,783 cuft
Inflow hyds. = 4, 5, 6, 7, 8 Contrib. drain. area = 3.790 ac
Post-Development (Undetained)
Q (cfs) Hyd. No. 17 -- 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 1320 1440 1560
Hyd No. 17 Hyd No. 4 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 8

24
Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 3.073 2 722 8,218 ------ ------ ------ DA1.0(AnalysisPoint1)
2 SCS Runoff 2.236 2 722 6,281 ------ ------ ------ DA1.1(AnalysisPoint2)
3 SCS Runoff 0.000 2 1440 5 ------ ------ ------ DA1.2(AnalysisPoint3)
4 SCS Runoff 6.948 2 716 14,288 ------ ------ ------ DA(ToSCM1)
5 SCS Runoff 4.228 2 716 8,536 ------ ------ ------ DA2.1(ToSCM2)
6 SCS Runoff 1.267 2 716 2,559 ------ ------ ------ DA2.2(Bypass to Analysis Pt 1)
7 SCS Runoff 0.335 2 716 676 ------ ------ ------ DA2.3(Bypass to Analysis Pt 2)
8 SCS Runoff 0.365 2 716 737 ------ ------ ------ DA2.4(To Analysis Pt 3)
9 Combine 5.309 2 722 14,504 1,2,3, ------ ------ Pre-Development Total
11 Reservoir 3.083 2 722 13,968 4 190.91 6,568 Wet Pond#1
12 Reservoir 0.205 2 792 7,693 5 190.37 4,784 Wet Pond#2
13 Combine 3.727 2 722 16,527 6, 11, ------ ------ Post Analysis Pt 1
14 Combine 0.348 2 718 8,368 7, 12, ------ ------ Post Analysis Pt 2
16 Combine 4.157 2 720 25,633 8, 13, 14, ------ ------ Total Post(Detained)
17 Combine 13.14 2 716 26,796 4, 5,6, ------ ------ Post-Development(Undetained)
7,8,
37630.123-2023-08-04_SCM.gpw Return Period: 2 Year Wednesday, 02/21 /2024

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 1
DA1.0(AnalysisPoint1)
Hydrograph type = SCS Runoff Peak discharge = 3.073 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 8,218 cuft
Drainage area = 1.830 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.30 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.0(AnalysisPoint1)
Q (cfs) Hyd. No. 1 -- 2 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. 1 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 2
DA1.1(AnalysisPoint2)
Hydrograph type = SCS Runoff Peak discharge = 2.236 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 6,281 cuft
Drainage area = 1.830 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.70 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.1(AnalysisPoint2)
Q (cfs) Hyd. No. 2 --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. 2 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 3
DA1.2(AnalysisPoint3)
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 5 cuft
Drainage area = 0.120 ac Curve number = 38
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.00 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.2(AnalysisPoint3)
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 4
DA(ToSCM1)
Hydrograph type = SCS Runoff Peak discharge = 6.948 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 14,288 cuft
Drainage area = 1.770 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA(ToSCM1)
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
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
Hyd No. 4 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 5
DA2.1(ToSCM2)
Hydrograph type = SCS Runoff Peak discharge = 4.228 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 8,536 cuft
Drainage area = 1.390 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1(ToSCM2)
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 6
DA2.2(Bypass to Analysis Pt 1)
Hydrograph type = SCS Runoff Peak discharge = 1.267 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,559 cuft
Drainage area = 0.400 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2(Bypass to Analysis Pt 1)
Q (cfs) Hyd. No. 6 --2 Year Q (cfs)
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. 6 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 7
DA2.3(Bypass to Analysis Pt 2)
Hydrograph type = SCS Runoff Peak discharge = 0.335 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 676 cuft
Drainage area = 0.110 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.3(Bypass to Analysis Pt 2)
Q (cfs) Hyd. No. 7 --2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 8
DA2.4(To Analysis Pt 3)
Hydrograph type = SCS Runoff Peak discharge = 0.365 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 737 cuft
Drainage area = 0.120 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.4(To Analysis Pt 3)
Q (cfs) Hyd. No. 8 --2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 5.309 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 14,504 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 3.780 ac
Pre-Development Total
Q (cfs) Hyd. No. 9 --2 Year Q (cfs)
6.00 6.00
5.00 5.00
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
Time (min)
Hyd No. 9 Hyd No. 1 Hyd No. 2 Hyd No. 3

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 11
Wet Pond #1
Hydrograph type = Reservoir Peak discharge = 3.083 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 13,968 cuft
Inflow hyd. No. = 4 - DA(ToSCM1) Max. Elevation = 190.91 ft
Reservoir name = Wet Pond #1 Max. Storage = 6,568 cuft
Storage Indication method used.
Wet Pond #1
Q (cfs) Hyd. No. 11 --2 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
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 1680
Time (min)
Hyd No. 11 Hyd No. 4 �I Total storage used = 6,568 cuft

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 12
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 0.205 cfs
Storm frequency = 2 yrs Time to peak = 792 min
Time interval = 2 min Hyd. volume = 7,693 cuft
Inflow hyd. No. = 5 - DA2.1(ToSCM2) Max. Elevation = 190.37 ft
Reservoir name = Wet Pond #2 Max. Storage = 4,784 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 12 --2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 12 Hyd No. 5 A I I I I I II Total storage used =4,784 cuft

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 13
Post Analysis Pt 1
Hydrograph type = Combine Peak discharge = 3.727 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 16,527 cuft
Inflow hyds. = 6, 11 Contrib. drain. area = 0.400 ac
Post Analysis Pt 1
Q (cfs) Hyd. No. 13 -- 2 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
Time (min)
Hyd No. 13 Hyd No. 6 Hyd No. 11

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 14
Post Analysis Pt 2
Hydrograph type = Combine Peak discharge = 0.348 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 8,368 cuft
Inflow hyds. = 7, 12 Contrib. drain. area = 0.110 ac
Post Analysis Pt 2
Q (cfs) Hyd. No. 14 --2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 14 Hyd No. 7 Hyd No. 12

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 16
Total Post (Detained)
Hydrograph type = Combine Peak discharge = 4.157 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 25,633 cuft
Inflow hyds. = 8, 13, 14 Contrib. drain. area = 0.120 ac
Total Post (Detained)
Q (cfs) Hyd. No. 16 --2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 16 Hyd No. 8 Hyd No. 13 Hyd No. 14

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 17
Post-Development (Undetained)
Hydrograph type = Combine Peak discharge = 13.14 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 26,796 cuft
Inflow hyds. = 4, 5, 6, 7, 8 Contrib. drain. area = 3.790 ac
Post-Development (Undetained)
Q (cfs) Hyd. No. 17 --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 1320 1440
Hyd No. 17 Hyd No. 4 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 8

40
Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 6.788 2 720 17,674 ------ ------ ------ DA1.0(AnalysisPoint1)
2 SCS Runoff 5.595 2 722 14,716 ------ ------ ------ DA1.1(AnalysisPoint2)
3 SCS Runoff 0.011 2 724 127 ------ ------ ------ DA1.2(AnalysisPoint3)
4 SCS Runoff 11.78 2 716 24,910 ------ ------ ------ DA(ToSCM1)
5 SCS Runoff 7.917 2 716 16,189 ------ ------ ------ DA2.1(ToSCM2)
6 SCS Runoff 2.336 2 716 4,793 ------ ------ ------ DA2.2(Bypass to Analysis Pt 1)
7 SCS Runoff 0.627 2 716 1,281 ------ ------ ------ DA2.3(Bypass to Analysis Pt 2)
8 SCS Runoff 0.683 2 716 1,398 ------ ------ ------ DA2.4(To Analysis Pt 3)
9 Combine 12.37 2 722 32,517 1,2,3, ------ ------ Pre-Development Total
11 Reservoir 9.109 2 720 24,588 4 191.50 8,600 Wet Pond#1
12 Reservoir 0.503 2 760 15,323 5 191.47 8,937 Wet Pond#2
13 Combine 10.92 2 720 29,381 6, 11, ------ ------ Post Analysis Pt 1
14 Combine 0.980 2 718 16,604 7, 12, ------ ------ Post Analysis Pt 2
16 Combine 12.53 2 718 47,383 8, 13, 14, ------ ------ Total Post(Detained)
17 Combine 23.34 2 716 48,571 4, 5,6, ------ ------ Post-Development(Undetained)
7,8,
37630.123-2023-08-04_SCM.gpw Return Period: 10 Year Wednesday, 02/21 /2024

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 1
DA1.0(AnalysisPoint1)
Hydrograph type = SCS Runoff Peak discharge = 6.788 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 17,674 cuft
Drainage area = 1.830 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.30 min
Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.0(AnalysisPoint1)
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
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. 1 Time (min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 2
DA1.1(AnalysisPoint2)
Hydrograph type = SCS Runoff Peak discharge = 5.595 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 14,716 cuft
Drainage area = 1.830 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.70 min
Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.1(AnalysisPoint2)
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
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)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 3
DA1.2(AnalysisPoint3)
Hydrograph type = SCS Runoff Peak discharge = 0.011 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 127 cuft
Drainage area = 0.120 ac Curve number = 38
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.00 min
Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.2(Ana1ysisPoint3)
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 4
DA(ToSCM1)
Hydrograph type = SCS Runoff Peak discharge = 11.78 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 24,910 cuft
Drainage area = 1.770 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA(ToSCM1)
Q (cfs) Hyd. No. 4 -- 10 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. 4 Time (min)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 5
DA2.1(ToSCM2)
Hydrograph type = SCS Runoff Peak discharge = 7.917 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 16,189 cuft
Drainage area = 1.390 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1(ToSCM2)
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
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
Hyd No. 5 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 6
DA2.2(Bypass to Analysis Pt 1)
Hydrograph type = SCS Runoff Peak discharge = 2.336 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 4,793 cuft
Drainage area = 0.400 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2(Bypass to Analysis Pt 1)
Q (cfs) Hyd. No. 6 -- 10 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
Hyd No. 6 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 7
DA2.3(Bypass to Analysis Pt 2)
Hydrograph type = SCS Runoff Peak discharge = 0.627 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,281 cuft
Drainage area = 0.110 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.3(Bypass to Analysis Pt 2)
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 7 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 8
DA2.4(To Analysis Pt 3)
Hydrograph type = SCS Runoff Peak discharge = 0.683 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,398 cuft
Drainage area = 0.120 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.4(To Analysis Pt 3)
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 12.37 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 32,517 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 3.780 ac
Pre-Development Total
Q (cfs) Hyd. No. 9 -- 10 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 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 1 Hyd No. 2 Hyd No. 3

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 11
Wet Pond #1
Hydrograph type = Reservoir Peak discharge = 9.109 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 24,588 cuft
Inflow hyd. No. = 4 - DA(ToSCM1) Max. Elevation = 191.50 ft
Reservoir name = Wet Pond #1 Max. Storage = 8,600 cuft
Storage Indication method used.
Wet Pond #1
Q (cfs) Hyd. No. 11 -- 10 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. 11 Hyd No. 4 I_I_I_I_I_I_1 Total storage used = 8,600 cuft

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 12
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 0.503 cfs
Storm frequency = 10 yrs Time to peak = 760 min
Time interval = 2 min Hyd. volume = 15,323 cuft
Inflow hyd. No. = 5 - DA2.1(ToSCM2) Max. Elevation = 191.47 ft
Reservoir name = Wet Pond #2 Max. Storage = 8,937 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 12-- 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 L 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 12 Hyd No. 5 A I I I I I II Total storage used = 8,937 cuft

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 13
Post Analysis Pt 1
Hydrograph type = Combine Peak discharge = 10.92 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 29,381 cuft
Inflow hyds. = 6, 11 Contrib. drain. area = 0.400 ac
Post Analysis Pt 1
Q (cfs) Hyd. No. 13-- 10 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. 13 Hyd No. 6 Hyd No. 11

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 14
Post Analysis Pt 2
Hydrograph type = Combine Peak discharge = 0.980 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 16,604 cuft
Inflow hyds. = 7, 12 Contrib. drain. area = 0.110 ac
Post Analysis Pt 2
Q (cfs) Hyd. No. 14-- 10 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
IL
0.10 j 0.10
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320
Time (min)
Hyd No. 14 Hyd No. 7 Hyd No. 12

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 16
Total Post (Detained)
Hydrograph type = Combine Peak discharge = 12.53 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 47,383 cuft
Inflow hyds. = 8, 13, 14 Contrib. drain. area = 0.120 ac
Total Post (Detained)
Q (cfs) Hyd. No. 16-- 10 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 1320 1440 1560
Time (min)
Hyd No. 16 Hyd No. 8 Hyd No. 13 Hyd No. 14

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 17
Post-Development (Undetained)
Hydrograph type = Combine Peak discharge = 23.34 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 48,571 cuft
Inflow hyds. = 4, 5, 6, 7, 8 Contrib. drain. area = 3.790 ac
Post-Development (Undetained)
Q (cfs) Hyd. No. 17-- 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 1320
Hyd No. 17 Hyd No. 4 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 8

56
Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 9.373 2 720 24,301 ------ ------ ------ DA1.0(AnalysisPoint1)
2 SCS Runoff 7.986 2 720 20,828 ------ ------ ------ DA1.1(AnalysisPoint2)
3 SCS Runoff 0.064 2 722 273 ------ ------ ------ DA1.2(AnalysisPoint3)
4 SCS Runoff 14.80 2 716 31,783 ------ ------ ------ DA(ToSCM1)
5 SCS Runoff 10.30 2 716 21,291 ------ ------ ------ DA2.1(ToSCM2)
6 SCS Runoff 3.022 2 716 6,275 ------ ------ ------ DA2.2(Bypass to Analysis Pt 1)
7 SCS Runoff 0.815 2 716 1,685 ------ ------ ------ DA2.3(Bypass to Analysis Pt 2)
8 SCS Runoff 0.889 2 716 1,838 ------ ------ ------ DA2.4(To Analysis Pt 3)
9 Combine 17.42 2 720 45,402 1,2,3, ------ ------ Pre-Development Total
11 Reservoir 13.45 2 718 31,460 4 191.65 9,124 Wet Pond#1
12 Reservoir 5.888 2 722 20,416 5 191.71 9,868 Wet Pond#2
13 Combine 16.39 2 718 37,735 6, 11, ------ ------ Post Analysis Pt 1
14 Combine 6.284 2 722 22,101 7, 12, ------ ------ Post Analysis Pt 2
16 Combine 21.12 2 720 61,674 8, 13, 14, ------ ------ Total Post(Detained)
17 Combine 29.83 2 716 62,873 4, 5,6, ------ ------ Post-Development(Undetained)
7,8,
37630.123-2023-08-04_SCM.gpw Return Period: 25 Year Wednesday, 02/21 /2024

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 1
DA1.0(AnalysisPoint1)
Hydrograph type = SCS Runoff Peak discharge = 9.373 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 24,301 cuft
Drainage area = 1.830 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.30 min
Total precip. = 6.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.0(AnalysisPoint1)
Q (cfs) Hyd. No. 1 --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
Hyd No. 1 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 2
DA1.1(AnalysisPoint2)
Hydrograph type = SCS Runoff Peak discharge = 7.986 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 20,828 cuft
Drainage area = 1.830 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.70 min
Total precip. = 6.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.1(AnalysisPoint2)
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
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
Hyd No. 2 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 3
DA1.2(AnalysisPoint3)
Hydrograph type = SCS Runoff Peak discharge = 0.064 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 273 cuft
Drainage area = 0.120 ac Curve number = 38
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.00 min
Total precip. = 6.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.2(AnalysisPoint3)
Q (cfs) Hyd. No. 3 --25 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 4
DA(ToSCM1)
Hydrograph type = SCS Runoff Peak discharge = 14.80 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 31,783 cuft
Drainage area = 1.770 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA(ToSCM1)
Q (cfs) Hyd. No. 4 --25 Year Q (cfs)
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. 4 Time (min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 5
DA2.1(ToSCM2)
Hydrograph type = SCS Runoff Peak discharge = 10.30 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 21,291 cuft
Drainage area = 1.390 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1(ToSCM2)
Q (cfs) Hyd. No. 5 --25 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
Hyd No. 5 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 6
DA2.2(Bypass to Analysis Pt 1)
Hydrograph type = SCS Runoff Peak discharge = 3.022 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 6,275 cuft
Drainage area = 0.400 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2(Bypass to Analysis Pt 1)
Q (cfs) Hyd. No. 6 -- 25 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
Hyd No. 6 Time (min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 7
DA2.3(Bypass to Analysis Pt 2)
Hydrograph type = SCS Runoff Peak discharge = 0.815 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,685 cuft
Drainage area = 0.110 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.3(Bypass to Analysis Pt 2)
Q (cfs) Hyd. No. 7 --25 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 7 Time (min)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 8
DA2.4(To Analysis Pt 3)
Hydrograph type = SCS Runoff Peak discharge = 0.889 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,838 cuft
Drainage area = 0.120 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.79 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.4(To Analysis Pt 3)
Q (cfs) Hyd. No. 8 --25 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 17.42 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 45,402 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 3.780 ac
Pre-Development Total
Q (cfs) Hyd. No. 9 --25 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 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 1 Hyd No. 2 Hyd No. 3

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 11
Wet Pond #1
Hydrograph type = Reservoir Peak discharge = 13.45 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 31,460 cuft
Inflow hyd. No. = 4 - DA(ToSCM1) Max. Elevation = 191.65 ft
Reservoir name = Wet Pond #1 Max. Storage = 9,124 cuft
Storage Indication method used.
Wet Pond #1
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
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 1320
Time (min)
Hyd No. 11 Hyd No. 4 I_I_I_I_I_I_1 Total storage used = 9,124 cuft

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 12
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 5.888 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 20,416 cuft
Inflow hyd. No. = 5 - DA2.1(ToSCM2) Max. Elevation = 191.71 ft
Reservoir name = Wet Pond #2 Max. Storage = 9,868 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 12--25 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. 12 Hyd No. 5 A I I I I I II Total storage used = 9,868 cuft

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 13
Post Analysis Pt 1
Hydrograph type = Combine Peak discharge = 16.39 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 37,735 cuft
Inflow hyds. = 6, 11 Contrib. drain. area = 0.400 ac
Post Analysis Pt 1
Q (cfs) Hyd. No. 13--25 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 1320
Time (min)
Hyd No. 13 Hyd No. 6 Hyd No. 11

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 14
Post Analysis Pt 2
Hydrograph type = Combine Peak discharge = 6.284 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 22,101 cuft
Inflow hyds. = 7, 12 Contrib. drain. area = 0.110 ac
Post Analysis Pt 2
Q (cfs) Hyd. No. 14--25 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
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
Time (min)
Hyd No. 14 Hyd No. 7 Hyd No. 12

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 16
Total Post (Detained)
Hydrograph type = Combine Peak discharge = 21.12 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 61,674 cuft
Inflow hyds. = 8, 13, 14 Contrib. drain. area = 0.120 ac
Total Post (Detained)
Q (cfs) Hyd. No. 16--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 1320 1440 1560
Time (min)
Hyd No. 16 Hyd No. 8 Hyd No. 13 Hyd No. 14

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 17
Post-Development (Undetained)
Hydrograph type = Combine Peak discharge = 29.83 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 62,873 cuft
Inflow hyds. = 4, 5, 6, 7, 8 Contrib. drain. area = 3.790 ac
Post-Development (Undetained)
Q (cfs) Hyd. No. 17--25 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
Hyd No. 17 Hyd No. 4 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 8

72
Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 13.98 2 720 36,360 ------ ------ ------ DA1.0(AnalysisPoint1)
2 SCS Runoff 12.41 2 720 32,179 ------ ------ ------ DA1.1(AnalysisPoint2)
3 SCS Runoff 0.222 2 720 617 ------ ------ ------ DA1.2(AnalysisPoint3)
4 SCS Runoff 19.95 2 716 43,729 ------ ------ ------ DA(ToSCM1)
5 SCS Runoff 14.39 2 716 30,308 ------ ------ ------ DA2.1(ToSCM2)
6 SCS Runoff 4.200 2 716 8,888 ------ ------ ------ DA2.2(Bypass to Analysis Pt 1)
7 SCS Runoff 1.139 2 716 2,398 ------ ------ ------ DA2.3(Bypass to Analysis Pt 2)
8 SCS Runoff 1.242 2 716 2,616 ------ ------ ------ DA2.4(To Analysis Pt 3)
9 Combine 26.62 2 720 69,155 1,2,3, ------ ------ Pre-Development Total
11 Reservoir 18.99 2 718 43,403 4 191.82 9,705 Wet Pond#1
12 Reservoir 13.81 2 718 29,420 5 191.89 10,567 Wet Pond#2
13 Combine 23.06 2 718 52,291 6, 11, ------ ------ Post Analysis Pt 1
14 Combine 14.91 2 718 31,819 7, 12, ------ ------ Post Analysis Pt 2
16 Combine 39.17 2 718 86,726 8, 13, 14, ------ ------ Total Post(Detained)
17 Combine 40.92 2 716 87,939 4, 5,6, ------ ------ Post-Development(Undetained)
7,8,
37630.123-2023-08-04_SCM.gpw Return Period: 100 Year Wednesday, 02/21 /2024

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 1
DA1.0(AnalysisPoint1)
Hydrograph type = SCS Runoff Peak discharge = 13.98 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 36,360 cuft
Drainage area = 1.830 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.30 min
Total precip. = 8.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.0(AnalysisPoint1)
Q (cfs) Hyd. No. 1 -- 100 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 1320 1440 1560
Hyd No. 1 Time (min)

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 2
DA1.1(AnalysisPoint2)
Hydrograph type = SCS Runoff Peak discharge = 12.41 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 32,179 cuft
Drainage area = 1.830 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.70 min
Total precip. = 8.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.1(AnalysisPoint2)
Q (cfs) Hyd. No. 2-- 100 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 1320 1440 1560
Hyd No. 2 Time (min)

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 3
DA1.2(AnalysisPoint3)
Hydrograph type = SCS Runoff Peak discharge = 0.222 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 617 cuft
Drainage area = 0.120 ac Curve number = 38
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.00 min
Total precip. = 8.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1.2(Ana1ysisPoint3)
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 4
DA(ToSCM1)
Hydrograph type = SCS Runoff Peak discharge = 19.95 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 43,729 cuft
Drainage area = 1.770 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA(ToSCM1)
Q (cfs) Hyd. No. 4-- 100 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
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

77
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 5
DA2.1(ToSCM2)
Hydrograph type = SCS Runoff Peak discharge = 14.39 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 30,308 cuft
Drainage area = 1.390 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1(ToSCM2)
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
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)

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 6
DA2.2(Bypass to Analysis Pt 1)
Hydrograph type = SCS Runoff Peak discharge = 4.200 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 8,888 cuft
Drainage area = 0.400 ac Curve number = 81
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2(Bypass to Analysis Pt 1)
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
5.00 5.00
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
Hyd No. 6 Time (min)

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 7
DA2.3(Bypass to Analysis Pt 2)
Hydrograph type = SCS Runoff Peak discharge = 1.139 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,398 cuft
Drainage area = 0.110 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.3(Bypass to Analysis Pt 2)
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 7 Time (min)

80
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 8
DA2.4(To Analysis Pt 3)
Hydrograph type = SCS Runoff Peak discharge = 1.242 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,616 cuft
Drainage area = 0.120 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.4(To Analysis Pt 3)
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 8 Time (min)

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 9
Pre-Development Total
Hydrograph type = Combine Peak discharge = 26.62 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 69,155 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 3.780 ac
Pre-Development Total
Q (cfs) Hyd. No. 9-- 100 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 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 1 Hyd No. 2 Hyd No. 3

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 11
Wet Pond #1
Hydrograph type = Reservoir Peak discharge = 18.99 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 43,403 cuft
Inflow hyd. No. = 4 - DA(ToSCM1) Max. Elevation = 191.82 ft
Reservoir name = Wet Pond #1 Max. Storage = 9,705 cuft
Storage Indication method used.
Wet Pond #1
Q (cfs) Hyd. No. 11 -- 100 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
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 11 Hyd No. 4 I_I_I_I_I_I_1 Total storage used = 9,705 cuft

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 12
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 13.81 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 29,420 cuft
Inflow hyd. No. = 5 - DA2.1(ToSCM2) Max. Elevation = 191.89 ft
Reservoir name = Wet Pond #2 Max. Storage = 10,567 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
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 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 5 A I I I I I II Total storage used = 10,567 cuft

84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 13
Post Analysis Pt 1
Hydrograph type = Combine Peak discharge = 23.06 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 52,291 cuft
Inflow hyds. = 6, 11 Contrib. drain. area = 0.400 ac
Post Analysis Pt 1
Q (cfs) Hyd. No. 13 -- 100 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 1320
Time (min)
Hyd No. 13 Hyd No. 6 Hyd No. 11

85
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 14
Post Analysis Pt 2
Hydrograph type = Combine Peak discharge = 14.91 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 31,819 cuft
Inflow hyds. = 7, 12 Contrib. drain. area = 0.110 ac
Post Analysis Pt 2
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
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 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 7 Hyd No. 12

86
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 16
Total Post (Detained)
Hydrograph type = Combine Peak discharge = 39.17 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 86,726 cuft
Inflow hyds. = 8, 13, 14 Contrib. drain. area = 0.120 ac
Total Post (Detained)
Q (cfs) Hyd. No. 16 -- 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
Time (min)
Hyd No. 16 Hyd No. 8 Hyd No. 13 Hyd No. 14

87
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Hyd. No. 17
Post-Development (Undetained)
Hydrograph type = Combine Peak discharge = 40.92 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 87,939 cuft
Inflow hyds. = 4, 5, 6, 7, 8 Contrib. drain. area = 3.790 ac
Post-Development (Undetained)
Q (cfs) Hyd. No. 17 -- 100 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
Hyd No. 17 Hyd No. 4 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 8

88
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/21 /2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 65.9292 12.5000 0.8847 --------
2 75.2309 12.6000 0.8724 --------
3 0.0000 0.0000 0.0000 --------
5 81.2314 13.0000 0.8422 --------
10 81.4959 12.7000 0.8110 --------
25 71.1332 11.3000 0.7467 --------
50 63.3230 10.1000 0.6966 --------
100 58.0693 9.2000 0.6556 --------
File name:Dunn NC.IDF
Intensity= B/(Tc + D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 5.24 4.20 3.51 3.03 2.67 2.39 2.17 1.98 1.83 1.70 1.59 1.49
2 6.16 4.95 4.16 3.60 3.18 2.85 2.59 2.37 2.19 2.04 1.90 1.79
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 7.12 5.79 4.91 4.27 3.80 3.42 3.12 2.87 2.66 2.48 2.32 2.19
10 7.93 6.48 5.51 4.82 4.29 3.88 3.55 3.27 3.04 2.84 2.67 2.52
25 8.85 7.25 6.19 5.44 4.87 4.42 4.06 3.76 3.51 3.29 3.10 2.94
50 9.56 7.83 6.71 5.91 5.31 4.84 4.46 4.14 3.88 3.65 3.45 3.28
100 10.20 8.37 7.19 6.36 5.73 5.24 4.84 4.51 4.24 4.00 3.79 3.61
Tc=time in minutes.Values may exceed 60.
Precip.file name:S:\332\37630-123-NTI CumberlandDunnNC\Calc\Stm\H draflow\Dunn NC.pc
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.06 3.71 0.00 4.40 5.60 6.79 6.70 8.83
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

Circle K—NTI
Dunn, NC
Project Number: 37630.123
SCM Design Calculations
Wet Pond Worksheets
Outlet Protection Calculations
Stormwater Supplement Forms
TIMMONS GROUP 51 www.timmons.com
YOUR VISION RCHIE-D THROUGH OURS.

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Circle K-Dunn, NC Project No.: 37630.123
Calculated By: Date: 02/21/2024
Wet Pond DesignSCM 1
Pollutant/Nutrient Removal
Total Suspended Solids(TSS) 85%
Nitrogen 30%
Phosphorus n/a
Basin Characteristics
Post-Development Drainage Area Estimated Impervious
Area to Pond Lots
Description Acres Description Qty Inc Area Total Area
Impervious 1.31 0.00
Lawns/Managed Open Space 0.46
Subtotal 0.00
Streets and SW
Description Length Imp/Ft Total Area
0.00
0.00
Subtotal 0.00
Other
Total to Pond 1.77
Pond Basin CN 81 lGrand Total 0.00
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Required Surface Area of Permanent Pool
Impervious Area Acres (Foreboy&Main Pond Combined)
Offsite Impervious Area 0.00
Onsite Impervious Area 1.31 Average Depth(ft)= 3.5
Total Impervious Area 1.31 SA/DA Ratio= 2.45
Required SA(ft2)= 1,889
Total Drainage Area To SCM 1.77 SA as Shown(ft2)= 3,443
Percent Impervious Area 74% SA/DA Ratio from latest NCDENR BMP Manual

• • Volumes and •w Permanent/Normal Pool)
Elevation Main Forebay Depth Main Forebay Total
(ft) Area(sf) Area(sf) (ft) Inc.Vol(cf) Inc.Vol(cf) Vol(cf)
181.0 Bottom of Sediment Storage
182.0 71 0 0.0 Top of Sediment Storage
183.0 251 0 1.0 161 0 161
184.0 452 0 2.0 352 0 513
185.0 684 40 3.0 568 20 1,101
186.0 949 108 4.0 817 74 1,991
187.0 1,242 209 5.0 1,096 159 3,245
188.0 1,561 335 6.0 1,402 1 272 4,919
189.0 2,633 810 7.0 2,097 573 7,588
Total 7.0 1 6,491 1,097 7,588
Verify the Forebay Volume Is Approximately(15%-20%)of the Permanent Pool Volume. 17%
Water Quality and Quantity Volumes •• • Pool)
-7
Elevation Main Forebay Depth Inc Total Accum'Total
(ft) Area(sf) Area(sf) (ft) Vol(cf) Vol(cf)
189.0 3,443 0.00 Permanent Pool Elevation Notes
190.0 3,443 1.00 3,443 3,443
190.5 3,443 1.50 1,722 5,165 WQE/TPE
191.0 3,443 2.00 1,722 6,886
192.0 3,443 3.00 3,443 10,329
0.00 0 10,329
0.00 0 10,329
0.00 0 10,329
AverageVerify the • of ••
davg=[Vperm pool-[O.5 X Depth max over shelf X Perimeter perm pool X Width submerged part of shelf]/Abottom of shelf
Vperm= 6,491 C.F.(Main Pond)
Abottom shelf= 1,561 S.F.(Main Pond)
Depth of Water over shelf= 1.0 FT
Perimeter perm pool= 211 L.F.(Main Pond)
Width submerged part of shelf= 6.0 FT
Davg= 3.75 FT
Depth for SA/DA= 3.50 FT(Round Dav down to nearest 0.5 ft)
1.0" Quality
Using the runoff volume calculations in the"Simple Method"as described by Schueler(1987)
Where: Rv= Runoff Coefficient, in/in
I=Percent Impervious 1= 74.0%
Rv=0.05+0.009(I) Rv= 0.716
1.0 inch runoff volume(Required)
Runoff volume,S=(Design rainfall)(Rv)(Drainage Area)
Design Rainfall= 1.0 inch
Drainage Area= 1.77 acres
Storage Required= 4,601 cu.ft.
Volume • • For 1
" Runoff Above Permanent Pool (Provided)
Depth PPE SA(SF) Top Temp Pool SA(SF) Volume(CF) Elevation
1.50 3,443 3,443 5,165 190.50
Size Water e Day Drawdown
Qj. CdA 2 h l Z (Orifice Equation;Cd=0.60)
1.00 Orfice Diameter(inches)
0.49 Driving Head to Centroid of Office(ft)(1-1/3)
0.02 Q1.0"Drawdown Rate(cfs)
4,601 Water Quality Volume(Vw()
Vw /(Q1"x 86,400) Drawdown Time(days)
2.9 Drawdown Time(days) 2-5 days)

'• • Riser Data& Elevations
Pond Type Wet Detention
TSS Removal 85%
Top of Pond/Berm 193.50 ft
Secondary Spillway Width 20.00 ft
Bottom of Secondary Spillway 192.00 ft
Top of Riser 191.50 ft
Riser Type/Size 4x4 ft
Top of Water Quality/Temp Pool Elev 190.50 ft
Top of Shelf 189.00 ft
Permanent Pool Elevation(Normal Pool) 189.00 ft
Orifice Elevation&Size 189.00 ft 1.00 in
Secondary Orifice Elevation&Size 190.50 ft 4x20 in
Bottom of Shelf 188.00 ft
Top of Sediment Storage/Pond Bottom 182.00 ft
Bottom of Sediment Storage 181.00 ft (Min 1 ft)
Invert Out of Riser 188.40 ft
Outlet Pipe Size 24.00 in Diameter RCP
Outlet Pipe Length&Slope 32.00 ft 0.95 %
Downstream Outlet Elevation 188.10 ft
2 Yr Water Surface Elev/Peak Flow(CFS) 190.91 ft 3.08 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 191.50 ft 9.11 CFS
25 Yr Water Surface Elev Peak Flow(CFS) 191.65 ft 13.45 CFS
100 Yr Water Surface Elev Peak Flow(CFS) 191.82 ft 18.99 CFS
Pond Detail
Top of Riser: 191.50 1 in Orifice Elev
189.00 10'Berm 193.50
Spillway 192.00
100 Yr 191.82
25 Yr 191.65
10 Yr 191.50
2 Yr 190.91
Pond Bottom
182.00
See Plan for
accurate outlet design
Inv Out:
188.10
Perm Pool Sediment Bottom Invert Out: 188.40 32 LF of 24"RCP @
189.00 181.00 ft Base: 187.40 0.94%
Anti-Bouyancy Calculations for the Riser Structure
Riser Dimensions Weight of Structure Displaced Volume
Outside Width 5.00 ft Walls= 4,185 LBS V=LxWx(HT+Base)=C.F.
Inside Width 4.00 ft Base= 3,750 LBS
Outside Length 5.00 ft Displaced Water=
Inside Length 4.00 ft C.F."62.4 PCF=LBS
Height 3.10 ft Outlet Pipe= 236 LBS
Base Thick'(ft) 1.00 ft WQ Orifice= 0 LBS Add 15%Factor of Safety
Wall Thick'(ft) 0.50 ft
Ext Base(ft) 0.00 ft Weir#1 = 41.66666667 LBS V= 78 C.F.
Areas Removed from Riser Weir#2= 1.041666667 LBS Disp.Water= 4,836 LBS
Outlet Pipe 3.14 ft Weir#3= 0 LBS 15%F.S.= 725 LBS
WQ Orifice 0.01 ft Weir#4= 0 LBS
Orifice#1 0.56 ft Other#1 = 0 LBS Safety Factor 58.32%
Orifice#2 0.01 ft
Orifice#3 0.00 ft Weight= 7,656 LBS Weight= 5,561 LBS
Orifice#4 0.00 ft Precast Concrete Riser Structure to be 4 ft x 4 ft x 3.1 ft Tall,With a 1 ft Thick Concrete
Other 0.00 ft I Ballast

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Circle K- Dunn, NC Project No.: 37630.123
Calculated By: A. Blye Date: 02/22/2024
Wet • Design CalculationsSCM 2
Pollutant/ Nutrient Removal
Total Suspended Solids (TSS) 85%
Nitrogen 30%
Phosphorus n/a
Basin Characteristics
Post-Development Drainage Area Estimated Impervious
Area to Pond Lots
Description Acres Description Qty Inc Area Total Area
Impervious 0.00
Lawns/Managed Open Space
Subtotal 0.00
Streets and SW
Description Length Imp/Ft Total Area
0.00
0.00
Subtotal 0.00
Other
Total to Pond 1.39
Pond Basin CN 81 lGrand Total 0.00
Surface Area to Drainage Area Ratio for Permanent Pool •
Drainage Area to SCM Required Surface Area of Permanent Pool
Impervious Area Acres
(Forebay& Main Pond Combined)
Offsite Impervious Area
Onsite Impervious Area 0.68 Average Depth (ft)= 3.5
Total Impervious Area 0.68 SA/DA Ratio= 1.62
Required SA(ft2)= 981
Total Drainage Area To SCM 1.39 SA as Shown (ft2)= 3,327
Percent Impervious Area 49% SAIDA Ratio from latest NCDENR BMP Manual

• • Volumes and (Below • ••
Elevation Main Forebay Depth Main Forebay Total
(ft) Area(sf) Area(sf) (ft) Inc.Vol(cf) Inc.Vol(cf) Vol(cf)
181.0 Bottom of Sediment Storage
182.0 103 0 0.0 Top of Sediment Storage
183.0 240 0 1.0 172 0 172
184.0 417 0 2.0 329 0 500
185.0 623 31 3.0 520 16 1,036
186.0 859 109 4.0 741 70 1,847
187.0 1,121 221 5.0 990 165 3,002
188.0 1,408 352 6.0 1,265 287 4,553
189.0 2,414 913 7.0 1,911 633 7,096
Total 1 7.0 5,927 1,170 7,096
Verify the Forebay Volume Is Approximately(15%-20%)of the Permanent Pool Volume. 20%
Water Quality and Quantity Volumes (Above Permanent/Normal Pool)
Elevation Main Forebay Depth Inc Total Accum'Total
(ft) Area(sf) Area(sf) (ft) Vol(cf) Vol(cf)
189.0 3,327 0.00 Permanent Pool Elevation Notes
190.0 3,549 1.00 3,438 3,438 WQE/TPE
191.0 3,769 2.00 3,659 7,097 WQE/TPE
192.0 3,988 3.00 3,879 10,976
193.0 4,207 4.00 4,098 15,073
193.5 4,316 4.50 2,131 17,204
0.00 0 17,204
0.00 0 17,204
Verify the Average Depth of • •-
davg=[Vperm pool-[0.5 X Depth max over shelf X Perimeter perm pool X Width submerged part of shelf]/Abottom of shelf
Vperm= 5,927 C.F.(Main Pond)
Abottom shelf= 1,408 S.F.(Main Pond)
Depth of Water over shelf= 1.0 FT
Perimeter perm pool= 192 L.F.(Main Pond)
Width submerged part of shelf= 6.0 FT
Davg= 3.80 FT
Depth for SA/DA= 3.50 FT(Round Dav down to nearest 0.5 ft)
1.0"Water Quality Runoff • -
Using the runoff volume calculations in the"Simple Method"as described by Schueler(1987)
Where: Rv=Runoff Coefficient, in/in
I=Percent Impervious 1= 48.9%
Rv=0.05+0.009(1) Rv= 0.490
1.0 inch runoff volume(Required)
Runoff volume,S=(Design rainfall)(Rv)(Drainage Area)
Design Rainfall= 1.0 inch
Drainage Area= 1.39 acres
Storage Required= 2,474 cu.ft.
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Depth PPE SA(SF) Top Temp Pool SA(SF) Volume(CF) Elevation
1.00 3,327 3,549 3,438 190.00
Size Water Quality Orifice forDay Drawdown
Q „=CdA 2 h (Orifice Equation;Cd=0.60)
0.75 Orfice Diameter inches
0.32 Driving Head to Centroid of Orfice(ft)(1-1/3)
0.01 Q1.0"Drawdown Rate cfs
2,474 Water Quality Volume(Vw )
Vw /(Q1"x 86,400) Drawdown Time(days)
3.4 Drawdown Time(days) 2-5 days)

' • • Riser Data&Elevations
Pond Type Wet Detention
TSS Removal 85%
Top of Pond/Berm 193.50 ft
Secondary Spillway Width 20.00 ft
Bottom of Secondary Spillway 192.00 ft
Top of Riser 191.50 ft
Riser Type/Size 4x4 ft
Top of Water Quality/Temp Pool Elev 190.00 ft
Top of Shelf 189.00 ft
Permanent Pool Elevation(Normal Pool) 189.00 ft
Orifice Elevation&Size 189.00 ft 0.75 in
Secondary Orifice Elevation&Size 190.00 ft 44 in
Bottom of Shelf 188.00 ft
Top of Sediment Storage/Pond Bottom 182.00 ft
Bottom of Sediment Storage 181.00 ft Min 1 ft
Invert Out of Riser 187.25 ft
Outlet Pipe Size 24.00 in Diameter RCP
Outlet Pipe Length&Slope 58.00 ft 0.86 %
Downstream Outlet Elevation 186.75 ft
2 Yr Water Surface Elev/Peak Flow(CFS) 190.37 ft 0.21 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 191.47 ft 0.50 CFS
25 Yr Water Surface Elev Peak Flow(CFS) 191.71 ft 5.89 CFS
100 Yr Water Surface Elev Peak Flow(CFS) 191.89 ft 13.81 CFS
Pond Detail
Top of Riser: 191.50 0.75 in Orifice Elev
189.00 10'Berm 193.50
Spillway 192.00
100 Yr 191.89
25Yr 191.71
10 Yr 191.47
2 Yr 190.37
Pond Bottom
182.00
See Plan for
accurate outlet design
IF
Inv Out:
186.75
Perm Pool Sediment Bottom Invert Out: 187.25 58 LF of 24"RCP @
189.00 181.00 ft Base: 186.25 0.86%
Anti-Bouyancy Calculations for the Riser Structure
Riser Dimensions Weight of Structure Displaced Volume
Outside Width 5.00 ft Walls= 5,738 LBS V=LxWx(HT+Base)=C.F.
Inside Width 4.00 ft Base= 3,750 LBS
Outside Length 5.00 ft Displaced Water=
Inside Length 4.00 ft C.F.*62.4 PCF=LBS
Height 4.25 ft Outlet Pipe= 236 LBS
Base Thick'(ft) 1.00 ft WQ Orifice= 0 LBS Add 15%Factor of Safety
Wall Thick' ft 0.50 ft
Ext Base(ft) 0.00 ft Weir#1 = 0 LBS V= 106 C.F.
Areas Removed from Riser Weir#2= 0 LBS Disp.Water= 6,630 LBS
Outlet Pipe 3.14 ft Weir#3= 0 LBS 15%F.S.= 995 LBS
WQ Orifice 0.00 ft Weir#4= 0 LBS
Orifice#1 0.00 ft Other#1 = 6.541666667 LBS Safety Factor 39.45%
Orifice#2 0.00 ft
Orifice#3 0.00 ft Weight= 9,245 LBS Weight= 7,625 LBS
Orifice#4 0.00 ft Precast Concrete Riser Structure to be 4 ft x 4 ft x 4.25 ft Tall,With a 1 ft Thick Concrete
Other 0.09 ft Ballast

a
' Circle K- Dunn, NC
ro�
IMIIIIIIIIIII
April Blye , T I M M O N S GROUP . •>Ln 37630 123
Pipe Outlet Protection (NYDOT Method)
Structure Name: 11
Pipe Diameter= 24 in From Fig. 8.06.c: ZONE = 2
Pipe Slope= 0.0095 ft/ft
Mannings n = 0.013 Rip Rap Class= B
Velocity Flowing Full = 7.04 fps Apron Thickness= 18 in
Apron Length = 12.0 ft
Apron Width = 3xDia.= 6.0 ft
From Fig. 8.06.e:
y
3
Length
Structure Name: 11
Pipe Diameter= 24 in From Fig. 8.06.c: ZONE = 2
Pipe Slope= 0.0086 ft/ft
Mannings n = 0.013 Rip Rap Class= B
Velocity Flowing Full = 6.70 fps Apron Thickness= 18 in
Apron Length = 12.0 ft
Apron Width = 3xDia.= 6.0 ft
From Fig. 8.06.e:
LIM 7
3
Length
LATEST REVISION:8/15/2023 1:52 PM

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
(PROJECT INFORMATION
1 Project Name CIRCLE K-DUNN,NC
2 Project Area ac _ _ 3.8
3 Coastal Wetland Area ac T N/A
4 Surface Water Area ac N/A
5 Ils this 2roject Hi h or Low Density? High
6 1 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 'Width of vegetated setbacks 2rovided feet 0
8 Will the.vegetated setback remain vegetated? N/A
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 S stem
12 _Bioretention Cell
13 'Wet Pond 2
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 1 Name and Title: Jacob Dooley,
28 Organization: Timmons Group
29 Street address: 5410 Trinty Rd Suite 102
30 Cit ,State,Zip: _ Raleigh NC 27607
31 Phone numbers: 919-866-4937
32 Email: [e-mail]
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.
Designer
�,o�Essia���ti•.,�
�=¢ 7 S SignstA of Designer
=z a SEAL 2
048231 x
'-.mac►ry•�.Nc�Nti(� o�,��' �/�y�z 3
Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 5
3 Does this Droiect have low densit areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1 2 3 4 5
4 Type of SCM Wet Pond#1 Wet Pond#2 N/A(Bypass)
5 Total drainage area(sq ft 164907 77099 60505 27303
6 Onsite drainage area(sq ft 164907 77099 60505 27303
7 Offsite drainage area(sq ft 0 0 0 0
8 Total BUA in project(sq ft 87728 sf 57148 sf 29818 sf 762 sf
New BUA on subdivided lots(subject to
9permitting) s ft
New BUA not on subdivided lots(subject to
10permitting) sf 87728 sf 57148 sf 29818 sf 762 sf
11 Offsite BUA(sq ft sf sf sf sf
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft 66589 sf 44580 sf 21393 sf 616 sf
-Sidewalk(sq ft 6413 sf 3014 sf 3253 sf 146 sf
-Roof(sq ft 6014 sf 5198 sf 816 sf sf
-Roadway s ft
-Future(sq ft 8712 sf 4356 sf 4356 sf sf
-Other,please specify in the comment box
below(sq ft
New infiltrating permeable pavement on
13 subdivided lots(sq ft
New infiltrating permeable pavement not on
14 subdivided lots(sq ft
Existing BUA that will remain(not subject to
15permitting) s ft
16 1 Existing BUA that is already permitted(sq ft 752 sf 1403 sf 820 sf 583 sf
17 Existing BUA that will be removed(sq ft 752 sf 1403 sf 820 sf 583 sf
18 Percent BUA 53% 74% 49% 3%
19 Design storm inches 1.0 in 1.0 in
20 Design volume of SCM cu ft 4601 cf 2474 cf
21 Calculation method for design volume Simple Method Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

WET POND
1 Drainage area number 1 2
21 Minimum required treatment volume cu ft 4601 cf 2474 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes Yes
4 Is the SCM located away from contaminated soils? Yes Yes
5 What are the side slopes of the SCM(H:V)? 3:1 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered Yes Yes
side slopes?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes Yes
10- ear storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump(preferred) Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes Yes
11 Does the maintenance access comply with General MDC(8)? Yes Yes
12 Does the drainage easement comply with General MDC(9)? Yes Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 General MDC 10? N/A N/A
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes Yes
161 Does the SCM follow the device specific MDC? Yes Yes
17 Was the SCM designed by an NC licensedprofessional? Yes Yes
WET POND MDC FROM 02H.1053
181 Sizing method used SA/DA SA/DA
19 Has a stage/storage table been provided in the calculations? Yes Yes
20 Elevation of the excavated main pool depth(bottom of sediment 181.00 181.00
removal)(fmsl
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 182.00 182.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 188.00 188.00
23 Elevation of the permanent pool(fmsl) 189.00 189.00
24 Elevation of the top of the vegetated shelf(fmsl) 189.00 189.00
25 Elevation of the temporary pool(fmsl) 190.50 190.00
26 Surface area of the main permanent pool(square feet) 2633 2368
27 Volume of the main permanent pool(cubic feet) 6491 cf 5904 cf
28 Average depth of the main pool(feet) 3.50 ft 3.50 ft
29 Average depth equation used Equation 3 Equation 3
30 If using equation 3,main pool perimeter(feet) 211.0 ft 192.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 6.0 ft 6.0 ft
32 Volume of the forebay(cubic feet) 1097 cf 1170 cf
33 Is this 15-20%of the volume in the main pool? Yes Yes
34 Clean-out depth for forebay(inches) 60 in 60 in
35 Design volume of SCM(cu ft) 4601 cf 2474 cf
36 Is the outlet an orifice or a weir? Orifice Orifice
37 If orifice,orifice diameter(inches) 1 in 1 in
38 If weir,weir height(inches) N/A N/A
39 If weir,weir length(inches) N/A N/A
40 Drawdown time for the temporary pool(days) 2.9 3.4
41 Are the inlet(s)and outlet located in a manner that avoids short- Yes Yes
circuitin ?
42 Are berms or baffles provided to improve the flow path? No No
43 Depth of forebay at entrance(inches) 60 in 60 in
44 Depth of forebay at exit(inches) 48 in 48 in
45 Does water flow out of the forebay in a non-erosive manner? Yes Yes
46 Width of the vegetated shelf(feet) 6 ft 6 ft
47 Slope of vegetated shelf(H:V) 6:1 6:1
48 Does the orifice drawdown from below the top surface of the Yes Yes
permanentpool?
49 Does the pond minimize impacts to the receiving channel from the 1- Yes Yes
r,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No No
MDC(9)is met.
51 Is a trash rack or other device provided to protect the outlet system? Yes Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes Yes
53 Species of turf that will be used on the dam and embankment Bermuda Bermuda
54 Hasa planting plan been provided for the vegetated shelf? Yes Yes
ADDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
2

Circle K—NTI
Dunn, NC
Project Number:37630.123
Stormwater Operation & Maintenance Agreement
• r ■
TIMMONS GROUP 61 www.timmons.com
YOUR VISION ACHIEVEO THROUGH Ou RS.

Operation & Maintenance Agreement
Project Name: Circle K- NTI E. Cumberland & Lehmon - Dunn, NC
Project Location: E. Cumberland & Lehmon Ave; Dunn, NC 28334
Cover Page
Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
Any deficient SCM elements noted in the inspection will be corrected, repaired,or replaced immediately. These deficiencies can
affect the integrity of structures,safety of the public,and the pollutant removal efficiency of the SCM(s).
The SCM(s)on this project include(check all that apply&corres ❑nding O&M sheets will be added automaticall
Infiltration Basin Quantity: Location(s):
Infiltration Trench Quantity: Location(s):
Bioretention Cell Quantity: Location(s):
Wet Pond Quantity: 2 Location(s): South&North Sides of the Property
Stormwater Wetland Quantity: Location(s):
Permeable Pavement Quantity: Location(s):
Sand Filter Quantity: Location(s):
Rainwater Harvesting Quantity: Location(s):
Green Roof Quantity: Location(s):
Level Spreader-Filter Strip Quantity: Location(s):
Proprietary System Quantity: Location(s):
Treatment Swale Quantity: Location(s):
Dry Pond Quantity: Location(s):
Disconnected Impervious Surface Present: No Location(s):
User Defined SCM Present: No Location(s):
Low Density Present: No Type:
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each SCM above,and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to
the system or responsible party.
Responsible Party: Meredith Will Rice,Jr.
Title&Organization: Vice President-Circle K Stores,Inc.
Street address: 1100 Situs Court;Suite 100
City,state,zip: Raleigh,NC 27606
Phone number(s): 919-774-6700
Email:I [e-mail] `
Signature: Date::
1, a Notary Public for the State of _�-�r` '-��1� ,J
County of do hereby certify that
?LiC� fir`
personally appeared before me this day of ' (] and
acknowledge the due execution of the Opegations and M We Agree
Witness my hand and official seal,
ROBIN F. ALFORD
Notary Public, North Car :flinaJohnston County
My Commission Expir
April23,2026
Seal My commission expires Q—
STORM-Fl 7/28/2023
Version 1.5 O&M Agreement Page 1 of 1

Wet Pond Maintenance Requirements
Important operation and maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and
- perimeter of the basin should be watered twice weekly if needed, until the plants become established
(commonly six weeks).
No portion of the wet pond should be fertilized after the initial fertilization that is required to establish
the plants on the vegetated shelf.
_ Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wet
pond.
If the pond must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain will be minimized as much as possible.
At least once annually, a dam safety expert will inspect the embankment. Any problems that are
found will be repaired immediately.
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
After the wet pond is established, it will be inspected quarterly and within 24 hours after every storm event greater
than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a
known set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
SCM element: Potential problem: How to remediate the problem:
The entire wet pond Trash/debris is present. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to remove the gully, plant ground
pond erosive gullies have cover and water until it is established. Provide lime and a one-
formed. time fertilizer application.
The inlet pipe is clogged (if Unclog the pipe. Dispose of the sediment off-site.
applicable).
The inlet pipe is cracked or
otherwise damaged (if Repair or replace the pipe.
The inlet device applicable).
Erosion is occurring in the Regrade the swale if necessary and provide erosion control
swale (if applicable). devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Sediment has
accumulated to a depth Search for the source of the sediment and remedy the problem
greater than the original if possible. Remove the sediment and dispose of it in a location
design depth for sediment where it will not cause impacts to streams or the SCM.
The forebay storage.
Erosion has occurred. Provide additional erosion protection such as reinforced turf
matting or riprap if needed to prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.
1

Wet Pond Maintenance Requirements (Continued)
SCM element: Potential problem: How to remediate the problem:
Sediment has
accumulated to a depth Search for the source of the sediment and remedy the problem
greater than the original if possible. Remove the sediment and dispose of it in a location
design sediment storage where it will not cause impacts to streams or the SCM.
depth.
The main treatment area Algal growth covers over Consult a professional to remove and control the algal growth.
50% of the area. p g
Cattails, phragmites or
other invasive plants cover Remove the plants by wiping them with pesticide (do not spray).
50% of the basin surface.
Best professional practices
show that pruning is Prune according to best professional practices.
needed to maintain
optimal plant health.
The vegetated shelf Determine the source of the problem: soils, hydrology, disease,
Plants are dead, diseased etc. Remedy the problem and replace plants. Provide a one-
or dying. time fertilizer application to establish the ground cover if a soil
test indicates it is necessary.
Weeds are present. Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.
Shrubs have started to Remove shrubs immediately.
grow on the embankment.
Evidence of muskrat or Consult a professional to remove muskrats or beavers and
beaver activity is present. repair any holes or erosion.
The embankment A tree has started to grow Consult a dam safety specialist to remove the tree.
on the embankment.
An annual inspection by
an appropriate
professional shows that Make all needed repairs immediately.
the embankment needs
repair.
Clogging has occurred. Clean out the outlet device and dispose of any sediment in a
gg g
The outlet device location where it will not cause impacts to streams or the SCM.
The outlet device is Repair or replace the outlet device.
damaged.
Weeds or volunteer trees Remove the weeds or trees.
a
Floating wetland island re growing on the mat.
(if applicable) The anchor cable is
damaged, disconnected or Restore the anchor cable to its design state.
missing.
1

Wet Pond Maintenance Requirements (Continued)
SCM element: Potential problem: How to remediate the problem:
Erosion or other signs of
damage have occurred at Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water Discharges from the wet
pond are causing erosion Contact the local NCDEQ Regional Office.
or sedimentation in the
receiving water.
1

Wet Detention Pond Design Summary
WET POND ID FOREBAY MAIN POND
1 Permanent Pool El. 189 Permanent Pool El. 189
Temporary Pool El: 190.5 Temporary Pool El: 190.5
Pretreatment other No Clean Out Depth: 5 Clean Out Depth: 8
than forebay? Sediment Removal EI 184 Sediment Removal El 181
Has Veg. Filter? No Bottom Elevation: 185 Bottom Elevation: 182
WET POND ID FOREBAY MAIN POND
2 Permanent Pool El. 189 Permanent Pool El. 189
Temporary Pool El: 190 Temporary Pool El: 190
Pretreatment other No Clean Out Depth: 5 Clean Out Depth: 8
than forebay? Sediment Removal EI 184 Sediment Removal El 181
Has Veg. Filter? Bottom Elevation: 185 Bottom Elevation: 182
ATTACH ADDITIONAL SHEETS IF NECESSARY
1

Circle K—NTI
Dunn, NC
Project Number: 37630.123
Hydraulic Grade Line Calculations
Q10 Analysis Using Hydraflow Software
TIMMONS GROUP 71 www.timmons.com
YOUR VISION RCHIE-D THROUGH OURS.

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
11
OCS201
Outfall
CB203 9
10
CB204
D1107
CB105
6
D1106
8
3
B102 4
MH108
CB104 1 ES402
Outfal1OCS101 5 13
7 CB109 MH400
Outfall
12
Outfall
Project File: 2023-08-14 37630.123 Storm .stm Number of lines: 13 Date: 8/15/2023
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) M (ft) (ft) (ft) (ft) (ft) (ft)
1 End 20.437 0.00 1.31 0.00 0.00 1.11 0.0 7.4 7.1 7.95 10.39 6.12 18 0.98 186.50 186.70 187.48 187.79 188.71 193.30 JB102-EW100
2 1 20.978 0.50 0.75 0.85 0.43 0.64 5.0 5.9 7.6 4.85 6.31 4.65 15 0.95 186.65 186.85 187.79 187.74 193.30 191.54 CB112-JB102
3 1 107.513 0.20 0.56 0.85 0.17 0.48 5.0 6.8 7.3 3.48 6.47 4.94 15 1.00 187.45 188.53 188.10 189.28 193.30 192.74 D1104 -JB102
4 3 37.193 0.00 0.15 0.00 0.00 0.13 0.0 6.1 7.6 0.96 4.62 1.51 15 0.51 188.53 188.72 189.28 189.29 192.74 193.10 MH108-D1104
5 4 52.566 0.15 0.15 0.85 0.13 0.13 5.0 5.0 7.9 1.01 4.54 2.31 15 0.49 188.72 188.98 189.32 189.39 193.10 192.94 CB110-MH108
6 3 55.008 0.21 0.21 0.85 0.18 0.18 5.0 5.0 7.9 1.41 6.46 2.59 15 1.00 188.53 189.08 189.28 189.55 192.74 192.75 D1106-D1104
7 End 31.631 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 9.11 22.03 5.98 24 0.95 188.10 188.40 189.00 189.48 190.38 191.50 1 (27)
8 2 73.810 0.25 0.25 0.85 0.21 0.21 5.0 5.0 7.9 1.68 6.47 2.67 15 1.00 186.85 187.59 187.74 188.10 191.54 192.60 CB114-CB112
9 End 16.702 0.37 0.83 0.85 0.31 0.71 5.0 5.4 7.8 5.49 6.51 5.72 15 1.02 187.00 187.17 187.88 188.12 188.44 191.50 CB302-EW300
10 9 59.977 0.46 0.46 0.85 0.39 0.39 5.0 5.0 7.9 3.10 6.46 3.71 15 1.00 187.17 187.77 188.12 188.48 191.50 192.31 CB304-CB302
11 End 58.470 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.85 20.92 2.96 24 0.86 186.75 187.25 187.03 187.57 189.00 191.50 3(3)
12 End 82.272 0.00 0.43 0.00 0.00 0.37 0.0 5.5 7.8 2.84 21.45 4.21 24 0.90 185.20 185.94 185.69 186.53 187.57 189.22 7
13 12 26.181 0.43 0.43 0.85 0.37 0.37 5.0 5.0 7.9 2.90 31.88 3.74 24 1.99 185.94 186.46 186.53 187.05 189.22 188.71 ES402-MH400
Project File: 2023-08-14 37630.123 Storm.stm Number of lines: 13 Run Date: 8/15/2023
NOTES:Intensity=81.50/(Inlet time+ 12.70)^0.81; Return period=Yrs. 10 c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: 2023-08-14 37630.123 Storm .stm
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Storm Sewer Profile Proj. file: 2023-08-14 37630.123 Storm .stm
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204.00 204.00
200.00 200.00
196.00 196.00
192.00 192.00
0
188.00 0 188.00
0
184.00 184.00
0 25 50 75 100 125 150 175 200
HGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023-08-14 37630.123 Storm .stm
O co c J G
0 0 CDC)
v
or' CO C2
Elev. (ft) g w co
o -o tit o W u1
caE > E >
cn 0 r to ry 5
201.00 201.00
198.00 198.00
195.00 195.00
192.00 192.00
189.00 189.00
0
186.00 186.00
0 10 20 30 40 50 60 70 80 90 100
HGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023-08-14 37630.123 Storm .stm
N M
(V �
:3 C iz
J O S J O
N
O N 1 NOM LO co
LO O QO N a0 Oo 6 q _coElev. (ft) g w o - o w
o -a w o www + ow
co E > @ 9 » B E >
U) ry U) Ur S
202.00 202.00
198.00 198.00
194.00 194.00
190.00 190.00
186.00 8 186.00
182.00 182.00
0 10 20 30 40 50 60 70 80 90 100 110
HGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023-08-14 37630.123 Storm .stm
0
D C J 000
C J
O
O T CY)r
Elev. (ft) g w 6 �°2!° 6 � O
o -oW o WWW o ww
ca E m E» 3 E >
fA 0 c (A RE c (n D�S
199.00 199.00
196.00 196.00
193.00 193.00
190.00 190.00
187.00 Lf-15" 1.00%
187.00
184.00 1 1 184.00
0 10 20 30 40 50 60 70 80 90 100
HGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023-08-14 37630.123 Storm .stm
oo �
o�
u)LO
f� N
O (D O O
Elev. (ft) o w � OD 0
o -6W o wW
caE > E �
199.00 199.00
196.00 196.00
193.00 193.00
190.00 190.00
187.00 187.00
.470Lf-2 0.86%
184.00 184.00
0 10 20 30 40 50 60 70 80 90 100
HGL Reach (ft)
Storm Sewers