SW6240707_Stormwater Report_20241001

•
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
STORMWATER REPORT
CIRCLE K — HSD ADDITION 2723051
FAYETTEVILLE, NORTH CAROLINA
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MARCH 27, 2024
PREPARED FOR:
Circle K Stores Inc
1100 Situs Ct Suite 100
Raleigh, NC 27606
PREPARED BY:
Timmons Group, NC License No. 023728
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
www.tmmons.corn

Circle K—HSD Addition 2723051
Fayetteville, NC
Project Number: 37630.130
Table of Contents
Stormwater Narrative 1
Project Background 1
Proposed Project Description 1
Proposed Stormwater Management 1
Stormwater Runoff Control 1
TSS Removal 1
Methodology for Stormwater Modeling 1
Hydrology 1
Hydraulics 2
Pre & Post Development Runoff Summary 2
Reference Material 3
NOAA Rainfall Data 3
USGS Map 3
FEMA Map 3
Soil Survey Map 3
Pre/Post Development Drainage Area Maps 3
Peak Flow Analysis 4
Hydraflow Report 4
SCM Design Calculations 5
Wet Pond Worksheet 5
Outlet Protection Calculations 5
Stormwater Supplement Forms 5
Stormwater Operations & Maintenance Agreement 6
Hydraulic Grade Line Calculations 7
Q10 Analysis 7
Q100 Analysis 7

Circle K—HSD Addition 2723051
Fayetteville, NC
Project Number: 37630.130
Stormwater Narrative
Project Background
The Circle K— HSD Addition 2723051 project is located at 3123 Murphy Rd, Fayetteville, North Carolina. The
property identification numbers (PINs) are 0468-26-5272 and 0468-36-1026. The site consists of approximately
6.27 acres and has an existing Circle K convenience store, gas canopy & parking. FIRM Panel 3720046800J
indicates the site is located within a special flood hazard area (Zone AE).
Proposed Project Description
This project consists of expanding the existing development to include high speed diesel and associated truck
parking & utilities.
The proposed development will increase the onsite impervious cover from 0.94 ac to 2.17 ac (including 0.05 ac
future impervious).
Proposed Stormwater Management
This site has a proposed wet pond to meet the NCDEQ stormwater requirements. To the maximum extent
possible, the new BUA is directed toward the proposed wet pond.
Stormwater Runoff Control
One wet pond is proposed to improve the quantity and quality of stormwater runoff for the site in compliance
with NCDEQ rules & regulations. The SCM has been designed for 85% TSS removal in accordance with the
NCDEQ Minimum Design Criteria.
TSS Removal
The NCDEQ MDC requirement of 85% Total Suspended Solid removal requirement has been exceeded by the
proposed wet pond facility.
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 facility and outlet structure.
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. 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.
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TIMMONS GROUP 1 I www.timmons.com
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Circle K—HSD Addition 2723051
Fayetteville, NC
Project Number: 37630.130
Hydraulics
Computer simulated reservoir routing using Hydraflow modeling software was completed for the 1-year, 2-year,
10-year, 25-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-year storm event equal to or less than pre-
development levels.
Pre & Post Development Runoff Summary
Site Condition Storm Event (cfs)
1-year (cfs) 2-year (cfs) 10-year (cfs) 100-year (cfs)
Pre-Development 5.620 8.868 20.67 44.72
Post-Development 9.130 12.68 25.00 49.25
without Detention
Post Development 4.497 7.814 20.92 47.80
with Detention
�••••.•
• •
TIMMONS GROUP 21 www.timmons.com
YOUR VISION ACIIILVLO THROUGH OURS.

Circle K—HSD Addition 2723051
Fayetteville, NC
Project Number:37630.130
Reference Material
NOAA Rainfall Data
USGS Map
FEMA Map
Soil Survey Map
Pre/Post Development Drainage Area Maps
••••s••
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TIMMONS GROUP 3 I www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

1/24/24,9:45 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
"rt°` Location name: Eastover,North Carolina, USA* '�- ''*
1Latitude:35.0828°, Longitude:-78.7845° E nonn
Elevation: 127 ft** i
C *source:ESRI Map s "w '�
e"T8°`' **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)1 1
Average recurrence interval(years)
Duration
1 _ 2 5 10 25 50 _ 100 200 _ 500 1000
5-min 0.432 0.510 0.595 0.661 0.741 0.801 0.859 0.915 0.986 1.04
(0.392-0.479) (0.462-0.565) (0.540-0.659) (0.598-0.731) (0.667-0.818) (0.719-0.880) (0.767-0.943) (0.813-1.00) (0.868-1.08) (0.911-1.14)
10-min 0.690 0.815 0.953 1.06 1.18 1.28 1.36 1.45 1.56 1.64
(0.627-0.765) (0.739-0.903) (0.864-1.06) (0.956-1.17) (1.06-1.30) (1.14-1.40) (1.22-1.50) (1.29-1.59) (1.37-1.71) (1.44-1.80)
15-min 0.863 1.02 1 1.21 I 1.34 1.50 I 1.62 1.72 1.83 1.96 2.06
(0.783-0.956) (0.930-1.14) (1.09-1.34) (1.21-1.48) (1.35-1.65) (1.45-1.78) (1.54-1.89) (1.62-2.01) (1.73-2.15) (1.80-2.26)
30-min 1.18 1.42 1.71 1.94 2.22 2.43 2.64 2.85 I 3.12 3.33
(1.07-1.31) (1.28-1.57) (1.55-1.90) (1.75-2.14) (2.00-2.45) (2.18-2.67) (2.36-2.90) (2.53-3.12) (2.75-3.42) (2.92-3.66)
60-min 1.48 1.78 2.20 2.52 2.95 3.30 3.64 3.99 4.48 4.87
(1.34-1.63) (1.61-1.97) I (1.99-2.43) i (2.28-2.79) (2.66-3.26) 1 (2.96-3.62) 1 (3.25-4.00) (3.55-4.38) (3.95-4.91) (4.26-5.34)
2-hr 1.72 2.09 2.64 I 3.07 3.65 4.12 4.60 5.10 5.78 6.33
(1.53-1.98) (1.86-2.40) (2.34-3.02) (2.71-3.52) (3.21-4.19) (3.61-4.72) (4.01-5.27) (4.42-5.84) (4.96-6.61) (5.39-7.24)
3-hr 1.83 2.21 2.81 3.29 3.97 4.52 5.11 5.73 6.61 7.33
(1.63-2.11) (1.97-2.55) (2.49-3.23) (2.92-3.79) (3.49-4.56) (3.95-5.19) (4.44-5.86) (4.94-6.56) (5.63-7.57) (6.18-8.38)
6-hr 2.18 2.64 3.35 3.94 4.76 5.44 6.17 6.94 8.05 8.96
(1.95-2.47) (2.36-2.99) (2.99-3.79) (3.50-4.46) (4.20-5.37) (4.78-6.14) (5.37-6.94) (5.99-7.80) (6.85-9.03) (7.54-10.0)
12-hr 2.57 3.11 3.97 4.69 5.71 6.57 7.48 8.48 9.92 11.1
(2.30-2.90) (2.78-3.52) (3.54-4.49) (4.16-5.29) (5.02-6.41)_ (5.74-7.35) (6.48-8.36) (7.27-9.46) (8.38-11.1) (9.28-12.4)
24-hr 3.04 3.69 4.72 5.56 I 6.76 7.74 8.78 1 9.89 11.5 12.8
(2.82-3.30) (3.42-4.01) (4.37-5.13) (5.13-6.04) (6.20-7.33) (7.06-8.40) (7.97-9.53) (8.93-10.7) (10.3-12.5) (11.3-13.9)
2-day 3.52 4.26 5.40 6.33 7.65 8.72 9.86 11.1 12.8 14.2
(3.27-3.80) (3.96-4.60) (5.01-5.84) (5.86-6.84) (7.04-8.25) (7.99-9.41) (8.98-10.6) (10.0-12.0) (11.5-13.9) (12.6-15.4)
3-day 3.73 4.51 5.69 6.64 7.98 9.07 10.2 11.4 13.1 14.5
(3.48-4.02) (4.20-4.86) (5.28-6.12) I (6.16-7.14) I (7.36-8.58) (8.33-9.76) (9.33-11.0) I (10.4-12.3)I (11.8-14.2) (13.0-15.8)
4-day 3.95 4.76 5.97 6.95 8.31 9.42 10.6 11.8 I 13.5 14.9
(3.69-4.24) (4.45-5.12) (5.56-6.41) (6.45-7.45) (7.68-8.92) (8.67-10.1) (9.68-11.4) (10.7-12.7) (12.2-14.6) (13.4-16.2)
7-day 4.58 5.50 6.82 7.88 9.34 10.5 11.7 13.0 14.8 16.2
(4.27-4.93) (5.12-5.92) (6.34-7.35) (7.31-8.47) (8.63-10.0) (9.68-11.3) (10.8-12.6) (11.9-14.0) (13.4-16.0) (14.6-17.6)
10-day 5.24 6.27 7.65 8.73 10.2 11.4 I 12.6 13.8 15.5 16.9
(4.91-5.60) (5.87-6.70) (7.15-8.17) (8.15-9.32) (9.49-10.9) (10.6-12.2) (11.6-13.5) (12.7-14.8) (14.2-16.7) (15.3-18.2)
20-day 7.04 8.36 10.0 11.4 13.2 14.6 16.0 17.5 19.5 21.1
(6.62-7.51) (7.86-8.93) (9.42-10.7) (10.6-12.1) (12.3-14.0) (13.6-15.6) (14.9-17.1) (16.2-18.7) (17.9-20.9) (19.3-22.7)
30-day 8.78 10.4 12.3 13.7 15.6 17.1 18.6 20.1 22.1 23.6
(8.28-9.35) (9.79-11.1) (11.5-13.1) (12.9-14.6) (14.6-16.7) 1 (16.0-18.3) (17.3-19.9) (18.7-21.5) (20.4-23.7) (21.7-25.4)
45-day 11.1 13.1 15.2 16.9 19.0 20.6 22.3 23.9 26.0 27.6
(10.5-11.8) (12.4-13.9) (14.4-16.2) (15.9-17.9) (17.9-20.2) (19.4-21.9) (20.8-23.6) (22.3-25.4)I (24.1-27.7) (25.5-29.5)
60-day 13.4 15.7 18.1 19.9 22.2 23.9 25.7 27.4 29.6 31.2
(12.7-14.1) 1 (14.9-16.6) I (17.1-19.1) 1 (18.8-20.9) (21.0-23.4) I (22.6-25.3) I (24.1-27.1) (25.7-29.0) (27.6-31.4) (29.1-33.2)
1 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(PMP)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://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.0828&Ion=-78.7845&data=depth&units=english&series=pds 1/4

1/24/24,9:44 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
"rt°` Location name: Eastover,North Carolina, USA* '�� ''*
Latitude:35.0828°, Longitude:-78.7845° E nonn
Elevation: 127 ft**pIf
i,
C *source:ESRI Ma s ,
e"T8°`' **source:USGS •"`"ro.c.
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
1 2 5 10 25 50 100 200 500 1000
5-min 5.18 6.12 7.14 7.93 8.89 9.61 10.3 11.0 11.8 12.5
(4.70-5.75) (5.54-6.78) (6.48-7.91) (7.18-8.77) (8.00-9.82) (8.63-10.6) (9.20-11.3) (9.76-12.0) (10.4-13.0) (10.9-13.7)
10-min 4.14 4.89 5.72 6.34 7.09 7.66 8.19 8.70 9.35 9.84
(3.76-4.59) (4.43-5.42) (5.18-6.34) (5.74-7.01) (6.38-7.82) (6.87-8.41) (7.31-8.99) (7.73-9.54) (8.24-10.3) (8.61-10.8)
15-min 3.45 4.10 4.82 5.35 5.99 6.46 6.90 7.32 7.85 8.24
(3.13-3.82) (3.72-4.54) (4.37-5.34) (4.84-5.92) (5.39-6.60) (5.80-7.10) (6.16-7.58) (6.50-8.02) (6.91-8.60) (7.20-9.04)
30-min 2.37 2.83 3.43 3.88 4.44 4.86 5.29 5.70 6.25 6.67
(2.15-2.62) (2.57-3.14) (3.11-3.80) (3.50-4.29) (3.99-4.89) (4.37-5.35) (4.72-5.80) (5.06-6.25) (5.50-6.84) (5.83-7.32)
60-min 1.48 1.78 2.20 2.52 2.95 3.30 3.64 3.99 4.48 4.87
(1.34-1.63) (1.61-1.97) (1.99-2.43) (2.28-2.79) (2.66-3.26) (2.96-3.62) (3.25-4.00) (3.55-4.38) (3.95-4.91) (4.26-5.34)
2-hr 0.859 1.04 1.32 1.53 1.82 2.06 2.30 2.55 2.89 3.16
(0.764-0.990) (0.928-1.20) (1.17-1.51) (1.36-1.76) (1.61-2.09) (1.81-2.36) (2.00-2.64) (2.21-2.92) (2.48-3.30)_ (2.69-3.62)
3-hr 0.608 0.736 0.934 1.10 1.32 1.51 1.70 1.91 2.20 2.44
(0.542-0.702) (0.655-0.850) (0.829-1.08) (0.971-1.26) (1.16-1.52) (1.32-1.73)_ (1.48-1.95) (1.64-2.18) (1.87-2.52) (2.06-2.79)
6-hr 0.363 0.441 0.559 0.657 0.794 0.909 1.03 1.16 1.34 1.50
(0.325-0.412) (0.394-0.499) (0.498-0.633) (0.585-0.744) (0.702-0.896) (0.797-1.02) (0.896-1.16) (0.999-1.30) (1.14-1.51) (1.26-1.68)
12-hr 0.213 0.258 0.329 0.389 0.473 0.545 0.621 0.703 0.823 0.923
(0.190-0.241) (0.230-0.291) (0.293-0.372) (0.345-0.438) (0.416-0.532) (0.476-0.610) (0.537-0.693) (0.603-0.784) (0.695-0.917) (0.769-1.02)
24-hr 0.126 0.153 0.196 0.231 0.281 0.322 0.365 0.411 0.477 0.531
(0.117-0.137) (0.142-0.167) (0.182-0.213) (0.213-0.251) (0.258-0.305) (0.294-0.349) (0.332-0.397) (0.372-0.447) (0.427-0.520) (0.472-0.580)
2-day 0.073 0.088 0.112 0.131 r 0.159 0.181 0.205 r 0.230 r 0.266 0.295
(0.068-0.079) (0.082-0.095) (0.104-0.121) (0.122-0.142)(0.146-0.171) (0.166-0.195) (0.186-0.221) (0.208-0.249) (0.238-0.288) (0.262-0.321)
3-day 0.051 0.062 0.079 0.092 0.110 0.125 0.141 0.158 0.182 0.201
(0.048-0.055) (0.058-0.067) (0.073-0.085) (0.085-0.099) (0.102-0.119) (0.115-0.135) (0.129-0.152) (0.144-0.171) (0.164-0.197) (0.180-0.219)
4-day 0.041 0.049 0.062 0.072 0.086 0.098 0.110 0.122 0.140 0.155
(0.038-0.044) (0.046-0.053) (0.057-0.066) (0.067-0.077) (0.080-0.092) (0.090-0.105) (0.100-0.118) (0.111-0.132) (0.127-0.152) (0.139-0.168)
7-day 0.027 0.032 0.040 0.046 0.055 0.062 0.069 0.077 0.088 0.096
(0.025-0.029) (0.030-0.035) (0.037-0.043) (0.043-0.050) (0.051-0.059) (0.057-0.067) (0.064-0.075) (0.070-0.083) (0.079-0.095) (0.086-0.104)
10-day 0.021 0.026 0.031 0.036 0.042 0.047 0.052 0.057 0.064 0.070
(0.020-0.023) (0.024-0.027) (0.029-0.034) (0.033-0.038) (0.039-0.045) (0.043-0.050) (0.048-0.056) (0.052-0.061) (0.059-0.069) (0.063-0.075)
20-day 0.014 0.017 0.020 0.023 0.027 0.030 0.033 0.036 0.040 0.043
(0.013-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.025) (0.025-0.029) (0.028-0.032) (0.030-0.035) (0.033-0.039) (0.037-0.043) (0.040-0.047)1
30-day 0.012 0.014 0.017 0.019 0.021 0.023 0.025 0.027 0.030 0.032
(0.011-0.012) (0.013-0.015) (0.016-0.018) (0.017-0.020) (0.020-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029) (0.028-0.032) (0.030-0.035)
45-day 0.010 0.012 0.014 0.015 0.017 0.019 0.020 0.022 0.024 0.025
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.018) (0.017-0.020) (0.019-0.021) (0.020-0.023) (0.022-0.025) (0.023-0.027)
60-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.020 I 0.021
(0.008-0.009) (0.010-0.011) (0.011-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.020) (0.019-0.021) (0.020-0.023)
1 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(PMP)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://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.0828&Ion=-78.7845&data=intensity&units=english&series=pds 1/4

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authoritative NFHL web services provided by FEMA.This map
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A \� reflect changes or amendments subsequent to this date and
/ , / time.The NFHL and effective information may change or
(4/ tek% �� becomesupersededbynewdataovertime.41116 .1111111'1117
Q This map image is void if the one or more of the following map
elements do not appear:basemap imagery,flood zone labels,
9 � / i legend,scale bar,map creation date,community identifiers,
1 1 / �c 78°47'8"W 35°4'S4"N FIRM panel number,and FIRM effective date.Map images for
Feet 1.V 00o unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

Custom Soil Resource Report
m Map—Hydrologic Soil Group
701240 701280 701320 701360 701400 701440 701480 701520 701560 701600 701640 701680
35°5'13'N / _! •' A 5'13"N
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3 3
4- Map Scale:1:2,100 if printed on A landscape(11"x 8.5")sheet. 4-
Meters
N 0 30 60 120 180
Feet
0 100 200 400 600
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
15

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) CID 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
I Water Features
A/D misunderstanding of the detail of mapping and accuracy of soil
1 Streams and Canals line placement.The maps do not show the small areas of
I I B
Transportation contrasting soils that could have been shown at a more detailed
I B/D scale.
1-FF Rails
I C
^,/ Interstate Highways
C/D Please rely on the bar scale on each map sheet for map
ti US Routes measurements.
D Major Roads
Not rated or not available Source of Map: Natural Resources Conservation Service
Local Roads Web Soil Survey URL:
Soil Rating Lines Background Coordinate System: Web Mercator(EPSG:3857)
• Ael Aerial Photography
Maps from the Web Soil Survey are based on the Web Mercator
. • 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
....we B/D accurate calculations of distance or area are required.
✓ w c
This product is generated from the USDA-NRCS certified data as
• r C/D of the version date(s)listed below.
. r D
Soil Survey Area: Cumberland County,North Carolina
• Not rated or not available Survey Area Data: Version 25,Sep 13,2023
Soil Rating Points
A Soil map units are labeled(as space allows)for map scales
1:50,000 or larger.
▪ 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.
16

Custom Soil Resource Report
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
LbB Lakeland-Urban land A 5.9 69.5%
complex, 1 to 8
percent slopes
Wo Woodington loamy sand A/D 2.6 30.5%
Totals for Area of Interest 8.5 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff:None Specified
Tie-break Rule: Higher
17

SCS Weighted Curve Numbers-Pre-Development �y
DA 1.0(Analysis Point A) �_(\• O,R.- ,0
Category °CNi N(Ac) CNi xAi \- < (\>
Lawns/Managed Open Space(A Soils) 68 0.50 34 �/O/\ .\�
Impervious 98 0.93 91 ` �'�v
1.43 125 \N
\ \ Ca- 1(C z Ai) = 88 (9
FA,
DA 1.1(Analysis Point B)
Category 'CNI Ai(Ac) CNi x Ai i e
Lawns/Managed Open Space(A Soils) 68 0.93 63
\ \ \ Woods(A Soils) 30 0.09 3
\ \ Impervious 98 0.01 1 ry
1.03 67 i z�,
it t 3
c= F(G,x Ai) = 65 a wa
Z
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1LL w Category *[Ni Ai(AC) [NizA; ,� -
in 0
' woods(A son:) 38 Ls7 47 Z/11iNiNit.„
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\ ` / Lawns/Managetl Open Space(D Soils) 89 0.01 1\ \ . / 3.81 216F
kL \I \ FAQ �
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// / e- /�// Q / i I� - - \ IMPERVIOUS AREA
/ ,/ / }, , ,' / / DESIGNED BY
q� DA1.1-TO ANALYSIS POINT B i///'ii C �_\\" //' s •• 332
//$`��\ ' 11l11\\\ • ‘' / ' / ..V- VV0 BD ������ DRAINAGE AREA BOUNDARY
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P.BARBEAU
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DA 2.0(To Wet Pond)
Category *CIA A(Ac) CNi x A a " `'O A'y
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. '�' 1 3.06 181
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• QI FA, 59
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WESTERN PROPERTY LINE d /^ ��\ \\ 03/04/2024
// i/-'\\ ©� _ Q,.Q / __ i \ DRAWN BY
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L

Circle K—HSD Addition 2723051
Fayetteville, NC
Project Number: 37630.130
Peak Flow Analysis
Hydraflow Report
�..••••
• • •
TIMMONS GROUP 4 1 www.timmons.com
YOUR VISION ACHIwto THROUGH OURS.

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
c_rm1
5
EVPI
1i 14
V
15
Legend
Hyd. Origin Description
1 SCS Runoff DA 1.0(Analysis Point A)
2 SCS Runoff DA 1.1 (Analysis Point B)
3 SCS Runoff DA 1.2(Analysis Point C)
5 Combine Total Pre-Development
7 SCS Runoff DA2.0(To Wet Pond)
8 Reservoir Wet Pond
9 SCS Runoff DA2.1 (Bypass to Analysis Point A)
10 Combine Analysis Point A Total
11 SCS Runoff DA2.2(To Analysis Point B)
12 SCS Runoff DA 2.3(To Analysis Point C)
14 Combine Total Post-Development
15 Combine Post-Development without Detention
Project: Eastover NC - 2024-03-27.gpw Wednesday, 03/27/2024

Hydraflow Table of Contents Eastover NC-2024-03-27.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, DA 1.0 (Analysis Point A). 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, DA 1.1 (Analysis Point B) 6
Hydrograph No. 3, SCS Runoff, DA 1.2 (Analysis Point C) 7
TR-55 Tc Worksheet 8
Hydrograph No. 5, Combine, Total Pre-Development 9
Hydrograph No. 7, SCS Runoff, DA2.0 (To Wet Pond). 10
Hydrograph No. 8, Reservoir, Wet Pond 11
Hydrograph No. 9, SCS Runoff, DA2.1 (Bypass to Analysis Point A) 12
Hydrograph No. 10, Combine, Analysis Point A Total 13
Hydrograph No. 11, SCS Runoff, DA2.2 (To Analysis Point B) 14
Hydrograph No. 12, SCS Runoff, DA 2.3 ( To Analysis Point C) 15
TR-55 Tc Worksheet 16
Hydrograph No. 14, Combine, Total Post-Development 17
Hydrograph No. 15, Combine, Post-Development without Detention 18
2 - Year
Summary Report 19
Hydrograph Reports 20
Hydrograph No. 1, SCS Runoff, DA 1.0 (Analysis Point A). 20
Hydrograph No. 2, SCS Runoff, DA 1.1 (Analysis Point B) 21
Hydrograph No. 3, SCS Runoff, DA 1.2 (Analysis Point C) 22
Hydrograph No. 5, Combine, Total Pre-Development 23
Hydrograph No. 7, SCS Runoff, DA2.0 (To Wet Pond). 24
Hydrograph No. 8, Reservoir, Wet Pond 25
Hydrograph No. 9, SCS Runoff, DA2.1 (Bypass to Analysis Point A). 26
Hydrograph No. 10, Combine, Analysis Point A Total 27
Hydrograph No. 11, SCS Runoff, DA2.2 (To Analysis Point B) 28
Hydrograph No. 12, SCS Runoff, DA 2.3 ( To Analysis Point C) 29
Hydrograph No. 14, Combine, Total Post-Development 30
Hydrograph No. 15, Combine, Post-Development without Detention 31
10 - Year
Summary Report 32
Hydrograph Reports 33
Hydrograph No. 1, SCS Runoff, DA 1.0 (Analysis Point A) 33
Hydrograph No. 2, SCS Runoff, DA 1.1 (Analysis Point B) 34
Hydrograph No. 3, SCS Runoff, DA 1.2 (Analysis Point C) 35
Hydrograph No. 5, Combine, Total Pre-Development 36
Hydrograph No. 7, SCS Runoff, DA2.0 (To Wet Pond). 37
Hydrograph No. 8, Reservoir, Wet Pond 38

Contents continued... Eastover NC-2024-03-27.gpw
Hydrograph No. 9, SCS Runoff, DA2.1 (Bypass to Analysis Point A) 39
Hydrograph No. 10, Combine, Analysis Point A Total 40
Hydrograph No. 11, SCS Runoff, DA2.2 (To Analysis Point B) 41
Hydrograph No. 12, SCS Runoff, DA 2.3 ( To Analysis Point C) 42
Hydrograph No. 14, Combine, Total Post-Development 43
Hydrograph No. 15, Combine, Post-Development without Detention 44
25 - Year
Summary Report 45
Hydrograph Reports 46
Hydrograph No. 1, SCS Runoff, DA 1.0 (Analysis Point A) 46
Hydrograph No. 2, SCS Runoff, DA 1.1 (Analysis Point B) 47
Hydrograph No. 3, SCS Runoff, DA 1.2 (Analysis Point C) 48
Hydrograph No. 5, Combine, Total Pre-Development 49
Hydrograph No. 7, SCS Runoff, DA2.0 (To Wet Pond). 50
Hydrograph No. 8, Reservoir, Wet Pond 51
Hydrograph No. 9, SCS Runoff, DA2.1 (Bypass to Analysis Point A). 52
Hydrograph No. 10, Combine, Analysis Point A Total 53
Hydrograph No. 11, SCS Runoff, DA2.2 (To Analysis Point B) 54
Hydrograph No. 12, SCS Runoff, DA 2.3 ( To Analysis Point C) 55
Hydrograph No. 14, Combine, Total Post-Development 56
Hydrograph No. 15, Combine, Post-Development without Detention 57
100 - Year
Summary Report 58
Hydrograph Reports 59
Hydrograph No. 1, SCS Runoff, DA 1.0 (Analysis Point A). 59
Hydrograph No. 2, SCS Runoff, DA 1.1 (Analysis Point B) 60
Hydrograph No. 3, SCS Runoff, DA 1.2 (Analysis Point C) 61
Hydrograph No. 5, Combine, Total Pre-Development 62
Hydrograph No. 7, SCS Runoff, DA2.0 (To Wet Pond). 63
Hydrograph No. 8, Reservoir, Wet Pond 64
Hydrograph No. 9, SCS Runoff, DA2.1 (Bypass to Analysis Point A). 65
Hydrograph No. 10, Combine, Analysis Point A Total 66
Hydrograph No. 11, SCS Runoff, DA2.2 (To Analysis Point B) 67
Hydrograph No. 12, SCS Runoff, DA 2.3 ( To Analysis Point C) 68
Hydrograph No. 14, Combine, Total Post-Development 69
Hydrograph No. 15, Combine, Post-Development without Detention 70
IDF Report 71

2
Hydrograph Return Period Recap 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 4.413 5.750 9.607 12.07 16.17 DA 1.0(Analysis Point A)
2 SCS Runoff 0.828 1.446 3.570 5.096 7.862 DA 1.1 (Analysis Point B)
3 SCS Runoff 0.752 2.161 8.195 12.86 21.56 DA 1.2(Analysis Point C)
5 Combine 1,2,3, 5.620 8.868 20.67 29.24 44.72 Total Pre-Development
7 SCS Runoff 4.787 6.139 10.01 12.47 16.57 DA2.0(To Wet Pond)
8 Reservoir i 7 0.690 2.044 6.211 9.930 14.42 Wet Pond
9 SCS Runoff 3.923 4.887 7.627 9.368 12.28 DA2.1 (Bypass to Analysis Point A)
10 Combine 8,9 3.947 5.785 12.86 18.11 26.15 Analysis Point A Total
11 SCS Runoff 1 0.006 0.078 0.941 1.718 3.238 DA2.2(To Analysis Point B)
12 SCS Runoff 0.927 2.250 7.389 11.29 18.48 DA 2.3(To Analysis Point C)
14 Combine 8,9, 11, 4.497 7.814 20.92 30.90 47.80 Total Post-Development
12,
15 Combine 7,9, 11, 9.130 12.68 25.00 33.72 49.25 Post-Development without Detention
12,
Proj. file: Eastover NC- 2024-03-27.gpw Wednesday, 03/27/2024

Pond Report 12
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Pond No. 1 - Wet Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=110.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 110.00 3,916 0 0
1.00 111.00 4,489 4,203 4,203
2.00 112.00 5,023 4,756 8,959
3.00 113.00 5,585 5,304 14,263
4.00 114.00 6,170 5,878 20,140
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 1.00 0.00 0.00 Crest Len(ft) = 14.00 20.00 2.00 0.00
Span(in) = 24.00 1.00 0.00 0.00 Crest El.(ft) = 112.00 113.00 111.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 109.50 110.00 0.00 0.00 Weir Type = 1 Broad Rect ---
Length(ft) = 50.15 0.50 0.00 0.00 Multi-Stage = Yes No Yes No
Slope(%) = 1.00 1.00 0.00 n/a Riser Emergency Notch
N-Value = .013 .013 .013 n/a Spillway Weir in
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Riser
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Riser Water ;ulvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Barrel Quality
Orifice
Stage(ft) Stage/Discharge Elev(ft)
4.00 114.00
3.00 113.00
ir ____
2.00 112.00
I
1.00 111.00
0.00 110.00
0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00
Total Q Discharge(cfs)

3
Hydrograph Summary Report Hydraflow 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 4.413 2 716 9,021 DA 1.0(Analysis Point A)
2 SCS Runoff 0.828 2 718 1,838 DA 1.1 (Analysis Point B)
3 SCS Runoff 0.752 2 722 3,567 DA 1.2(Analysis Point C)
5 Combine 5.620 2 718 14,427 1,2,3, Total Pre-Development
7 SCS Runoff 4.787 2 716 9,903 DA2.0(To Wet Pond)
8 Reservoir 0.690 2 728 9,595 7 111.21 5,216 Wet Pond
9 SCS Runoff 3.923 2 716 8,455 DA2.1 (Bypass to Analysis Point A)
10 Combine 3.947 2 716 18,049 8,9 Analysis Point A Total
11 SCS Runoff 0.006 2 798 201 DA2.2(To Analysis Point B)
12 SCS Runoff 0.927 2 722 3,515 DA 2.3(To Analysis Point C)
14 Combine 4.497 2 718 21,765 8,9, 11, Total Post-Development
12,
15 Combine 9.130 2 718 22,074 7,9, 11, Post-Development without Detention
12,
Eastover NC - 2024-03-27.gpw Return Period: 1 Year Wednesday, 03/27/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 1
DA 1.0 (Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 4.413 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 9,021 cuft
Drainage area = 1.430 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.500 x 49)+(0.940 x 98)]/1.430
DA 1.0 (Analysis Point A)
Q (cfs) Hyd. No. 1 -- 1 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
Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
DA 1.0 (Analysis Point A)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 58.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.69 0.00 0.00
Land slope (%) = 8.60 0.00 0.00
Travel Time (min) = 3.29 + 0.00 + 0.00 = 3.29
Shallow Concentrated Flow
Flow length (ft) = 221.00 0.00 0.00
Watercourse slope (%) = 1.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.16 0.00 0.00
Travel Time (min) = 1.70 + 0.00 + 0.00 = 1.70
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 5.00 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 2
DA 1.1 (Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 0.828 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,838 cuft
Drainage area = 1.030 ac Curve number = 65*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.940 x 49)+(0.070 x 98)]/1.030
DA 1.1 (Analysis Point B)
Q (cfs) Hyd. No. 2 -- 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. 2 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 3
DA 1.2 (Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 0.752 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 3,567 cuft
Drainage area = 3.810 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.60 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1.2 (Analysis Point C)
Q (cfs) Hyd. No. 3 -- 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
.1111
0.00 . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

8
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 3
DA 1.2 (Analysis Point C)
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) = 3.69 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 5.24 + 0.00 + 0.00 = 5.24
Shallow Concentrated Flow
Flow length (ft) = 485.00 0.00 0.00
Watercourse slope (%) = 2.20 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.39 0.00 0.00
Travel Time (min) = 3.38 + 0.00 + 0.00 = 3.38
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 8.60 min

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 5
Total Pre-Development
Hydrograph type = Combine Peak discharge = 5.620 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 14,427 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 6.270 ac
Total Pre-Development
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 T 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. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 7
DA2.0 (To Wet Pond)
Hydrograph type = SCS Runoff Peak discharge = 4.787 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 9,903 cuft
Drainage area = 1.440 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.0 (To Wet Pond)
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
1
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 7 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 8
Wet Pond
Hydrograph type = Reservoir Peak discharge = 0.690 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 9,595 cuft
Inflow hyd. No. = 7 - DA2.0 (To Wet Pond) Max. Elevation = 111.21 ft
Reservoir name = Wet Pond Max. Storage = 5,216 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
\hi*
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 5,216 cuft

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 9
DA2.1 (Bypass to Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 3.923 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 8,455 cuft
Drainage area = 1.040 ac Curve number = 94
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1 (Bypass to Analysis Point A)
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
Hyd No. 9 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 10
Analysis Point A Total
Hydrograph type = Combine Peak discharge = 3.947 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 18,049 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 1.040 ac
Analysis Point A Total
Q (cfs) Hyd. No. 10 -- 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. 10 — Hyd No. 8 Hyd No. 9

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 11
DA2.2 (To Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 0.006 cfs
Storm frequency = 1 yrs Time to peak = 798 min
Time interval = 2 min Hyd. volume = 201 cuft
Drainage area = 0.730 ac Curve number = 49
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2 (To Analysis Point B)
Q (cfs) Hyd. No. 11 -- 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 0.01
r-- --- -----1
0.00 - 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 12
DA 2.3 ( To Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 0.927 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 3,515 cuft
Drainage area = 3.060 ac Curve number = 59
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2.3 ( To Analysis Point C)
Q (cfs) Hyd. No. 12 -- 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. 12 Time (min)

16
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 12
DA 2.3 ( To Analysis Point C)
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) = 3.69 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 5.24 + 0.00 + 0.00 = 5.24
Shallow Concentrated Flow
Flow length (ft) = 345.00 0.00 0.00
Watercourse slope (%) = 2.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.70 0.00 0.00
Travel Time (min) = 2.13 + 0.00 + 0.00 = 2.13
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 7.40 min

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 14
Total Post-Development
Hydrograph type = Combine Peak discharge = 4.497 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 21,765 cuft
Inflow hyds. = 8, 9, 11, 12 Contrib. drain. area = 4.830 ac
Total Post-Development
Q (cfs) Hyd. No. 14 -- 1 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
Time (min)
Hyd No. 14 Hyd No. 8 Hyd No. 9 Hyd No. 11
Hyd No. 12

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 15
Post-Development without Detention
Hydrograph type = Combine Peak discharge = 9.130 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 22,074 cuft
Inflow hyds. = 7, 9, 11, 12 Contrib. drain. area = 6.270 ac
Post-Development without Detention
Q (cfs) Hyd. No. 15-- 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
Time (min)
Hyd No. 15 Hyd No. 7 Hyd No. 9 Hyd No. 11
Hyd No. 12

19
Hydrograph Summary Report Hydraflow 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 5.750 2 716 11,887 DA 1.0(Analysis Point A)
2 SCS Runoff 1.446 2 718 2,993 DA 1.1 (Analysis Point B)
3 SCS Runoff 2.161 2 720 6,764 DA 1.2(Analysis Point C)
5 Combine 8.868 2 718 21,643 1,2,3, Total Pre-Development
7 SCS Runoff 6.139 2 716 12,870 DA2.0(To Wet Pond)
8 Reservoir 2.044 2 724 12,559 7 111.45 6,338 Wet Pond
9 SCS Runoff 4.887 2 716 10,692 DA2.1 (Bypass to Analysis Point A)
10 Combine 5.785 2 718 23,252 8,9 Analysis Point A Total
11 SCS Runoff 0.078 2 720 535 DA2.2(To Analysis Point B)
12 SCS Runoff 2.250 2 720 6,354 DA 2.3(To Analysis Point C)
14 Combine 7.814 2 718 30,140 8,9, 11, Total Post-Development
12,
15 Combine 12.68 2 718 30,451 7,9, 11, Post-Development without Detention
12,
Eastover NC - 2024-03-27.gpw Return Period: 2 Year Wednesday, 03/27/2024

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 1
DA 1.0 (Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 5.750 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 11,887 cuft
Drainage area = 1.430 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.00 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.500 x 49)+(0.940 x 98)]/1.430
DA 1.0 (Analysis Point A)
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
6.00 I 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. 1 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 2
DA 1.1 (Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 1.446 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,993 cuft
Drainage area = 1.030 ac Curve number = 65*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.940 x 49)+(0.070 x 98)]/1.030
DA 1.1 (Analysis Point B)
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
2.00 2.00
1.00 - ' 1.00
0.00 - I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 3
DA 1.2 (Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 2.161 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 6,764 cuft
Drainage area = 3.810 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.60 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1.2 (Analysis Point C)
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
3.00 - 3.00
•
•
2.00 - 2.00
•
•
1.00 - •
1.00
•
0.00 k 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 5
Total Pre-Development
Hydrograph type = Combine Peak discharge = 8.868 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 21,643 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 6.270 ac
Total Pre-Development
Q (cfs) Hyd. No. 5-- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
I
4.00 - 4.00
:::
2.00
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 7
DA2.0 (To Wet Pond)
Hydrograph type = SCS Runoff Peak discharge = 6.139 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 12,870 cuft
Drainage area = 1.440 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.0 (To Wet Pond)
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
E
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. 7 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 8
Wet Pond
Hydrograph type = Reservoir Peak discharge = 2.044 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 12,559 cuft
Inflow hyd. No. = 7 - DA2.0 (To Wet Pond) Max. Elevation = 111.45 ft
Reservoir name = Wet Pond Max. Storage = 6,338 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
7.00 7.00
6.00 I 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 6,338 cuft

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 9
DA2.1 (Bypass to Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 4.887 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 10,692 cuft
Drainage area = 1.040 ac Curve number = 94
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1 (Bypass to Analysis Point A)
Q (cfs) Hyd. No. 9-- 2 Year Q (cfs)
5.00 - , — 5.00
4.00 4.00
E
3.00 3.00
2.00 2.00
I
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 10
Analysis Point A Total
Hydrograph type = Combine Peak discharge = 5.785 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 23,252 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 1.040 ac
Analysis Point A Total
Q (cfs) Hyd. No. 10 -- 2 Year Q (cfs)
6.00 I 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. 10 Hyd No. 8 Hyd No. 9

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 11
DA2.2 (To Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 0.078 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 535 cuft
Drainage area = 0.730 ac Curve number = 49
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2 (To Analysis Point B)
Q (cfs) Hyd. No. 11 -- 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. 11 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 12
DA 2.3 ( To Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 2.250 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 6,354 cuft
Drainage area = 3.060 ac Curve number = 59
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2.3 ( To Analysis Point C)
Q (cfs) Hyd. No. 12 -- 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. 12 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 14
Total Post-Development
Hydrograph type = Combine Peak discharge = 7.814 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 30,140 cuft
Inflow hyds. = 8, 9, 11, 12 Contrib. drain. area = 4.830 ac
Total Post-Development
Q (cfs) Hyd. No. 14 -- 2 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
Time (min)
Hyd No. 14 Hyd No. 8 Hyd No. 9 Hyd No. 11
Hyd No. 12

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 15
Post-Development without Detention
Hydrograph type = Combine Peak discharge = 12.68 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 30,451 cuft
Inflow hyds. = 7, 9, 11, 12 Contrib. drain. area = 6.270 ac
Post-Development without Detention
Q (cfs) Hyd. No. 15-- 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 1560
Time (min)
Hyd No. 15 Hyd No. 7 Hyd No. 9 Hyd No. 11
Hyd No. 12

32
Hydrograph Summary Report Hydraflow 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 9.607 2 716 20,455 DA 1.0(Analysis Point A)
2 SCS Runoff 3.570 2 718 7,139 DA 1.1 (Analysis Point B)
3 SCS Runoff 8.195 2 720 19,576 DA 1.2(Analysis Point C)
5 Combine 20.67 2 718 47,170 1,2,3, Total Pre-Development
7 SCS Runoff 10.01 2 716 21,651 DA2.0(To Wet Pond)
8 Reservoir 6.211 2 720 21,335 7 111.95 8,724 Wet Pond
9 SCS Runoff 7.627 2 716 17,205 DA2.1 (Bypass to Analysis Point A)
10 Combine 12.86 2 718 38,540 8,9 Analysis Point A Total
11 SCS Runoff 0.941 2 718 2,164 DA2.2(To Analysis Point B)
12 SCS Runoff 7.389 2 720 17,372 DA 2.3(To Analysis Point C)
14 Combine 20.92 2 718 58,077 8,9, 11, Total Post-Development
12,
15 Combine 25.00 2 718 58,392 7,9, 11, Post-Development without Detention
12,
Eastover NC - 2024-03-27.gpw Return Period: 10 Year Wednesday, 03/27/2024

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 1
DA 1.0 (Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 9.607 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 20,455 cuft
Drainage area = 1.430 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.500 x 49)+(0.940 x 98)]/1.430
DA 1.0 (Analysis Point A)
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
10.00 10.00
8.00 ( 8.00
6.00 - 6.00
4.00 - 4.00
2.00r°.../**---. 2.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 1 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 2
DA 1.1 (Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 3.570 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 7,139 cuft
Drainage area = 1.030 ac Curve number = 65*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.940 x 49)+(0.070 x 98)]/1.030
DA 1.1 (Analysis Point B)
Q (cfs) Hyd. No. 2 -- 10 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. 2

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 3
DA 1.2 (Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 8.195 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 19,576 cuft
Drainage area = 3.810 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.60 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1.2 (Analysis Point C)
Q (cfs) Hyd. No. 3 -- 10 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. 3 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 5
Total Pre-Development
Hydrograph type = Combine Peak discharge = 20.67 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 47,170 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 6.270 ac
Total Pre-Development
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
21.00 I 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 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 7
DA2.0 (To Wet Pond)
Hydrograph type = SCS Runoff Peak discharge = 10.01 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 21,651 cuft
Drainage area = 1.440 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.0 (To Wet Pond)
Q (cfs) Hyd. No. 7 -- 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. 7 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 8
Wet Pond
Hydrograph type = Reservoir Peak discharge = 6.211 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 21,335 cuft
Inflow hyd. No. = 7 - DA2.0 (To Wet Pond) Max. Elevation = 111.95 ft
Reservoir name = Wet Pond Max. Storage = 8,724 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 8 -- 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. 8 Hyd No. 7 111111111 Total storage used = 8,724 cuft

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 9
DA2.1 (Bypass to Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 7.627 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 17,205 cuft
Drainage area = 1.040 ac Curve number = 94
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1 (Bypass to Analysis Point A)
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
8.00 - 8.00
6.00 ` 6.00
4.00 4.00
2.00 2.00
0.00 i--.7 -'---." .
. 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 10
Analysis Point A Total
Hydrograph type = Combine Peak discharge = 12.86 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 38,540 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 1.040 ac
Analysis Point A Total
Q (cfs) Hyd. No. 10 -- 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. 10 Hyd No. 8 Hyd No. 9

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 11
DA2.2 (To Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 0.941 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,164 cuft
Drainage area = 0.730 ac Curve number = 49
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2 (To Analysis Point B)
Q (cfs) Hyd. No. 11 -- 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 1440 1560
Hyd No. 11 Time (min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 12
DA 2.3 ( To Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 7.389 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 17,372 cuft
Drainage area = 3.060 ac Curve number = 59
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2.3 ( To Analysis Point C)
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 - 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 14
Total Post-Development
Hydrograph type = Combine Peak discharge = 20.92 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 58,077 cuft
Inflow hyds. = 8, 9, 11, 12 Contrib. drain. area = 4.830 ac
Total Post-Development
Q (cfs) Hyd. No. 14 -- 10 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 1440 1560
Time (min)
Hyd No. 14 Hyd No. 8 Hyd No. 9 Hyd No. 11
Hyd No. 12

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 15
Post-Development without Detention
Hydrograph type = Combine Peak discharge = 25.00 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 58,392 cuft
Inflow hyds. = 7, 9, 11 , 12 Contrib. drain. area = 6.270 ac
Post-Development without Detention
Q (cfs) Hyd. No. 15 -- 10 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
- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 15 Hyd No. 7 Hyd No. 9 Hyd No. 11
Hyd No. 12

45
Hydrograph Summary Report Hydraflow 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 12.07 2 716 26,087 DA 1.0(Analysis Point A)
2 SCS Runoff 5.096 2 718 10,229 DA 1.1 (Analysis Point B)
3 SCS Runoff 12.86 2 720 29,806 DA 1.2(Analysis Point C)
5 Combine 29.24 2 718 66,122 1,2,3, Total Pre-Development
7 SCS Runoff 12.47 2 716 27,384 DA2.0(To Wet Pond)
8 Reservoir 9.930 2 720 27,067 7 112.12 9,616 Wet Pond
9 SCS Runoff 9.368 2 716 21,413 DA2.1 (Bypass to Analysis Point A)
10 Combine 18.11 2 718 48,479 8,9 Analysis Point A Total
11 SCS Runoff 1.718 2 718 3,604 DA2.2(To Analysis Point B)
12 SCS Runoff 11.29 2 720 26,003 DA 2.3(To Analysis Point C)
14 Combine 30.90 2 718 78,086 8,9, 11, Total Post-Development
12,
15 Combine 33.72 2 718 78,404 7,9, 11, Post-Development without Detention
12,
Eastover NC - 2024-03-27.gpw Return Period: 25 Year Wednesday, 03/27/2024

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 1
DA 1.0 (Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 12.07 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 26,087 cuft
Drainage area = 1.430 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.00 min
Total precip. = 6.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.500 x 49)+(0.940 x 98)]/1.430
DA 1.0 (Analysis Point A)
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 - - 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 1 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 2
DA 1.1 (Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 5.096 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 10,229 cuft
Drainage area = 1.030 ac Curve number = 65*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.940 x 49)+(0.070 x 98)]/1.030
DA 1.1 (Analysis Point B)
Q (cfs) Hyd. No. 2 -- 25 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 - s - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 3
DA 1.2 (Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 12.86 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 29,806 cuft
Drainage area = 3.810 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.60 min
Total precip. = 6.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1.2 (Analysis Point C)
Q (cfs) Hyd. No. 3 -- 25 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. 3 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 5
Total Pre-Development
Hydrograph type = Combine Peak discharge = 29.24 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 66,122 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 6.270 ac
Total Pre-Development
Q (cfs) Hyd. No. 5-- 25 Year Q (cfs)
30.00 I 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 7
DA2.0 (To Wet Pond)
Hydrograph type = SCS Runoff Peak discharge = 12.47 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 27,384 cuft
Drainage area = 1.440 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.0 (To Wet Pond)
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 - 2.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 7 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 8
Wet Pond
Hydrograph type = Reservoir Peak discharge = 9.930 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 27,067 cuft
Inflow hyd. No. = 7 - DA2.0 (To Wet Pond) Max. Elevation = 112.12 ft
Reservoir name = Wet Pond Max. Storage = 9,616 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 8 -- 25 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 I - 4.00
2.00 2.00
0.00 -, — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 9,616 cuft

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 9
DA2.1 (Bypass to Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 9.368 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 21,413 cuft
Drainage area = 1.040 ac Curve number = 94
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1 (Bypass to Analysis Point A)
Q (cfs) Hyd. No. 9-- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00r°°.°/*---- 2.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 9 Time (min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 10
Analysis Point A Total
Hydrograph type = Combine Peak discharge = 18.11 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 48,479 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 1.040 ac
Analysis Point A Total
Q (cfs) Hyd. No. 10 --25 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 1440
Time (min)
Hyd No. 10 Hyd No. 8 Hyd No. 9

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 11
DA2.2 (To Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 1.718 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,604 cuft
Drainage area = 0.730 ac Curve number = 49
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2 (To Analysis Point B)
Q (cfs) Hyd. No. 11 --25 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. 11 Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 12
DA 2.3 ( To Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 11.29 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 26,003 cuft
Drainage area = 3.060 ac Curve number = 59
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 6.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2.3 ( To Analysis Point C)
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 N 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 14
Total Post-Development
Hydrograph type = Combine Peak discharge = 30.90 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 78,086 cuft
Inflow hyds. = 8, 9, 11, 12 Contrib. drain. area = 4.830 ac
Total Post-Development
Q (cfs) Hyd. No. 14 --25 Year Q (cfs)
35.00 - 35.00
30.00 30.00
25.00 25.00
20.00T 20.00
15.00 15.00
10.00 10.00
5.00 5.00
r _
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. 8 Hyd No. 9 Hyd No. 11
Hyd No. 12

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 15
Post-Development without Detention
Hydrograph type = Combine Peak discharge = 33.72 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 78,404 cuft
Inflow hyds. = 7, 9, 11, 12 Contrib. drain. area = 6.270 ac
Post-Development without Detention
Q (cfs) Hyd. No. 15 --25 Year Q (cfs)
35.00 1 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 7 Hyd No. 9 Hyd No. 11
Hyd No. 12

58
Hydrograph Summary Report Hydraflow 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 16.17 2 716 35,681 DA 1.0(Analysis Point A)
2 SCS Runoff 7.862 2 716 15,892 DA 1.1 (Analysis Point B)
3 SCS Runoff 21.56 2 720 49,356 DA 1.2(Analysis Point C)
5 Combine 44.72 2 718 100,929 1,2,3, Total Pre-Development
7 SCS Runoff 16.57 2 716 37,118 DA2.0(To Wet Pond)
8 Reservoir 14.42 2 718 36,798 7 112.27 10,382 Wet Pond
9 SCS Runoff 12.28 2 716 28,519 DA2.1 (Bypass to Analysis Point A)
10 Combine 26.15 2 718 65,316 8,9 Analysis Point A Total
11 SCS Runoff 3.238 2 718 6,516 DA2.2(To Analysis Point B)
12 SCS Runoff 18.48 2 720 42,307 DA 2.3(To Analysis Point C)
14 Combine 47.80 2 718 114,139 8,9, 11, Total Post-Development
12,
15 Combine 49.25 2 718 114,460 7,9, 11, Post-Development without Detention
12,
Eastover NC - 2024-03-27.gpw Return Period: 100 Year Wednesday, 03/27/2024

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 1
DA 1.0 (Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 16.17 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 35,681 cuft
Drainage area = 1.430 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 5.00 min
Total precip. = 8.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.500 x 49)+(0.940 x 98)]/1.430
DA 1.0 (Analysis Point A)
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
18.00 - - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 1 Time (min)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 2
DA 1.1 (Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 7.862 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 15,892 cuft
Drainage area = 1.030 ac Curve number = 65*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.940 x 49)+(0.070 x 98)]/1.030
DA 1.1 (Analysis Point B)
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
8.00 - p 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. 2 Time (min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 3
DA 1.2 (Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 21.56 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 49,356 cuft
Drainage area = 3.810 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.60 min
Total precip. = 8.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1.2 (Analysis Point C)
Q (cfs) Hyd. No. 3 -- 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 1440 1560
Hyd No. 3 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 5
Total Pre-Development
Hydrograph type = Combine Peak discharge = 44.72 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 100,929 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 6.270 ac
Total Pre-Development
Q (cfs) Hyd. No. 5 -- 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 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 7
DA2.0 (To Wet Pond)
Hydrograph type = SCS Runoff Peak discharge = 16.57 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 37,118 cuft
Drainage area = 1.440 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.0 (To Wet Pond)
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
18.00 18.00
15.00 15.00
1
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. 7 Time (min)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 8
Wet Pond
Hydrograph type = Reservoir Peak discharge = 14.42 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 36,798 cuft
Inflow hyd. No. = 7 - DA2.0 (To Wet Pond) Max. Elevation = 112.27 ft
Reservoir name = Wet Pond Max. Storage = 10,382 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 8 -- 100 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
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 10,382 cuft

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 9
DA2.1 (Bypass to Analysis Point A)
Hydrograph type = SCS Runoff Peak discharge = 12.28 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 28,519 cuft
Drainage area = 1.040 ac Curve number = 94
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.1 (Bypass to Analysis Point A)
Q (cfs) Hyd. No. 9 -- 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
Hyd No. 9 Time (min)

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 10
Analysis Point A Total
Hydrograph type = Combine Peak discharge = 26.15 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 65,316 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 1.040 ac
Analysis Point A Total
Q (cfs) Hyd. No. 10 -- 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 i 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. 10 - Hyd No. 8 Hyd No. 9

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 11
DA2.2 (To Analysis Point B)
Hydrograph type = SCS Runoff Peak discharge = 3.238 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,516 cuft
Drainage area = 0.730 ac Curve number = 49
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2.2 (To Analysis Point B)
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 — 2.00
1.00 1.00
0.00 — J s — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 12
DA 2.3 ( To Analysis Point C)
Hydrograph type = SCS Runoff Peak discharge = 18.48 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 42,307 cuft
Drainage area = 3.060 ac Curve number = 59
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 8.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2.3 ( To Analysis Point C)
Q (cfs) Hyd. No. 12 -- 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 1440 1560
Hyd No. 12 Time (min)

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 14
Total Post-Development
Hydrograph type = Combine Peak discharge = 47.80 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 114,139 cuft
Inflow hyds. = 8, 9, 11 , 12 Contrib. drain. area = 4.830 ac
Total Post-Development
Q (cfs) Hyd. No. 14 -- 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 I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 14 Hyd No. 8 Hyd No. 9 Hyd No. 11
Hyd No. 12

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Hyd. No. 15
Post-Development without Detention
Hydrograph type = Combine Peak discharge = 49.25 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 114,460 cuft
Inflow hyds. = 7, 9, 11 , 12 Contrib. drain. area = 6.270 ac
Post-Development without Detention
Q (cfs) Hyd. No. 15 -- 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 1320 1440 1560
Time (min)
— Hyd No. 15 Hyd No. 7 Hyd No. 9 Hyd No. 11
Hyd No. 12

71
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/27/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 65.1414 12.6000 0.8832
2 73.3619 12.5000 0.8681
3 0.0000 0.0000 0.0000
5 79.9135 12.9000 0.8376
10 81.4959 12.7000 0.8110
25 73.0190 11.5000 0.7516
50 61.5350 9.8000 0.6891
100 59.4652 9.3000 0.6591
File name:37630-130 Eastover 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 5.17 4.15 3.48 3.00 2.65 2.37 2.15 1.97 1.82 1.69 1.58 1.48
2 6.11 4.92 4.13 3.57 3.15 2.83 2.57 2.36 2.18 2.02 1.89 1.78
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 7.13 5.80 4.92 4.28 3.81 3.43 3.13 2.88 2.67 2.49 2.33 2.20
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 8.88 7.28 6.22 5.46 4.89 4.44 4.08 3.78 3.52 3.30 3.12 2.95
50 9.61 7.86 6.73 5.93 5.33 4.86 4.48 4.16 3.90 3.67 3.47 3.30
100 10.30 8.45 7.26 6.42 5.79 5.29 4.89 4.56 4.27 4.03 3.82 3.64
Tc=time in minutes.Values may exceed 60.
Precip.file name:S:\332\43398-Wheeler_Tract\Calc\Stm\1_Hydraflow\43398.pcp
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 3.04 3.69 0.00 0.00 5.56 6.76 0.00 8.78
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—HSD Addition 2723051
Fayetteville, NC
Project Number:37630.130
SCM Design Calculations
Wet Pond Worksheet
Outlet Protection Calculations
Stormwater Supplement Forms
.•••s••
•
TIMMONS GROUP 51 www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

•
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Circle K-HSD Addition 2723051 Project No.: 37630.130
Calculated By: April Blye Date: 03/28/2024
Wet Pond Design Calculations SCM 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 Lots 1.20 0.00
Impervious R/W 0.00
Managed Pervious 0.24
Wooded 0.00
Subtotal 0.00
Streets and SW
Description Length Imp/Ft Total Area
0 0 0.00
0.00
Subtotal 0.00
Other
Total to Pond 1.44
Pond Basin CN Grand 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 (Forebay&Main Pond Combined)
Offsite Impervious Area 0.00
Onsite Impervious Area 1.20 Average Depth(ft)= 3.0
Total Impervious Area 1.20 SA/DA Ratio= 3.02
Required SA(ft2)= 1,894
Total Drainage Area To SCM 1.44 SA as Shown(ft2)= 3,980
Percent Impervious Area 83% SA/DA Ratio from latest NCDENR BMP Manual

SA/DA Pond Volumes and Areas (Below Permanent/Normal Pool)
Elevation ' Main Forebay Depth Main Forebay Total
(ft) Area(sf) Area(sf) (ft) Inc.Vol(cf) Inc.Vol(cf) Vol(cf)
103.0 Bottom of Sediment Storage
104.0 87 - 0.0 Top of Sediment Storage
105.0 279 1.0 183 0 183
106.0 585 20 2.0 432 10 625
107.0 942 100 3.0 764 60 1,449
108.0 1,345 208 4.0 1,144 154 2,746
109.0 1,796 353 5.0 1,571 281 4,597
110.0 3,193 787 6.0 2,495 570 7,662
Total 6.0 6,587 1,075 7,662
Verify the Forebay Volume Is Approximately(15%-20%)of the Permanent Pool Volume. 16%
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)
110.0 3,980 0.00 Permanent Pool Elevation Notes
111.0 4,480 - 1.00 4,230 4,230 WQE/TPE
112.0 5,002 - 2.00 4,741 8,971
113.0 5,546 - 3.00 5,274 14,245
114.0 6,113 - 4.00 5,830 20,075
- 0.00 0 20,075
- 0.00 0 20,075
0.00 0 20,075
Verify the Average Depth of Pool (Dave)-Equation 3.
davg=[Vperm pool-[0.5 x Depth max over shelf X Perimeter perm pool X Width submerged part of shelf]/Abottom of shelf
Vperm= 6,587 C.F.(Main Pond)
Abottom shelf= 1,796 S.F.(Main Pond)
Depth of Water over shelf 1.0 FT
Perimeter perm pool= 293 L.F.(Main Pond)
Width submerged part of shelf= 6.0 FT
Davg= 3.18 FT
Depth for SA/DA= 3.00 FT(Round Da,down to nearest 0.5 ft)
1.0"Water Quality Runoff Volume Calculation
Using the runoff volume calculations in the"Simple Method"as described by Schueler(1987)
Where: Rv= Runoff Coefficient, in/in
I=Percent Impervious 1= 83.3%
Rv=0.05+0.009(1) Rv= 0.800
1.0 inch runoff volume(Required)
Runoff volume,S=(Design rainfall)(Rv)(Drainage Area)
Design Rainfall= 1.0 inch
Drainage Area= 1.44 acres
Storage Required= 4,182 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 3,980 4,480 4,230 111.00
Size Water Quality Orifice for(2-5) Day Drawdown for 1" Runoff Volume
Q,.,=CdA(2gh)1R2 (Orifice Equation;Cd=0.60)
1.00 Orfice Diameter(inches)
0.32 Driving Head to Centroid of Orfice(ft)(H/3)
0.01 Q1.0"Drawdown Rate(cfs)
4,230 Water Quality Volume(VwQ)
VwQ/(Q1"x 86,400) Drawdown Time(days)
3.3 Drawdown Time(days)(2-5 days)

Pond/Riser Data& Elevations
Pond Type Wet Detention
TSS Removal
Top of Pond/Berm 114.00 ft
Secondary Spillway Width 20.00 ft
Bottom of Secondary Spillway 113.00 ft
Top of Riser 112.00 ft
Riser Type/Size 4x4 ft
Top of Water Quality/Temp Pool Elev n/a ft
Top of Shelf 110.00 ft
Permanent Pool Elevation(Normal Pool) 110.00 ft
Orifice Elevation&Size 110.00 ft 1.00 in
Secondary Orifice Elevation&Size n/a ft n/a in
Bottom of Shelf 109.00 ft
Top of Sediment Storage/Pond Bottom 104.00 ft
Bottom of Sediment Storage 103.00 ft (Min 1 ft)
Invert Out of Riser 109.50 ft
Outlet Pipe Size 24.00 in Diameter RCP
Outlet Pipe Length&Slope 50.15 ft 1.00 %
Downstream Outlet Elevation _ 109.00 ft
1 Yr Water Surface Elev/Peak Flow(CFS) 111.21 ft 0.69 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 111.95 ft 6.21 CFS
25 Yr Water Surface Elev Peak Flow(CFS) 112.12 ft 9.93 CFS
100 Yr Water Surface Elev Peak Flow(CFS) 112.27 ft 14.42 CFS
Pond Detail
Top of Riser: 112.00 - 1 in Orifice Elev
110.00 10'Berm 114.00
Spillway 113.00
100 Yr 112.27
25 Yr 112.12
10 Yr 111.95
2 Yr 111.21
Pond Bottom
104.00
See Plan for A
accurate outlet design
Inv Out:
109.00
Diss Pad
Perm Pool Sediment Bottom Invert Out: 109.50IL 50.15 LF of 24"RCP @
110.00 103.00 ft Base: 108.50 1.00%
Anti-Bouyancy Calculations for the Riser Structure
Riser Dimensions Weight of Structure Displaced Volume
Outside Width 5.00 ft Walls= 3,375 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 2.50 ft Outlet Pipe= 471 LBS
Base Thick'(ft) 1.00 ft WQ Orifice= 1 LBS Add 15%Factor of Safety
Wall Thick'(ft) 1.00 ft
Ext Base(ft) 0.00 ft Weir#1 = 300 LBS V= 63 C.F.
Areas Removed from Riser Weir#2= 0 LBS Disp.Water= 3,900 LBS
Outlet Pipe 3.14 ft Weir#3= 0 LBS 15%F.S.= 585 LBS
WQ Orifice 0.01 ft Weir#4= 0 LBS
Orifice#1 2.00 ft Other#1 = 0 LBS Saftety Factor 62.90%
Orifice#2 0.00 ft
Orifice#3 0.00 ft Weight= 6,353 LBS Weight= 4,485 LBS
Orifice#4 0.00 ft Precast Concrete Riser Structure to be 4 ft x 4 ft x 2.5 ft Tall,With a 1 ft Thick Concrete
Other 0.00 ft Ballast

` ••••• PROJECT NAME
• • 4 Circle K- HSD Addition 2723051
CALCULATED BY T I M M O N S GROUP PROJECT NUMBER
Alex May ENGINEERING I DESIGN I TECHNOLOGY 37630.130
Pipe Outlet Protection (NYDOT Method)
Structure Name: FES100
Pipe Diameter= 24 in From Fig. 8.06.c: ZONE = 2
Pipe Slope = 0.01 ft/ft
Mannings n = 0.013 Rip Rap Class = B
Velocity Flowing Full = 7.22 fps Apron Thickness = 18 in
Apron Length = 12.0 ft
Apron Width = 3xDia.= 6.0 ft
From Fig. 8.06.e: 1goppg•pg•gm
4•�•�•�•�•�•�•4 s
Length
Structure Name: FES102
Pipe Diameter= 24 in From Fig. 8.06.c: ZONE = 2
Pipe Slope = 0.009 ft/ft
Mannings n = 0.013 Rip Rap Class = B
Velocity Flowing Full = 6.85 fps Apron Thickness = 18 in
Apron Length = 12.0 ft
Apron Width = 3xDia.= 6.0 ft
From Fig. 8.06.e:
S
Y3
Length
Structure Name: FES110
Pipe Diameter= 15 in From Fig. 8.06.c: ZONE = 1
Pipe Slope = 0.005 ft/ft
Mannings n = 0.013 Rip Rap Class = A
Velocity Flowing Full = 3.73 fps Apron Thickness = 12 in
Apron Length = 5.0 ft
Apron Width = 3xDia.= 3.8 ft
From Fig. 8.06.e: ���••••••••••0
LATEST REVISION: 3/27/2024 3:39 PM

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Circle K-HSD Addition 2723051
2 Project Area(ac) 6.27
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(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 System
12 Bioretention Cell
13 Wet Pond 1
14 Stormwater Wetland
15 Permeable Pavement
16 :Sand Filter
17 Rainwater Harvesting(RWH)
18 Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale
22 Dry Pond
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Patrick Barbeau,PE
28 Organization: Timmons Group
29 Street address: 5410 Trinity Rd Suite 102
30 City,State,Zip: Raleigh,NC 27607
31 Phone numbers): 919-866-4512
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
Ai�� CAR.. ("4
A, a-% '
1 4(60-C
SEALl i Signature of Designer
• 27370
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 4
3 Does this project have low density 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
N/A(Bypass N/A(Bypass N/A(Bypass
4 Type of SCM Wet Pond DA2.1) DA2.2) DA2.3)
5 Total drainage area(sq ft) 273058 62833 45158 31661 133406
6 Onsite drainage area(sq ft) 273058 62833 45158 31661 133406
7 Offsite drainage area(sq ft) 0 0 0 0 0
8 Total BUA in project(sq ft) 94261 sf 51875 sf 41585 sf 801 sf sf
New BUA on subdivided lots(subject to
9 permitting)(sq ft)
New BUA not on subdivided lots(subject to
10 permitting)(sf) 94261 sf 51875 sf 41585 sf 801 sf sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) 79099 sf 48155 sf 30944 sf sf sf
-Sidewalk(sq ft) 2499 sf 1542 sf 156 sf 801 sf sf
-Roof(sq ft) 10485 sf sf 10485 sf sf sf
-Roadway(sq ft) sf sf sf sf sf
-Future(sq ft) _ 2178 sf _ 2178 sf sf 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
15 permitting)(sq ft)
16 Existing BUA that is already permitted(sq ft) _ 40715 sf 40114 sf 601 sf sf
17 Existing BUA that will be removed(sq ft) _ 551 sf 70 sf 481 sf
18 Percent BUA 35% _ 83% 92% 3% 0%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) 4230 cf
21 Calculation method for design volume 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 I
2 Minimum required treatment volu me cu ft) 4182 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)? 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered Yes
side slopes?
Are the inlets,outlets,and receiving stream protected from erosion
7(10-year storm)? Yes
8 Is there an overflow or bypass for inflow volume in excess of the Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? _ Yes
12 Does the drainage easement comply with General MDC(9)? Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with N/A
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? _ Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM desi ned b an NC licensed rofessional? Yes
WET POND MDC FROM 02H.1053
18 Sizing method used SA/DA
19 Has a stage/storage table been provided in the calculations? Yes
20 Elevation of the excavated main pool depth(bottom of sediment 104.00
removal)(fmsl)
i 21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 105.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 109.00
23 Elevation of the permanent pool(fmsl) 110.00 _
24 Elevation of the top of the vegetated shelf(fmsl) 110.00 _
25 Elevation of the temporary pool(fmsl) 111.00
26 Surface area of the main permanent pool(square feet) 2495
27 Volume of the main permanent pool(cubic feet) 6587 cf
28 Average depth of the main pool(feet) _ 3.00 ft
29 Average depth equation used - Equation 3
30 If using equation 3,main pool perimeter(feet) 293.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 6.0 ft
32 Volume of the forebay(cubic feet) 1075 cf
L33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 48 in
35 Design volume of SCM(cu ft) 4230 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 1 in
38 If weir,weir height(inches)
39 If weir,weir length(inches) _
40 Drawdown time for the temporary pool(days) 3.3 _
41 Are the inlet(s)and outlet located in a manner that avoids short- Yes
circuiting?
42 Are berms or baffles provided to improve the flow path? No
43 Depth of forebay at entrance(inches) 48 in
44 Depth of forebay at exit(inches) 36 in
45 Does water flow out of the forebay in a non-erosive manner? Yes
46 Width of the vegetated shelf(feet) 6 ft _
47 Slope of vegetated shelf(H:V) 6:1
48 Does the orifice drawdown from below the top surface of the Yes
permanent pool? -
49 Does the pond minimize impacts to the receiving channel from the 1- Yes
yr,24-hr storm? _
50 Are fountains proposed?(If Y,please provide documentation that No
MDC(9)is met.)
51 Is a trash rack or other device provided to protect the outlet system? Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
2

Circle K—HSD Addition 2723051
Fayetteville, NC
Project Number: 37630.130
Stormwater Operations & Maintenance Agreement
,•••s•.
.
TIMMONS GROUP 6 I www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

Operation & Maintenance Agreement
Project Name: Circle K - HSD Addition 2723051
Project Location: 3123 Murphy Rd, Fayetteville, NC 28312
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&corresponding O&M sheets will be added automatically):
Infiltration Basin Quantity: Location(s):
Infiltration Trench Quantity: Location(s):
Bioretention Cell Quantity: Location(s):
Wet Pond Quantity: 1 Location(s): Southeast corner 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: [e-mail]
L
Signature: ,./, Date: a a 1/
I, olotvi F. kind , a Notary Public for the State of 0644C 2cc-,i.A3
County of \k6411StV(3 , do hereby certify that McWAW - O-e—, fr•
personally appeared before me this -_- ___ day of cets Via,`4,1 l and
acknowledge the due execution of the Operations and aintenance reement . `J r
Witness my hand and official seal,
\--
ROBIN F. ALFORD
Notary Public, North Carolina
Johnston County
My Commission Expires
April 23,2028
s
Seal My commission expires 49rl1 A 01W
STORM-EZ ' 2/27/2024
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.
storage.
The forebay
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
50% of the area. Consult a professional to remove and control the algal growth.
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 location where it will not cause impacts to streams or the SCM.
The outlet device
The outlet device is Repair or replace the outlet device.
damaged.
Weeds or volunteer trees Remove the weeds or trees.
are growing on the mat.
Floating wetland island
(if applicable) The anchor cable is
damaged, disconnected or Restore the anchor cable to its design state.
missing.
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.
Wet Detention Pond Design Summary
Wet Pond Diagram
WET POND ID FOREBAY MAIN POND
1 Permanent Pool El. 111 Permanent Pool El. 111
Temporary Pool El: 112 Temporary Pool El: 112
Pretreatment other Clean Out Depth: 5 Clean Out Depth: 7
than forebay? No Sediment Removal El 106 Sediment Removal El 104
Has Veg.Filter? No Bottom Elevation: 107 Bottom Elevation: 105
ATTACH ADDITIONAL SHEETS IF NECESSARY
1

Circle K—HSD Addition 2723051
Fayetteville, NC
Project Number:37630.130
Hydraulic Grade Line Calculations
Q10 Analysis
Q100 Analysis
.••••••
•
TIMMONS GROUP 71 www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
CB107B
CB107A
CB108 4
5 CB106
3
CB105
2
Outfall
OCS101
■
1
•
Outfall
Project File: 37630.130 2024-03-27.stm Number of lines:6 Date: 3/27/2024
Storm Sewers v2023.00

Storm Sewer Tabulation 10-YEAR 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 (I) flow full
Line To [nor Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 50.148 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.04 22.58 3.91 24 1.00 109.00 109.50 109.41 110.00 111.00 113.00 101-100
2 End 23.153 0.01 1.28 0.95 0.01 1.22 5.0 6.3 6.9 8.35 21.02 2.66 24 0.86 107.00 107.20 110.00 110.03 109.25 116.66 105-outfall
3 2 88.861 0.24 1.15 0.95 0.23 1.09 5.0 5.3 7.2 7.84 9.96 4.44 18 0.90 107.70 108.50 110.15 110.65 116.66 113.55 106-105
4 3 76.092 0.45 0.91 0.95 0.43 0.86 5.0 5.0 7.3 6.27 6.62 5.11 15 1.05 108.70 109.50 110.80 111.52 113.55 113.50 107-106
5 2 51.517 0.12 0.12 0.95 0.11 0.11 5.0 5.0 7.3 0.83 17.99 1.77 15 7.76 108.00 112.00 110.15 112.36 116.66 116.77 108-105
6 4 5.130 0.46 0.46 0.95 0.44 0.44 5.0 5.0 7.3 3.18 12.75 2.59 15 3.90 109.60 109.80 111.72 111.73 113.50 113.55 107B-107A
Project File: 37630.130 2024-03-27.stm Number of lines:6 Run Date: 3/27/2024
NOTES:Intensity=71.44/(Inlet time+12.30)A 0.80; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile 10-YEAR Proj. file: 37630.130 2024-03-27.stm
o c _, O
c
Mo.;
Elev. (ft) g w c,2 g Q
o -ow o Li-0
m E j co E
121.00 121.00
118.00 . • 118.00
115.00 115.00
112.00 — 112.00
i
i
109.00 50i1481...1-24"@ 1-0824 • 109.00
106.00 1 106.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile 10-YEAR Proj. file: 37630.130 2024-03-27.stm
asN CO V Co
C 7 C 7 C 7 C 7
Lf) J 0 C J 0 C J 0 C J 0
O• M B O O 71- �0 O ��co �co
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Elev. (ft) O "' 700 �00 W 700 M 70
O W N �� . CO . O) .`-
O -6 W O L" iIi ,- u-' w W
co o c co E c E co E c E i E c E co E c
124.00 124.00
120.00 - 120.00
116.00 IM 116.00
mr_
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112.00 I- 112.00
11111111 76.09 - "Zc,1.05% _ma
108.00 108.00
I f?RRR11f-1: � �.'��0
. 30Lf-15"@ 3.90%
211 c i-24"@i I\86%
104.00 104.00
0 25 50 75 100 125 150 175 200
HGL EGL
Reach (ft)
Storm Sewers

Storm Sewer Profile 10-YEAR Proj. file: 37630.130 2024-03-27.stm
N
7 Lo j
O J Q C J O
M (gyp ' N-
O p O ( �O N O
o N- ,— (0 N.: N
co
cd (0
Elev. (ft) g w o N 7 o o
o . w o W W W o w W
as ,E j co E > ; as E >
128.00 128.00
123.00 - - • • • 123.00
118.00 118.00
113.00 113.00
51.;170-15„ C 7.76%
•'
108.00 108.00
23.153Lf-24"@ 0.86%
103.00 103.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Tabulation 100-YEAR 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 (I) flow full
Line To [nor Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 50.148 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 14.42 22.58 6.96 24 1.00 109.00 109.50 110.16 110.87 111.00 113.00 101-100
2 End 23.153 0.01 1.28 0.95 0.01 1.22 5.0 6.0 8.6 10.50 21.02 3.34 24 0.86 107.00 107.20 110.00 110.05 109.25 116.66 105-outfall
3 2 88.861 0.24 1.15 0.95 0.23 1.09 5.0 5.2 8.9 9.78 9.96 5.53 18 0.90 107.70 108.50 110.24 111.01 116.66 113.55 106-105
4 3 76.092 0.45 0.91 0.95 0.43 0.86 5.0 5.0 9.0 7.81 6.62 6.36 15 1.05 108.70 109.50 111.25 112.36 113.55 113.50 107-106
5 2 51.517 0.12 0.12 0.95 0.11 0.11 5.0 5.0 9.0 1.03 17.99 1.95 15 7.76 108.00 112.00 110.24 112.40 116.66 116.77 108-105
6 4 5.130 0.46 0.46 0.95 0.44 0.44 5.0 5.0 9.0 3.95 12.75 3.22 15 3.90 109.60 109.80 112.68 112.69 113.50 113.55 107B-107A
Project File: 37630.130 2024-03-27.stm Number of lines:6 Run Date: 3/27/2024
NOTES:Intensity=50.43/(Inlet time+9.00)^0.65; Return period=Yrs. 100 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile 100-YEAR Proj. file: 37630.130 2024-03-27.stm
c
oar -' o
Ma;
Elev. (ft) g w7 Q o
o -ow o ww
as ,E j co E
coo E cn EE
121.00 121.00
118.00 ' 118.00
115.00 ' 115.00
112.00 — 112.00
i
109.00 50.1481.1-24"@ 1-0824 . 109.00
106.00 106.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile 100-YEAR Proj. file: 37630.130 2024-03-27.stm
N
CCS
' 7Lo j
O J Q E E o
' I�
O 00 O �
M CD. O O
O ,- N- , OrW co ON
Elev. (ft) g w o N 7 o O
o -ow o Www o ww
cO ,E j co E > ; as E >
128.00 128.00
123.00 - - • • • 123.00
118.00 ' 118.00
113.00 113.00
108.00 • • 108.00
23.153Lf4"@ 0.86%
103.00 - 103.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile 100-YEAR Proj. file: 37630.130 2024-03-27.stm
f4 N CO V CO
C 7 C 7 C 7 C 7
�J J 0 C J Q C J O C J 0
O• M B O O 71- L 0 O (CO �co
O ,- N- ,- Orr O MWOo O co
0,O6 N M6)
Elev. (ft) O
O u7. C) 70 0
N . x—x— ( ‘—�00 067 00 0670
O _ ,- _ co O) —
O -p W W W W + _W
W W W
0 c o) E c E co E c E i E c E co E c
124.00 124.00
•
•
•
•
•
•
120.00 - • 120.00
•
•
•
•
•
•
•
116.00 — 116.00
r
- r�
112.00 — _�-- -
112.00
76.09 1.f15% '
108.00 108.00
tZRRR11f-1: q. �.'��o
— 5. 30Lf-15"@ 3.90%
211c31f-24"@I\86%
104.00 104.00
0 25 50 75 100 125 150 175 200
HGL EGL
Reach (ft)
Storm Sewers