SW6240608_Design Calculations_20240625

Bowman
NORTH CAROLINA
Caropines Phases 3A, 7A, and 14A
Avenue of the Carolinas
Southern Pines, Moore County, North Carolina
COORDINATE: 34°59'40.992"N, 79°8'54.9348"W
Project No: 2201 64-01 -01 2
Stormwater Design Report
Prepared By:
Bowman
NORTH CAROLINA
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
PREPARED FOR:
Carolina of SoPi, Inc.
Colin Webster Matt Lowder, PE
540 SW Broad Street NC License No. 24434
Southern Pines, NC 28387 0: [phone]
[phone] [e-mail]
MAY 29, 2024
Caropines Phases 3A, 7A, and 14A -Storm water Design Report 1 I P a g e

Bowman
NORTH CAROLINA
TABLE OF CONTENTS
Stormwater Management Narrative PAGE
• Project Description 3
• Watershed 3
• Floodplains 3
• Design Requirements 3
• Methodology 4
• Peak Runoff Analysis 4
Appendix A: Figures 6
• County Soil Survey
• Topography Map
• FEMA Flood Map No. 3710945600J
• Hydrologic Unit Code (HUC)
• Surface Water Classification Map
• NOAA Point Precipitation Frequency Estimates
• SHWT Estimation and Infiltration Testing Report
• Design Supplement
Appendix B: Infiltration Basin #1 7
• Drainage Area Map
• CN Values
• Infiltration Basin Design and Details
• Spillway Design
• Hydrographs
Appendix C: Infiltration Basin #2 8
• Drainage Area Map
• CN Values
• Infiltration Basin Design and Details
• Spillway Design
• Hydrographs
Appendix D: Infiltrating Wet Pond #3 9
• Drainage Area Map
• CN Values
• Wet Pond Design and Details
• Spillway Design
• Hydrographs
• Time of Concentration
Appendix E: Storm Drainage System 10
• 100 System
• 200 System
• 300 System
• Gutter Spread Calculations
• Grass Channel Calculations
Caropines Phases 3A, 7A, and 14A -Storm water Design Report 2 I P a g e

Bowman
NORTH CAROLINA
STORMWATER MANAGEMENT NARRATIVE
PROJECT DESCRIPTION
This report contains the storm water calculations for the proposed Caropines Phases 3A, 7A &
14A residential sites. Only 7 of the 24 lots in Phase 14A will be developed for this submission.
The project sites are located on Avenue of the Carolina and is currently undeveloped open space
and wooded land. The proposed project site consists of 9.708 acres. Approximately 8.67 acres
will be disturbed as part of this project for the construction of the on- and off-site
improvements.
The development of the site will result in 67,302sf (1.55ac, 15.92%) of impervious surfaces. There
is existing 12,000sf (0.28ac) of on-site impervious surfaces. There will be a net increase of
55,302sf (1.27ac) of impervious surfaces.
Soils located within the project site as defined by NRCS (National Resources Conservation
Service) are described in Table 1.
Table 1:Hydrologic Soil Groups
Group Description
CaC Candor Sand, 4 to 12 percent slopes
VaD Vaucluse Loamy Sand, 8 to 15 percent slopes
AeB Ailey Loamy Sand, 2 to 8 percent slopes
AeD Ailey Loamy Sand, 8 to 15 percent slopes
WATERSHED
There are no streams located on site. The site drains to Mill Creek in the Cape Fear River Basin.
FLOODPLAINS
The project is shown to be located in Zone 'X' per FEMA Panel 3710858300J located in Appendix
A. This zone has minimal flood risk.
DESIGN REQUIREMENTS
Stormwater design was based on the standards presented in the Town of Southern Pines Unified
Development Ordinance and the North Carolina Department of Environmental Quality (NC DEQ)
Stormwater Design Manual.
The Town and NC DEQ require that post-development discharge rates for the site are not to
exceed pre-development discharge rates for the one (1)-year, two (2)-year, and ten (10)-year
twenty-four (24)-hour duration storm event. The one hundred (100)-year twenty-four hour
duration storm event was also analyzed.
Stormwater control will be provided by two infiltration basins and one infiltrating wet pond as
part of the development.
Caropines Phases 3A, 7A, and 14A -Storm water Design Report 3 I P a g e

Bowman
NORTH CAROLINA
METHODOLOGY
Hydrology and storm water modeling calculations were performed using the latest version of
Hydraflow modeling software. Simulations were set up based on information provided within the
North Carolina Department of Environmental Quality (NC DEQ) Stormwater Design Manual.
The Soil Conservation Service (NRCS TR-55) hydrologic method was utilized for the estimation of
stormwater runoff peak rates and the generation of hydrographs for the routing of stormwater
flows. Input and results can be found summarized in tables throughout this report and in the
appendices.
PEAK RUNOFF ANALYSIS
• Pre-Development Conditions
The site is currently vacant with primarily wooded and open space, and some impervious area. For
the purposes of SCM design, three (3) drainage areas were analyzed in this report with their own
study point, composite runoff curve number and point of analysis.
The characteristics for the pre-development condition are shown in the table below and additional
calculations and drainage area maps can be found in Appendix B, C, and D.
Table 2:Pre-Development Drainage Area Summaries
Area
Composite Time of
Basin ID [acres] Curve Concentration
Number (CN) (Tc) [min.]
Pre-Developed DA #7 2.19 52.2 10.0
Pre-Developed DA #2 2.33 57.0 10.0
Pre-Developed DA #3 17.34 58.7 19.4
• Post-Development Conditions
The post-development condition contains three (3) drainage areas to the two infiltration basins
and one infiltrating wet pond. The drainage areas consist of the proposed residential
development. The drainage area collects runoff with curb inlets, and drainage pipes that connect
to the respective infiltration basin SCM.
The characteristics for the post-development condition are shown in the table below and
additional calculations and drainage area maps can be found in Appendix B, C, and D.
Table 3:Post Development Area Summaries
Area Composite Time of
Basin ID [acres] Curve Concentration
Number (CN) (Tc) [min.] —
Post-Developed DA #7 2.19 63.8 5.0 _
Post-Developed DA #2 2.33 73.7 5.0
Post-Developed DA #3 17.34 66.6 5.0
Caropines Phases 3A, 7A, and 14A -Stormwater Design Report 4

Bowman
[VonTbl CAROLINA
• Comparison of Peak Discharges
The pre- and post- development peak discharges are shown below. Full calculations and
hydrographs can be found in Appendix B, C, and D.
Table 4: Total Site Downstream Impact—Infiltration Basin#1
Pre-Dev. Post-Dev. w/o Detention Post-Dev. w/ Detention
Peak Discharge Rate _ Peak Discharge Rate Peak Discharge Rate
Storm Event (cfs) (cfs) (cfs)
1-yr 24-hr 0.083 _ 1.663 0.000
2-yr 24-hr 0.477 2.923 0.000
10-yr 24-hr 2.775 7.015 0.000
100-yr 24-hr 7.993 14.46 11.96
Table 5: Total Site Downstream Impact—Infiltration Basin#2
Pre-Dev. Post-Dev. w/o Detention Post-Dev. w/ Detention
Peak Discharge Rate Peak Discharge Rate Peak Discharge Rate
Storm Event (cfs) (cfs) (cfs)
1-yr 24-hr 0.437 3.773 0.000
2-yr 24-hr 1.187 5.504 0.000
10-yr 24-hr 4.263 10.70 0.201
100-yr 24-hr 10.43 19.63 18.13
Table 6: Total Site Downstream Impact—Infiltrating Wet Pond#3
Pre-Dev. Post-Dev. w/o Detention Post-Dev. w/ Detention
Peak Discharge Rate Peak Discharge Rate Peak Discharge Rate
Storm Event (cfs) (cfs) (cfs)
1-yr 24-hr 3.486 17.12 0.686
2-yr 24-hr _ 8.321 27.97 _ 2.638
10-yr 24-hr 27.40 62.08 23.75
100-yr 24-hr 65.58 123.58 101.15
Caropines Phases 3A, 7A, and 14A-Storm water Design Report 5 I P a g e

Bowman
NORTH CAROLINA
APPENDIX A
Figures
County Soil Survey
Topography Map
FEMA Flood Map
Hydrologic Unit Code (HUC)
Surface Classification Map
NOAA Point Precipitation Frequency Estimates
SHWT Estimation and Infiltration Testing Report
Design Supplement
Caropines Phases 3A, 7A, and 14A -Storm water Design Report 6 I P a g e

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Hydrologic Soil Group—Moore County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AeB Ailey loamy sand,2 to 8 B 2.3 8.4%
percent slopes
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AeD Ailey loamy sand,8 to B 4.7 16.7%
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CaC Candor sand,4 to 12 A 18.8 66.9%
percent slopes
VaB Vaucluse loamy sand,2 C 0.0 0.1%
to 8 percent slopes
VaD Vaucluse loamy sand,8 C 2.2 8.0%
to 15 percent slopes
Totals for Area of Interest 28.1 100.0%
i yl)‘ Natural Resources Web Soil Survey 4/292021
.d Conservation Service National Cooperative Soil Survey Page 3 of 4

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7/22/2021 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
Location name:Carthage,North Carolina,USA* r° `�
Latitude:35.2301°,Longitude:-79.3916° i num. 4
% Elevation:447.61 ft`" +�`-� 'source:ESRI Maps ln
"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
Duration Average recurrence interval(years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.442 1 0.522 0.606 0.668 0.738 0.788 0.833 0.874 0.921 0.957
1(0 402-0 489))(0.475-0 579) (0.550.0.672) (0.605-0.739) (0.665-0,815) (0.708-0 869) (0,744-0.919) (0.777-0.965) (0.811-1 02) (0.836.1.06)
10-min0.706 0.835 0.971 1.07 1.18 1.25 1.32 1.39 1.46 1.51
(0,642-0 782) (0.759-0.926) (0.881.1 08) (0 967.1 18) (1 06-1 30) (1.13-1 39) (1 18-1.46) (1.23-1.53) (1 28-1 61) (1,32-1,66)
15 ruin 0.882 1.05 1.23 1.35 1.49 1.59 1.67 1.75 1.83 1.89
(0 802-0.977) (0.954.1 16) (1 12-1 36) (1,22-1 49) (1 34-1 65) (1 43-1 75) (1.50-1.85) (1,55-1 93) (1 62-2.02) (1.65-2.09)
• 30-min 1.21 1.45 1.75 1.96 2.21 2.39 • 2.56 2.72 2.92 3.06
(1 10-1 34)- (1.32-1.61) (1.58-1.93) (1 77-2 17) (1.99.2.44) (2 15-2.64) (2.29-2.83) (2.42-3 00) (2.57-3 22) (2 66-3.38)
60-min 1.51 1.82 2.24 2.55 2.94 3.24 3.53 3.82 4.19 4.47
(1 37.1 67) (1 65-2.02) (2 03-2 48) (2 31-2 82) (2.65.325) (291.3 58) (3 15-3.90) (3.39.4.21) (3.69.4.62) (3.91.4.93)
2-hr 1.77 2.15 2.68 3.08 3.60 4.00 4.39 4.79 1 5.32 5.73
(1.60-1 98) (1.94-2 40) (2 42-2:99) (2.77-3.43) (3.22-4.01) (3 56-4 45) (3 89-4 89) (4.21-5 33) , (4.63.5.92) (4 94.6.38)
3-hr 1.88 2.28 2.85 3.30 3.90 4.38 4.86 5.37 6.06 6.61
(1 70-2 10) (2 06-2 54) (2.58-3.18) (2 98-3 67) (3.50-4 34) (3.90-4 86) (4 31-5 40) (4.71-5.95) (5.26.6 72) (5.67-7 34)
6-hr 2.24 2.71 3.40 3.94 4.68 5.27 5.88 6.51 7.39 8.09
(2.04.2-48) )2 47-3 00) (3.09-3,76) (3.56-4.35) (4.20-5 15) (4 70-5 80) (5.20.6.46) (5.71-7 15) (6.39-8 10) (6 91-8 88)
12-hr 2.65 3.20 4.03 4.70 5.63 6.38 7.16 7.99 9.16 10.1
_ (2 40-2.93) -(2,91-3 55) (3.66-4.47) _(4.24-5,20) (5.04-6 19) (5 67-7 01) (6 31-7.85) (6.97-8 76) (7.86-10.0) (8.55-11 1)
24-hr 3.10 3.74 4.71 5.47 6.51 7.34 8.19 9.07 10.3 11.2
(2 87-3.36) (3.47.4 07) (4 36-5 11) (5.05-5.94) (5.99-7 06) (6 74-7 96) (7.50.8.88) (8 28-9.82) (9 34-11 1) (10 2-12 2)
2-day 3.62 4.36 5.44 6.30 7.47 8.40 9.35 10.3 11.7 12.7
(3.36-3 91) (4.06-4 71) (5 06-5.89) (5.84-6.81) , (6.89.8.06) I (7 739 06) , (8.58.10 1) (9.45-11.2) (10 6-12.6) (11.5-13 8)
3-day 3.84 4.62 5.74 6.62 7.83 8.79 9.78 10.8 12.2 13.3
(3 58-4 13) (4.31-4.96) (5.34.6.16) (6.15-7.11) (7.25-8 41) (8 12-9 44) (9 00-10.5) (9.91-11 6) (11.1-13.1) (12 1-14.3)
4-day 4.06 F 4.88 6.03 6.94 8.19 9.19 10.2 11.3 12.7 13.8
(3 80-4.35) I (4-56.5.22) (5.6343 44) (6.47-7.41) (7 62-8 75) (8.51-9 81) (9 43-10 9) (10.4-12.1) (11 6-13 6) (12 6-14.8)
7-day 4.68 5.59 6.82 7.80 9.15 10.2 11.3 12.5 14.0 15.2(4.37-5.00) (5.23-5 97) (6 37-7.29) (7 2748.33) (8.50.9 77) (9 48-10.9) (10 5-12 1) (11.5-13.3) (12 9-15 0) (13 9-16.3)
10-day5.34 6.36 7.66 8.68 10.0 11.1 12.2 13.3 14.8 16.0
(5 04-5.68) (5.99.6.76) (7.21-8,13) (8.16-9,21) (9.42-10 7) (10 4-11.8) (11.4-13.0) (12,4-14.2) (13 7-15 8) (14 8-17 1)
20-day 7.20 8.51 10.1 11.3 12.9 14.2 15.5 16.8 18.6 20.0
(6.80.7.63) (8.05-9.01) (9.50.10 6) (10.6.11 9) (12.2-13 7) (13.4-15 1) (14 5-16.5) (15 7-17.9) (17 3-19.8) (18 5-21.3)
30-day8.94 10.5 12.3 13.6 15.4 16.7 18.1 ' 19.4 1 21.2 22.6
(8.46-9.46) (9.97-11 1) (11.6-13 0) (12.9.14.4) (14 5-16 2) (15 7-17 7) (17 0-19 1) (18.2.20.6) I (19.8-22.5) (21 0-24 1)
45-da 11.3 13.3 15.2 16.7 18.6 20.1 21.5 22.9 24.7 26.1
y (10 7-12 0) - (12 6-14 0) , (14.4-16.0) (15 8-17.8) (17.6.19.6) (18 9-21.2) (20.2-22.7) (21.5-24.2) (23 1-26 1) (24.4-27 6)
60-clay 13.6 15.9 18.0 19.6 21.7 23.3 24.8 26.3 i 28.2 29.7
(12.9.143) (15.1-16.7) (17.1-18.9) (18.6.20.6) (20.5-22 8) (22 0-24.5) (23.4-26.1) (24.7-27.7) j (26.5-29.8) (27 B 31.4)
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/hdsc/pfds/pfds_printpage.html?lat=35.2301&Ion=-79.3916&data=depth&units=english&series=pds 1/4

1.4 ECS SOUTHEAST, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities NC Registered Erginee irg Firm F-1078
NC Registered Geologists Arm C-406
SC Registered Engineering Firm 3239
May 21, 2021
Mr. Perry Shelley
C & S Commercial Properties
238 n McPherson Church Road
Fayetteville, North Carolina 28303
Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing
Caropines Phases 3A 7A
Southern Pines, Moore County, North Carolina
ECS Project No. 49.13062
Dear Mr. Shelley:
ECS Southeast, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation
and infiltration testing within the stormwater control measure (SCM) area(s) off of The Avenue of
the Carolinas in Southern Pines, Moore County, North Carolina. This letter, with attachments, is
the report of our testing.
Field Testing
On May 19, 2021, ECS conducted an exploration of the subsurface soil conditions, in
accordance with the NCDEQ Stormwater Design Manual section A-2, at four requested
locations shown on the attached Boring Location Plan (Figure 1). ECS used GPS coordinates
provided by Triangle Site Design in order to locate the test borings. The purpose of this
exploration was to obtain subsurface information of the in situ soils for the SCM area(s). ECS
explored the subsurface soil conditions by advancing one hand auger boring into the existing
ground surface at each of the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS also
recorded the SHWT elevation observed at the time of the hand auger borings. The attached
Infiltration Testing Form provides a summary of the subsurface conditions encountered at the
hand auger boring locations.
The SHWT elevation was estimated at the Phase 15 boring locations below the existing grade
elevation. A summary of the findings are as follows:
Location SHWT Groundwater
I-1 22 inches 30 inches
1-2 20 inches 32 inches
1-3 120 inches >120 inches
1-4 100 inches >100 inches
ECS has conducted four infiltration tests utilizing a compact constant head permeameter near
the hand auger borings at in order to estimate the infiltration rate for the subsurface soils.
Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive
soil horizon.
ECS Capitol Services,PLLC • ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Southeast,LLP • ECS Texas.LLP
www.ecslimited.com

Report of SHWT Estimation and Infiltration Testing
Caropines Phases 3A 7A
Southern Pines, Moore County, North Carolina
ECS Project No 49.13062
May 21, 2021
Field Test Results
Below is a summary of the infiltration test results:
Location Description Depth ' Inches/
hour
I-1 Tan/orange fine SAND 12 inches 16.93
•
1-2 Tan/orange fine SAND 12 inches 15.47
1-3 Tan/orange fine to med. SAND 70 inches 20.22
1-4 Tan/orange fine to med SAND 70 inches 23.15
Infiltration rates and SHWT may vary within the proposed site due to changes in elevation, soil
classification and subsurface conditions.
Closure
ECS's analysis of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. If the project
information provided to us is changed, please contact us so that our recommendations can be
reviewed and appropriate revisions provided, if necessary. The discovery of any site or
subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our review, analysis and revision of our
recommendations, if necessary. The assessment of site environmental conditions for the
presence of pollutants in the soil and groundwater of the site is beyond the scope of this
geotechnical exploration.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us.
Respectfully,
ECS SOUTHEAST, LLP
K. Brooks Wall W. Brandon Fulton, PSC, PWS, LSS
Project Manager Environmental Department Manager
bwalk ecslimited.com [e-mail]
910-686-9114 704-525-5152
Attachments: Figure 1 - Boring Location Plan
Infiltration Testing Form
GBA Document
2

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Caropines Phases 3A 7A
Southern Pines, Moore County,
North Carolina
VENNI IETHINIS Figure 1—Boring Location Plan
Provided by: Google Earth
ECS Project#49.13062
May 19, 2021
KBW V

Infiltration Testing Form
Caropines 3A 7A
Southern Pines, Moore County, North Carolina
ECS Project No. 49.13062
May 19, 2021
Location Depth USCS Soil Description
I-1 0-24" SP Tan/orange fine SAND
Seasonal High Water Table was estimated to be at 22 inches below the
existing grade elevation.
Groundwater was observed at 30 inches below the existing grade
elevation.
Test I-1 was conducted at 12 inches below existing grade elevation
Infiltration Rate: 16.93 inches per hour
Location Depth USCS Soil Description
1-2 0-32" SP Tan/orange fine to med SAND
32"-36" SC Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 20 inches below the
existing grade elevation.
Groundwater was observed at 32 inches below the existing grade
elevation.
Test 1-2 was conducted at 12 inches below existing grade elevation
Infiltration Rate: 15.47 inches per hour
Location Depth USCS Soil Description
1-3 0-120" SP Tan/orange fine to med. SAND
Seasonal High Water Table was estimated to be at 120 inches below the
existing grade elevation.
Groundwater was not observed up to 120 inches below the existing grade
elevation.
Test 1-3 was conducted at 70 inches below existing grade elevation
Infiltration Rate: 20.22 inches per hour

Infiltration Testing Form
Caropines 3A 7A
Southern Pines, Moore County, North Carolina
ECS Project No. 49.13062
May 19, 2021
Location Depth USCS Soil Description
1-4 0-100" SP Tan/orange fine to med SAND
Seasonal High Water Table was estimated to be at 100 inches below the
existing grade elevation.
Groundwater was not observed up to 100 inches below the existing grade
elevation.
Test 1-4 was conducted at 70 inches below existing grade elevation
Infiltration Rate: 23.15 inches per hour

Important Information about This
GeotecbnicalEngineering
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
The Geoprofessional Business Association(GBA) Typical changes that could erode the reliability of this report include
has prepared this advisory to help you—assumedly those that affect:
a client representative—interpret and apply this • the site's size or shape;
geotechnical-engineering report as effectively • the function of the proposed structure,as when it's
as possible. In that way,clients can benefit from changed from a parking garage to an office building,or
a lowered exposure to the subsurface problems from a light-industrial plant to a refrigerated warehouse;
that,for decades, have been aprincipal cause of • the elevation,configuration,location,orientation,or
weight of the proposed structure;
construction delays,cost overruns, claims, and • the composition of the design team;or
disputes. If you have questions or want more • project ownership.
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer. As a general rule,always inform your geotechnical engineer of project
Active involvement in the Geoprofessional Business changes-even minor ones-and request an assessment of their
Association exposes geotechnical engineers to a impact.The geolechnical engineer who prepared this report cannot accept
wide array of risk-confrontation techniques that can responsibility or liability for problems that arise because the geotechnical
be of genuine benefit for everyone involved with a engineer was not informed about developments the engineer otherwise
construction project. would have considered.
•
This Report May Not Be Reliable
Geotechnical-Engineering Services Are Performed for Do not rely on this report if your geotechnical engineer prepared it:
Specific Purposes, Persons,and Projects • for a different client;
Geotechnical engineers structure their services to meet the specific • for a different project;
needs of their clients.A geotechnical-engineering study conducted • for a different site(that may or may not include all or a
for a given civil engineer will not likely meet the needs of a civil- portion of the original site);or
works constructor or even a different civil engineer.Because each • before important events occurred at the site or adjacent
geotechnical-engineering study is unique,each geotechnical- to it;e.g.,man-made events like construction or
engineering report is unique,prepared solely for the client.Those who environmental remediation,or natural events like floods,
rely on a geotechnical-engineering report prepared for a different client droughts,earthquakes,or groundwater fluctuations.
can be seriously misled.No one except authorized client representatives
should rely on this geotechnical-engineering report without first Note,too,that it could be unwise to rely on a geotechnical-engineering
conferring with the geotechnical engineer who prepared it.And no one report whose reliability may have been affected by the passage of time,
-not even you-should apply this report for any purpose or project except because of factors like changed subsurface conditions;new or modified
the one originally contemplated. codes,standards,or regulations;or new techniques or tools.If your
geotechnical engineer has not indicated an apply-by"date on the report,
Read this Report in Full ask what it should be,and,in general,ifyou are the least bit uncertain
Costly problems have occurred because those relying on a geotechnical- about the continued reliability of this report,contact your geotechnical
engineering report did not read it in its entirety.Do not rely on an engineer before applying it.A minor amount of additional testing or
executive summary.Do not read selected elements only.Read this report analysis-if any is required at all-could prevent major problems.
in full.
Most of the "Findings" Related in This Report Are
You Need to Inform Your Geotechnical Engineer Professional Opinions
about Change Before construction begins,geotechnical engineers explore a site's
Your geotechnical engineer considered unique,project-specific factors subsurface through various sampling and testing procedures.
when designing the study behind this report and developing the Geotechnical engineers can observe actual subsurface conditions only at
confirmation-dependent recommendations the report conveys.A few those specific locations where sampling and testing were performed.The
typical factors include: data derived from that sampling and testing were reviewed by your
• the client's goals,objectives,budget,schedule,and geotechnical engineer,who then applied professional judgment to
risk-management preferences; form opinions about subsurface conditions throughout the site.Actual
• the general nature of the structure involved,its size, sitewide-subsurface conditions may differ-maybe significantly-from
configuration,and performance criteria; those indicated in this report.Confront that risk by retaining your
• the structure's location and orientation on the site;and geotechnical engineer to serve on the design team from project start to
• other planned or existing site improvements,such as project finish,so the individual can provide informed guidance quickly,
retaining walls,access roads,parking lots,and whenever needed.
underground utilities.

r This Report's Recommendations Are perform their own studies if they want to,and be sure to allow enough
Confirmation-Dependent time to permit them to do so.Only then might you be in a position
The recommendations included in this report-including any options to give constructors the information available to you,while requiring
or alternatives-are confirmation-dependent.In other words,they are them to at least share some of the financial responsibilities stemming
not final,because the geotechnical engineer who developed them relied from unanticipated conditions.Conducting prebid and preconstruction
heavily on judgment and opinion to do so.Your geotechnical engineer conferences can also be valuable in this respect.
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction.If through observation your Read Responsibility Provisions Closely
geotechnical engineer confirms that the conditions assumed to exist Some client representatives,design professionals,and constructors do
actually do exist,the recommendations can be relied upon,assuming not realize that geotechnical engineering is far less exact than other
no other changes have occurred.The geotechnical engineer who prepared engineering disciplines.That lack of understanding has nurtured
this report cannot assume responsibility or liability for confirmation- unrealistic expectations that have resulted in disappointments,delays,
dependent recommendations if you fail to retain that engineer to perform cost overruns,claims,and disputes.To confront that risk,geotechnical
construction observation. engineers commonly include explanatory provisions in their reports.
Sometimes labeled"limitations:'many of these provisions indicate
This Report Could Be Misinterpreted where geotechnical engineers'responsibilities begin and end,to help
Other design professionals'misinterpretation of geotechnical- others recognize their own responsibilities and risks.Read these
engineering reports has resulted in costly problems.Confront that risk provisions closely.Ask questions.Your geotechnical engineer should
by having your geotechnical engineer serve as a full-time member of the respond fully and frankly.
design team,to:
• confer with other design-team members, Geoenvironmental Concerns Are Not Covered
• help develop specifications, The personnel,equipment,and techniques used to perform an
• review pertinent elements of other design professionals' environmental study-e.g.,a"phase-one"or"phase-two"environmental
plans and specifications,and site assessment-differ significantly from those used to perform
• be on hand quickly whenever geotechnical-engineering a geotechnical-engineering study.For that reason,a geotechnical-
guidance is needed. engineering report does not usually relate any environmental findings,
conclusions,or recommendations;e.g.,about the likelihood of
You should also confront the risk of constructors misinterpreting this encountering underground storage tanks or regulated contaminants.
report.Do so by retaining your geotechnical engineer to participate in Unanticipated subsurface environmental problems have led to project
prebid and preconstruction conferences and to perform construction failures.If you have not yet obtained your own environmental
observation. information,ask your geotechnical consultant for risk-management
guidance.As a general rule,do not rely on an environmental report
Give Constructors a Complete Report and Guidance prepared for a different client,site,or project,or that is more than six
Some owners and design professionals mistakenly believe they can shift months old.
unanticipated-subsurface-conditions liability to constructors by limiting
the information they provide for bid preparation.To help prevent Obtain Professional Assistance to Deal with Moisture
the costly,contentious problems this practice has caused,include the Infiltration and Mold
complete geotechnical-engineering report,along with any attachments While your geotechnical engineer may have addressed groundwater,
or appendices,with your contract documents,but be certain to note water infiltration,or similar issues in this report,none of the engineer's
conspicuously that you've included the material for informational services were designed,conducted,or intended to prevent uncontrolled
purposes only.To avoid misunderstanding,you may also want to note migration of moisture-including water vapor-from the soil through
that"informational purposes"means constructors have no right to rely building slabs and walls and into the building interior,where it can
on the interpretations,opinions,conclusions,or recommendations in cause mold growth and material-performance deficiencies.Accordingly,
the report,but they may rely on the factual data relative to the specific proper implementation of the geotechnical engineer's recommendations
times,locations,and depths/elevations referenced. Be certain that will not of itself be sufficient to prevent moisture infiltration.Confront
constructors know they may learn about specific project requirements, the risk of moisture infiltration by including building-envelope or mold
including options selected from the report,only from the design specialists on the design team.Geotechnical engineers are not building-
drawings and specifications.Remind constructors that they may envelope or mold specialists.
GEOPROFESSIONAL
Bilk 5 NI IS BUSINESS
ASSOCIATION
Telephone:[phone]
e-mail:[e-mail] wwwgeoprofessional.org
Copyright 2016 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly
prohibited,except with GBA's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission
of GRA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind.Any other firm,individual,or other entity that so uses this document without being a GBA member could be committing negligent

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Caropines Phases 3A/7A
2 I Project Area(ac) 15.81
3 Coastal Wetland Area(ac) -
4 Surface Water Area(ac) -
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) N/A
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)? No
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System 2
12 Bioretention Cell 0
13 Wet Pond 1
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting(RWHJ 0
18 Green Roof 0
19 Level Spreader-Filter Strip(LS-FS) 0
20 Disconnected Impervious Surface(DISy 0
----------
21 Treatment Swale 0
22 Dry Pond 0
23 StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Matt Lowder,PE
28 Organization: Bowman North Carolina,Ltd.
29 Street address: 4006 Barrett Drive,Suite 104
30 City,State,Zip: Raleigh,NC 27609
31 Phone number(s): 919-553-6570
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
\\\,0111 1 1 1 1 0 1//70
=v p ES SI ,9'yq ;
Signature of Designer
•
SEAL
051571
•
........ 5/36AZI
Date

DRAINAGE AREAS
1 Is this a high density project? Yes
© If so,number of drainage areas/SCMs 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
versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site��4' 1 �� 2 3
4 Type of SCM - Infiltration Basin Infiltration Basin Wet Pond
__5 Total drainage area(sq ft) 952186 sf 95450 101415 755321
6 Onsite drainage area(sq ft) 952186 sf 95450 101415 755321
7 Offsite drainage area(sq ft) sf
8 Total BUA in project(sq ft) _ 256050 sf 22955 sf _ 39164 sf 193931 sf _
New BUA on subdivided lots(subject to permitting)
19 (sq ft)
New BUA not on subdivided lots(subject to
10 permitting)(sf)
11 Offsite BUA(sq ft) sf
12 Breakdown of new BUA not on subdivided lots:
' -Parkin s ft-Sidewalks ft 17882 sf 2975 sf 2689 sf 12218 sf
-Roofs ft 146520 sf 19980 sf 23310 sf 103230 sf
-Roadwa s ft 91648 sf 13165 sf 78483 sf
-Futures ft
-Other,please specify in the comment box
below s ft _
New infiltrating permeable pavement on ---
13 subdivided lots s 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)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 24% 39% 26%
19 Design storm(inches) _ 1.0 in 1.0 in _ 1.0 in
20 Design volume of SCM(cu ft) 2119 cf 3360 cf 17692 cf _f
21 Calculation method for design volume Simple Method Simple Method Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

INFILTRATION SYSTEM
1 Drainage area number 1 2
2 Minimum required treatment volume(cu ft) 2119 cf I 3360 cf -7—j
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes Yes
4 Is the SCM located away from contaminated soils? Yes _ Yes
5 What are the side slopes of the SCM(H:V or enter"Vertical"for
trenches)? 3:1 3:1
6 'Does the SCM have retaining walls.gabion walls or other engineered
side slopes? No No
7 Are the inlets,outlets,and receiving stream protected from erosion
'(10-year storm)? Yes Yes
8 Is there an overflow or bypass for inflow volume in excess of the '
design volume? Yes Yes
9 What is the method for dewatering the SCM for maintenance? Pump p(preferred) Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? ! Yes Yes
11 _ Does the maintenance access comply with General MDC(8)? Yes Yes
12 Does the drainage easement comply with General MDC(9)? Yes Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with
General MDC(10)? N/A N/A
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes _4___ Yes
16 ,Does the SCM follow the device specific MDC? I Yes Yes
17 Was the SCM designed by an NC licensed professional? Yes Yes
`INFILTRATION SYSTEM MDC FROM 02H.1051
18 Proposed slope of the subgrade surface(%) 0% 0%
19 Are terraces or baffles provided? No No
20 Type of pretreatment: Forebay Forebay
Soils Data
..
21 IWas the soil investigated in the footprint and at the elevation of the
jinfiltration system? Yes Yes
22 ISHWT elevation(fmsl) 379.00 368.10
23 Depth to SHWT per soils report(in) 120.00 22.00
24 Ground elevation at boring in soils report(fmsl) 389.00 370.00
25 Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet? Yes Yes
26 Soil infiltration rate(in/hr) 12.00 10.50
27 Factor of safety(FS) (2 is recommended): 2.00 2.00
'Elevations
29 1 Bottom elevation(fmsl) 381 ft 374 ft
30 'Storage elevation(fmsl) 383.ft 375.ft
31 Bypass elevation(fmsl) 383.4 ft 375.75 ft
For Basins Only
32 Bottom surface area(ft2) 1580 ft I 2845 ft
33 Storage elevation surface area(ft2) 2695.ft 4250.ft
I For Trenches Only
34 `Length(ft)
35 Width(ft)
36 1Perforated pipe diameter,if applicable(inches)
37 'Number of laterals
38 Total length of perforated piping
39 Stone type,if applicable
40 Stone porosity(%)
41 Is stone free of fines?
42 Is the stone wrapped in geotextile fabric?
43 Has at least one inspection port been provided?
I Volumes/Drawdown
` 44 Design volume of SCM(cu ft) 2119 cf 3360 cf
1 45 'Time to draw down(hours) 72 hrs 72 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about the
infiltration system(s):
Infiltration 1 8:40 AM 5/29/2024

WET POND
1 Drainage area number i 3
2 Minimum required treatment volume(cu ft) I 17692 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 No
side slopes?
7,Are the inlets,outlets,and receiving stream protected from erosion Yes
](10-year storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes
desi.n 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_1Does the drainage easement comply with General MDC(9)? Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 General MDC(10)? WA
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
17j,Was the SCM designed by an NC licensed professional? 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 366.50
removal)(fmsl)
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 367.50
22'Elevation of the bottom of the vegetated shelf(fmsl) 370.50
23'Elevation of the permanent pool(fmsl) 371.00
371.50
372.50
8220
24 Elevation of the top of the vegetated shelf(fmsl) _
25 Elevation of the temporary pool(fmsl)
26 Surface area of the main permanent pool(square feet) _
27 Volume of the main permanent pool(cubic feet) 22675 cf
28 Average depth of the main pool(feet) 3.10 ft
29 Average depth equation used _ Equation 3__
30 If using equation 3,main pool perimeter(feet) 345.0 ft ~
31 If using equation 3,width of submerged veg.shelf(feet) _- 3.0 ft _
32 Volume of the forebay(cubic feet) _ _ 4076 cf _
33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 30 in _
35 Design volume of SCM(cu ft) 17692 cf
36 Is the outlet an orifice or a weir? _ Orifice
_ 37 If orifice,orifice diameter(inches) 2.00 in
38 If weir,weir height(inches)
39` If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 2.28
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? I Yes
43 Depth of forebay at entrance(inches) 42 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) I 6:1
48 Does the orifice drawdown from below the top surface of the Yes
permanent pool?
Does the pond minimize impacts to the receiving channel from the 1-
49 yr,24-hr storm? Yes
— 50Are fountains proposed?(If V.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 Hybrid Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION _
Please use this space to provide any additional information about the
''''wet pond(s):
Wet Pond 1 8:40 AM 5/29/2024

Bowman
NORTH CAROLINA
APPENDIX B
Infiltration Basin #1
Drainage Area Map
CN Values
Infiltration Basin Design and Details
Spillway Design
Hydrographs
Caropines Phases 3A, 7A, and 14A -Storm water Design Report 7 I P a g e

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Bowman North Carolina, Ltd.
Caropines Phases 3A/7A, Southern Pines, NC
Curve Number Calculation (CN)
Pre-Developed Conditions#1
Drainage Area(acres): 2.19
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaC Candor Sand 1.99 91%
C VaD Vaucluse Loamy Sand 0.2 9%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Wooded -Good Stand A 1.99 50 45.4
Wooded-Good Stand C 0.20 74 6.8
Cumulative Curve#= 52.2

Bowman North Carolina, Ltd.
Caropines Phases 3A/7A, Southern Pines, NC
Curve Number Calculation (CN)
Post-Developed Conditions #1 Infiltration Basin
Drainage Area(acres). 2.19
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaC Candor Sand 1.99 91%
C VaD Vaucluse Loamy Sand 0.2 9%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Residential A and C 0.46 98 20.6
Impervious Area - Parking/Sidwalk A and C 0.07 98 3.1
Open Space-Good Condition A 1.46 50 33.3
Open Space-Good Condition C 0.20 74 6.8
Cumulative Curve#= 63.8

Infiltration Basin Design
Site Information
Sub Area Location: Drainage To Infiltration Basin#1
Drainage Area(DA)= 2.19 Acres 95450 sf
Impervious Area(IA)= 0.53 Acres 22955 sf
Percent Impervious(I)= 24.0 %
Required Water Quality Volume
Design Storm= 1 inch
Determine Rv Value= 0.05+.009(I)= 0.27 in/in
Water Quality Volume= 0.049 ac-ft
Water Quality Volume= 2,119 cf
Water Quality Volume= 0.266 inches of runoff
NOAA 1-year,24-hour event= 3.1 inches
Minimum Surface Area
SA= (12*FS*DV)/(K*T)
Factor of Safety(FS)= 2
Design Volume(DV)= 2119.3 cf
Hydraulic Conductivity of Soil= 12.00 in/hr
Max Dewatenng Time= 72 hours
SA= 58.9 sf

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/ STAGE/STORAGE TABLE
INFILTRATION BASIN
STAGE ELEVATION CONTOUR INCREMENTAL TOTAL
(FT) (FT) AREA (SF) STORAGE (CF) STORAGE (CF)
0.0 381.0 1580 0 0
1.0 382.0 2110 1845 1845
2.0 383.0 2695 2403 4248
3.0 384.0 3335 3015 7263
4.0 385.0 4030 3683 10945
/STORMWATER MANAGEMENT DESIGN
INFILTRATION BASIN
RIVER BASIN: CAPE FEAR
RECEIVING STREAM: MILL CREEK (WARRIOR LAKE, CRYSTAL LAKE)
STREAM INDEX: 18-23-11-(2)
STREAM CLASS: WS-III,B; HQW:O
HUC: 03030004
LATITUDE & LONGITUDE: N35'13'46.36", W79'22'52.30"
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 2.19 ACRES
SITE IMPERVIOUS AREA TO POND: 0.53 ACRES
OFF-SITE DESIGN IMPERVIOUS AREA TO POND: _ 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 0.53 ACRES
PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED
THROUGH POND
DRAINAGE AREA: 2.19 AC 2.19 AC
CURVE NUMBER: 52.2 63.8
INFILTRATION RATE: 12.0 IN/HR
1.0" STORM EVENT: 0.000 CFS 0.000 CFS
1-YEAR STORM EVENT: 0.083 CFS 1.663 CFS 0.000 CFS
2-YEAR STORM EVENT: 0.477 CFS 2.923 CFS 0.000 CFS
10-YEAR STORM EVENT: 2.775 CFS 7.015 CFS 0.000 CFS
100-YEAR STORM EVENT: 7.993 CFS 14.46 CFS 11.96 CFS

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7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 11.96 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 8,210 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Reservoir name = BMP Pond
Max. Elevation = 384.02 ft Max. Storage = 7,250 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table (Printed values>=100%ofOp)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 12.23 383.46 0.457 ---- 0.830 0.457
11.93 14.46 « 383.81 6.795 ----- 0.892 6.795
11.97 14.45 383.98 11.57 0.923 11.57
12.00 11.62 384.00 « ----- 11.96 0.926 11.96 <<
12.03 7.443 383.91 9.515 0.911 9.516
12.07 4.153 383.79 6.354 0.889 6.354
12.10 2.603 383.68 3.967 0.870 3.967
12.13 2.146 383.61 ----- ---- 2.595 -• -- -- 0.858 2.595
12.17 2.062 383.57 ---- ---- 1.928 0.851 1.929
12.20 1.982 383.55 ---- 1.581 0.846 1.581
12.23 1.901 383.54 ----- 1.358 0.844 1.358
12.27 1.818 383.53 1.201 0.842 1.201
12.30 1.735 383.52 1.078 0.841 1.078
12.33 1.650 383.51 ---- ---- ---- 0.974 0.839 0.974
12.37 1.564 383.50 --- 0.880 0.838 0.879
12.40 1.478 383.50 0.802 0.837 0.802
12.43 1.391 383.49 ----- 0.745 0.836 0.745
12.47 1.303 383.48 ----- 0.679 ---- 0.834 0.679
12.50 1.215 383.47 0.608 0.833 0.608
12.53 1.133 383.46 ----- 0.533 ---- ----- 0.831 0.533
12.57 1.071 383.46 0.459 ---- 0.830 0.459
12.60 1.033 383.45 0.393 0.828 0.393
12.63 1.009 383.44 0.337 0.827 0.337
12.67 0.990 383.44 ----- 0.291 0.826 0.291
12.70 0.971 383.43 0.253 0.825 0.253
12.73 0.951 383.43 0.220 0.824 0.220
12.77 0.931 383.42 ----- 0.191 ----- 0.824 0.191
12.80 0.912 383.42 --- 0.165 0.823 0.165
12.83 0.892 383.42 - ----- 0.141 0.823 0.141
..End
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9/9/2021 ECMDS 7.0
NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN. Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
SPILLWAY ANALYSIS
>>>Grass Spillway#1
Name Grass Spillway#1
Discharge 11.96
Peak Flow Period 1
Channel Slope 0.3333
Channel Bottom Width 10
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
C350 - Class C - Mix (Sod & Bunch) - Very Good 80-95%
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress , Factor Pattern
C350 Straight 11.96 cfs 8.42 ft/s 0.14 ft 0.027 3.2 lbs/ft2 2.95 Ibs/ft2 1.08 STABLE E
Unvegetated
Underlying Straight 11.96 cfs 8.42 ft/s 0.14 ft 0.027 3.03 lbs/ft2 2.87 lbs/ft2 1.06 STABLE E
Substrate
C350 Reinforced Straight 11.96 cfs 7.93 ft/s 0.15 ft 0.03 12 lbs/ft2 3.13 lbs/ft2 3.83 STABLE E
Vegetation -
Underlying Straight 11.96 cfs 7.93 ft/s 0.15 ft 0.03 3.2 Ibs/ft2 3.04 lbs/ft2 1.05 STABLE E
Substrate
https://ecmds.com/project/139235/spillway-analysis/210022/show 1/1

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Pond Report 5
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=381.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 381.00 1,580 0 0
1.00 382.00 2,110 1,845 1,845
2.00 383.00 2,695 2,403 4,248
3.00 384.00 3,335 3,015 7,263
4.00 385.00 4,030 3,683 10,945
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) Inactive Inactive Inactive Inactive Crest Len(ft) = 10.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 383.40 0.00 0.00 0.00
No.Barrels = 0 0 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad --- - ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 12.000(by Contour)
Multi-Stage = n/a No Yes No TW Elev.(ft) = 0 00
Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control Weir risers checked For orifice conditions(ic)and submergence(s)
Stage(ft) Stage / Discharge Elev(ft)
4 00 - 385.00
3.00 384 00
2.00 - - 383.00
1.00 1 -- - 382.00
r " • ,--
0.00 • 381.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Discharge(cfs)
Total Q

1
Hydrograph Summary Rep Frt
rydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066
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 0.083 2 732 1,261 ------ SCM Pre-Developed
2 SCS Runoff 1.663 2 718 3,767 SCM Post-Developed
3 Reservoir 0.000 2 782 0 2 381.48 877 Post Through SCM
5 SCS Runoff 0 000 2 n/a 0 ----- ----- 1.0 Post-Developed to SCM
6 Reservoir 0 000 2 n/a 0 5 381.00 0.000 1.0inPost Through SCM
Phase 3A_7A_Infiltration1.gpw Return Period: 1 Year Thursday, Sep 9, 2021

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type - SCS Runoff Peak discharge = 0.083 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 1,261 cuft
Drainage area = 2.190 ac Curve number = 52.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 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
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 1.663 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,767 cuft
Drainage area = 2.190 ac Curve number = 63.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 — _ � .., �--- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 782 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 381.48 ft
Reservoir name = BMP Pond Max. Storage = 877 cuft
Storage Indication method used Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
2.00 - — - 2.00
1.00 — 1.00
0.00 -- I 1 m - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No. 2 0 1 11 1 1 1 II Total storage used = 877 cult

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 5
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 2.190 ac Curve number = 63.8
Basin Slope = 0.0 % Hydraulic length = _0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 - 0.08
0.07 - - 0.07
0.06 -I 0.06
0.05 -I -- 0.05
0.04 - - - 0.04
0.03 - 0.03
0.02 0.02
0.01 0.01
0.00 • - .. - 0.00
0 20 40 60 80 100 120
Time (min)
Hyd No. 5

7
Hydrograph Report
Hydraflow Hydrographs E)tension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 6
1.0inPost Throuc h SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to SCM Max. Elevation = 381.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used Exfiltration extracted from Outflow.
1.OinPost Through SCM
Q (cfs) Hyd. No. 6-- 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
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 Total storage used = 0 cuft

9
Hydrograph Summary RepCtI13aflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066
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) (cult) (ft) (cuft)
1 SCS Runoff 0.477 2 724 2,693 ------ SCM Pre-Developed
2 SCS Runoff 2.923 2 718 6,109 SCM Post-Developed
3 Reservoir 0.000 2 772 0 2 381.91 1,671 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 381.00 0.000 1.0inPost Through SCM
Phase 3A_7A_Infiltration1.gpw Return Period: 2 Year Thursday, Sep 9, 2021

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.477 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 2,693 cuft
Drainage area = 2.190 ac Curve number = 52.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 3.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
0.50 -- — 0.50
0.45 - 0.45
0.40 -- - - 0.40
0.35 — • 0.35
0.30 — 0.30
0.25 0.25
0.20 • 0.20
0.15 I 0.15
0.10 - \ 0.10
0.05 - 0.05
0.00 -- -'- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 2.923 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,109 cuft
Drainage area = 2.190 ac Curve number = 63.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
3.00 3.00
i
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

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 772 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 381.91 ft
Reservoir name = BMP Pond Max. Storage = 1,671 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
3.00 - - 3.00
2.00 - — - 2.00
1.00 - - 1.00
0.00 - - u 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 Hyd No. 2 B I I l I I I V Total storage used = 1,671 cuft

15
Hydrograph Summary Rep giaflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk,Inc.v6.066
Hyd.I 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 2.775 2 722 8,522 ---- ---- SCM Pre-Developed
2 SCS Runoff 7.015 2 718 14,045 SCM Post-Developed
3 Reservoir 0.000 2 742 0 2 383.31 5,191 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 381.00 0.000 1.0inPost Through SCM
Phase 3A_7A_Infiltration1.gpw Return Period: 10 Year Thursday, Sep 9, 2021

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 2.775 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 8,522 cuft
Drainage area = 2.190 ac Curve number = 52.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
3.00 3.00
l
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. 1

17
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 7.015 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 14,045 cuft
Drainage area = 2.190 ac Curve number = 63.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
8.00 - - -- 8.00
6.00 - 6.00
4.00
4.00
2.00 I 2.00
0.00 _ _I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

•
18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 383.31 ft
Reservoir name = BMP Pond Max. Storage = 5,191 cuft
Storage Indication method used. ExfiItration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
8.00 , 8.00
6.00 6.00
4.00 - 4.00
2.00 - 2.00
0.00 -' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
- Hyd No. 3 Hyd No. 2 Total storage used = 5,191 cuft

21
Hydrograph Summary Rep grydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066
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 7.993 2 722 21,417 ----- SCM Pre-Developed
2 SCS Runoff 14.46 2 716 29,203 ----- ---- SCM Post-Developed
3 Reservoir 11.96 2 720 8,210 2 384.02 7,250 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 ------ 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 381.00 0.000 1.0inPost Through SCM
r
Phase 3A_7A_Infiltrationl.gpw Return Period: 100 Year Thursday, Sep 9, 2021

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 7.993 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 21,417 cuft
Drainage area = 2.190 ac Curve number = 52.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 8.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
8.00 8.00
6.00 r 6.00
4.00 - - 4.00
2.00 2.00
1 _ ♦ - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 14.46 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 29,203 cuft
Drainage area = 2.190 ac Curve number = 63.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 8.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
15.00 15.00
12.00 . j 12.00
9.00 9.00
� I
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. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 11.96 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 8,210 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 384.02 ft
Reservoir name = BMP Pond Max. Storage = 7,250 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
15.00 15.00
12.00 - 12.00
9.00 - - 9.00
6.00 a 6.00
I
3.00 - 3.00
0.00 — - 0.00
0 120 240 360 480 600 720 840
Time (min)
Hyd No. 3 Hyd No. 2 11111111 Total storage used = 7,250 cuft

Bowman
NORTH CAROLINA
APPENDIX C
Infiltration Basin #2
Drainage Area Map
CN Values
Infiltration Basin Design and Details
Spillway Design
Hydrographs
Caropines Phases 3A, 7A, and 14A -Storm water Design Report Wage

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Bowman North Carolina, Ltd.
Caropines Phases 3A/7A, Southern Pines, NC
Curve Number Calculation (CN)
Pre-Developed Conditions#2
Drainage Area(acres): 2.33
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaC Candor Sand 1.65 71%
C VaD Vaucluse Loamy Sand 0.68 29%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Wooded -Good Stand A 1.65 50 35.4
Wooded-Good Stand C 0.68 74 21.6
Cumulative Curve#= 57.0

Bowman North Carolina, Ltd.
Caropines Phases 3A/7A, Southern Pines, NC
Curve Number Calculation (CN)
Post-Developed Conditions#2 Infiltration Basin
Drainage Area(acres): 2.33
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaC Candor Sand 1.65 71%
C VaD Vaucluse Loamy Sand 0.68 29%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Residential A and C 0.54 98 22.7
Impervious Area - Parking/Sidwalk A and C 0.36 98 15.1
Open Space-Good Condition A 0.93 50 20.0
Open Space-Good Condition C 0.50 74 15.9
Cumulative Curve#= 73.7

Infiltration Basin Design
Site Information
Sub Area Location: Drainage To Infiltration Basin#2
Drainage Area(DA)= 2.33 Acres 101415 sf
Impervious Area(IA)= 0.90 Acres 39164 sf
Percent Impervious(I)= 38.6 %
Required Water Quality Volume
Design Storm= 1 inch
Determine Rv Value= 0.05+.009(I)= 0.40 in/in
Water Quality Volume= 0.077 ac-ft
Water Quality Volume= 3,360 cf
Water Quality Volume= 0.398 inches of runoff
NOAA 1-year.24-hour event= 3.1 inches
Minimum Surface Area
SA= (12*FS*DV)/(K*T)
Factor of Safety(FS)= 2
Design Volume(DV)= 3359.9 cf
Hydraulic Conductivity of Soil= 10.50 in/hr
Max Dewatering Time= 72 hours
SA= 106.7 sf

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(STAGE/STORAGE TABLE
INFILTRATION BASIN
STAGE ELEVATION CONTOUR INCREMENTAL TOTAL
(FT) (U) AREA (SF) STORAGE (CF) STORAGE (CF)
0.0 373.5 2845 0 0
0.5 374.0 3300 1536 1536
1.5 375.0 4250 3775 5311
2.5 376.0 5255 4753 10064
3.1 376.6 5890 3344 13407
/STORMWATER MANAGEMENT DESIGN
INFILTRATION BASIN
RIVER BASIN: CAPE FEAR
RECEIVING STREAM: MILL CREEK (WARRIOR LAKE, CRYSTAL LAKE)
STREAM INDEX: 18-23-11-(2)
STREAM CLASS: WS-III,B; HQW:O
HUC: 03030004
LATITUDE & LONGITUDE: N35'13'47.95", W79'22'48.82"
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 2.33 ACRES
SITE IMPERVIOUS AREA TO POND: 0.90 ACRES
OFF-SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 0.90 ACRES
PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED
THROUGH POND
DRAINAGE AREA: 2.33 AC 2.33 AC
CURVE NUMBER: 57.0 73.7
INFILTRATION RATE: 10.5 IN/HR
1.0" STORM EVENT: 0.022 CFS 0.000 CFS
1-YEAR STORM EVENT: 0.437 CFS 3.773 CFS 0.000 CFS
2-YEAR STORM EVENT: 1.187 CFS 5.504 CFS 0.000 CFS
10-YEAR STORM EVENT: 4.263 CFS 10.70 CFS 0.201 CFS
100-YEAR STORM EVENT: 10.43 CFS 19.63 CFS 18.13 CFS

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7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 18.13 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 9,883 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Reservoir name = BMP Pond
Max. Elevation = 376.04 ft Max. Storage = 10,274 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table (Printed values>=1 00%of Op)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.93 19.63 << 375.95 ---- 10.89 --- - 1.266 10.89
11.97 19.23 376.04 << ----- 18.13 1.287 18.13 <<
12.00 15.24 376.01 15.95 - 1.281 15.95
12.03 9.656 375.96 11.20 1.267 11.19
12.07 5.343 375.89 6.364 1.251 6.365
12.10 3.330 375.84 3.685 1.239 3.685
12.13 2.738 375.82 2.140 1.232 2.140
12.17 2.626 375.80 1.576 1.230 1.576
12.20 2.519 375.80 1.385 1.229 1.386
12.23 2.412 375.80 1.294 1.228 1.294
12.27 2.303 375.80 1.247 1.227 1.247
12.30 2.194 375.79 1.183 1.226 1.183
12.33 2.084 375.78 1.107 1.225 1.107
12.37 1.973 375.78 ----- 1.021 1.223 1.021
12.40 1.862 375.77 ----- 0.929 1.221 0.929
12.43 1.750 375.76 ----- 0.831 1.219 0.831
12.47 1.638 375.76 ----- --- 0.731 1.218 0.730
12.50 1.525 375.75 0.627 1.216 0.627
12.53 1.421 375.74 0.522 ----- 1.214 0.522
12.57 1.343 375.73 ----- 0.422 1.212 0.422
12.60 1.294 375.73 - 0.333 1.210 0.333
12.63 1.263 375.72 ----- 0.258 1.209 0.258
12.67 1.238 375.72 ----- 0.197 1.208 0.197
. End
1a (v9 - It.ci3=
use, 1 hr-

9/9/2021 ECMDS 7.0
NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
SPILLWAY ANALYSIS
>>>Grass Spillway#2
Name Grass Spillway#2
Discharge 19.63
Peak Flow Period 1
Channel Slope 0.3333
Channel Bottom Width 45
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
C125
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125 Straight 19.63 cfs 5.25 ft/s 0.08 ft 0.031 2.3 lbs/ft2 1.72 lbs/ft2 1.33 STABLE D
Unvegetated
Underlying Straight 19.63 cfs 5.25 ft/s 0.08 ft 0.031 2.18 Ibs/ft2 1.72 lbs/ft2 1.27 STABLE D
Substrate
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Very Good 80-
95%
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 19.63 cfs 4.78 ft/s 0.09 ft 0.036 4 lbs/ft2 1.9 lbs/ft2 2.11 STABLE --
Vegetation
Underlying Straight 19.63 cfs 4.78 ft/s 0.09 ft 0.036 2.47 lbs/ft2 1.89 lbs/ft2 1.31 STABLE --
Substrate
https://ecmds.com/project/139235/spillway-analysis/210022/show# 1/1

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Pond Report 5
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Sep 9,2021
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Beginihg Elevation=373.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cuft)
0.00 373.50 2,845 0 0
0.50 374.00 3,300 1,536 1,536
1.50 375.00 4,250 3,775 5,311
2.50 376.00 5,255 4,753 10,064
3.10 376.60 5,890 3,344 13,407
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) Inactive Inactive Inactive Inactive Crest Len(ft) = 45.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 375.75 0.00 0.00 0.00
No.Barrels = 0 0 1 0 Weir Coeff. = 2.60 3 33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 10.500(by Contour)
Multi-Stage = n/a No Yes No TW Elev.(ft) = 0.00
Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control Weir risers checked for orifice conditions(ic)and submergence(s)
Stage(ft) Stage /Discharge Elev(ft)
4.00 377.50
3.00 376.50
2.00 375.50
1.00 374.50
0.00 ' 373.50
0.00 9.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00 99.00
Discharge(cfs)
Total Q

1
Hydrograph Summary Rep lydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066
T , 1
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 0.437 2 724 ' 2,414 ---- ---- - SCM Pre-Developed
2 SCS Runoff 3.773 2 718 7,583 ---- SCM Post-Developed
3 Reservoir 0.000 2 792 0 2 374.19 2,238 Post Through SCM
5 SCS Runoff 0.022 2 360 169 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 274 0 5 373.51 1.0inPost Through SCM
Phase 3A_7A_Infiltration2.gpw Return Period: 1 Year Thursday, Sep 9, 2021

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.437 cfs
Storm frequency = 1 yrs Time to peak .= 724 min
Time interval = 2 min Hyd. volume = 2,414 cuft
Drainage area = 2.330 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.50 0.50
0.45 — 0.45
0.40 - - 0.40
0.35 — 0.35
0.30 - 0.30
0.25 — 0.25
0.20 - - 0.20
0.15 - 0.15
0.10 � 0.10
0.05 0.05
0.00 — y — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 3.773 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 7,583 cuft
Drainage area = 2.330 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2-- 1 Year Q (cfs)
4.00 I - 4.00
II I
1
3.00 ? I— 1 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

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 792 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 374.19 ft
Reservoir name = BMP Pond Max. Storage = 2,238 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
4.00 - -- -- 4.00
3.00 I 3.00
2.00 -- 2.00
1.00 1.00
0.00 �` - c - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 2,238 cuft

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 5
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.022 cfs
Storm frequency = 1 yrs Time to peak = 360 min
Time interval = 2 min Hyd. volume = 169 cuft
Drainage area = 2.330 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 5-- 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
0.00 - - - 0.00
0 60 120 180 240 300 360 420
Time (min)
Hyd No. 5

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 6
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 274 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to SCM Max. Elevation = 373.51 ft
Reservoir name = BMP Pond Max. Storage = 38 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
1.0inPost Through SCM
Q (cfs) Hyd. No. 6 -- 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
0.00 _ .�. - 0.00
0 60 120 180 240 300 360 420
Time (min)
Hyd No. 6 Hyd No. 5 B 1 1 1 1 1 1 II Total storage used = 38 cult

Pond Report 8
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas Average end area method used for volume calculation. Begining Elevation=373.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 373.50 2,845 0 0
0.50 374 00 3,300 1,536 1,536
1.50 375.00 4,250 3,775 5,311
2.50 376.00 5,255 4,753 10,064
3.10 376.60 5,890 3,344 13,407
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) Inactive Inactive Inactive Inactive Crest Len(ft) = 45.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 375.75 0.00 0.00 0.00
No.Barrels = 0 0 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 10.500(by Contour)
Multi-Stage = n/a No Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control Weir risers checked for orifice conditions(ic)and submergence(s)
Stage(ft) Stage/ Discharge Elev(ft)
4.00 377.50
rr
3.00 ^�.. - 376.50
2.00 375.50
1.00 374.50
0.00 373.50
0.00 9.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 8100 90.00 99.00
Total Q Discharge(cfs)
i

9
Hydrograph Summary Rep�r�
—1-rydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 1.187 2 724 4,442 --- SCM Pre-Developed
2 SCS Runoff 5.504 2 718 11,012 ------ SCM Post-Developed
3 Reservoir 0.000 2 842 0 2 374.56 3,663 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 373.50 0.000 1.0inPost Through SCM
Phase 3A_7A_Infiltration2.gpw Return Period: 2 Year Thursday, Sep 9, 2021

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 1.187 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 4,442 cuft
Drainage area = 2.330 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 3.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type - SCS Runoff Peak discharge = 5.504 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 11,012 cuft
Drainage area = 2.330 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.74 in Distribution = Type II
Storm duration - 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
6.00 - - -- - - - -- - 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - -� - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 842 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 374.56 ft
Reservoir name = BMP Pond Max. Storage = 3,663 cuft
Storage Indication method used Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3-- 2 Year Q (cfs)
6.00 -- 6.00
5.00 - 5.00
•
4.00 ! - - - 4.00
3.00 - -- - 3.00
2.00 2.00
1.00 1.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 - Hyd No. 2 Total storage used = 3,663 cuft

15
Hydrograph Summary Rep qrydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066
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)
i 1 SCS Runoff 14.263 2 722 11,946 SCM Pre-Developed
2 SCS Runoff 10.70 2 716 21,612 ---- SCM Post-Developed
3 Reservoir 0.000 2 686 0 2 375.68 8,551 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 373.50 0.000 1.0inPost Through SCM
Phase 3A_7A_Infiltration2.gpw Return Period: 10 Year Thursday, Sep 9, 2021

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 4.263 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 11,946 cuft
Drainage area = 2.330 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
5.00 . 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 -• - 1.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk, Inc.v6 066 Thursday,Sep 9,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 10.70 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 21,612 cuft
Drainage area = 2.330 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 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. 2

18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = 686 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 375.68 ft
Reservoir name = BMP Pond Max. Storage = 8,551 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 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. 3 Hyd No. 2 Total storage used = 8,551 cuft

21
Hydrograph Summary Rep —Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066
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) 1 (cuft)
1 SCS Runoff 10.43 2 722 27,433 SCM Pre-Developed
2 SCS Runoff 19 63 716 40,199 SCM Post-Developed
3 Reservoir 18.13 2 718 9,883 2 376.04 10,274 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 .•--- --- 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 373.50 0.000 1.0inPost Through SCM
Phase 3A_7A_Infiltration2.gpw Return Period: 100 Year Thursday, Sep 9, 2021

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 10.43 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 27,433 cuft
Drainage area = 2.330 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 8.20in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
12.00 - 12.00
10.00 10.00
8.00 - 8.00
6.00 6.00
4.00 4.00
2.00 — 2.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 19.63 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 40,199 cuft
Drainage area = 2.330 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 8.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
21.00 I 21.00
18.00 I - 18.00
15.00 15.00
12.00 - 12.00
9.00 9.00
6.00 6.00
3.00 :::
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 2

24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk, Inc.v6.066 Thursday,Sep 9,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 18.13 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 9,883 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 376.04 ft
Reservoir name = BMP Pond Max. Storage = 10,274 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Post Through SCM
Q (cfs) Hyd. No. 3 -- 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
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 10,274 cuft

Bowman
NORTH CAROLINA
APPENDIX D
Infiltrating Wet Pond #3
Drainage Area Map
CN Values
Infiltrating Wet Pond Design and Details
Spillway Design
Hydrographs
Time of Concentration
Caropines Phases 3A, 7A, and 14A -Storm water Design Report 9 I P a g e

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Bowman North Carolina, Ltd.
Caropines Phases 3A/7A, Southern Pines, NC
Curve Number Calculation (CN)
Pre-Developed Conditions#3
Drainage Area(acres): 17.34
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaC Candor Sand 11.64 67%
B AeB/AeD Ailey Loamy Sand 5.48 32%
C VaD Vaucluse Loamy Sand 0.22 1%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Impervious- Phase 8 A/B 0.93 98 5.3
Impervious-Gravel Street Ave. Car A 0.26 81 1.2
Impervious- Pump House A 0.02 98 0.1
Wooded -Good Stand A 2.91 50 8.4
Wooded -Good Stand B 1.95 64 7.2
Wooded -Good Stand C 0.22 74 0.9
Open Space-Good Stand A 6.49 50 18.7
Open Space-Good Stand B 4.56 64 16.8
Cumulative Curve#= 58.7

Triangle Sit Bowman North Carolina, Ltd.
Caropines I Caropines Phases 3A/7A, Southern Pines, NC
Curve Number Calculation (CN)
Post-Developed Conditions#3 Wet Pond
Drainage Area(acres): 17.34
Existing Soil Groups:
Sod Group Map Symbol Soil Description Acres Percent of DA
A CaC Candor Sand 11.64 67%
B AeB/AeD Ailey Loamy Sand 5.48 32%
C VaD Vaucluse Loamy Sand 0.22 1%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Residential A and C 2.37 98 13.4
Impervious Area - Parking/Sidwalk A and C 2.08 98 11.8
Open Space-Good Condition A 7.78 50 22.4
Open Space-Good Condition B 4.89 64 18.0
Open Space-Good Condition C 0.22 74 0.9
Cumulative Curve#= 66.6

Proposed Wet Pond
Project Information
Project Name: Caropines Phase 3A/7A
Project#:
Designed by: CEP Date: 4/6/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 17.34 Acres 755,321 sf
Impervious Area (IA) = 4.45 Acres 193,931 sf
Percent Impervious (I) = % 25.68
Required Surface Area
Permament Pool Depth: 3.11 ft non-Coastal County
SA/DA= 1.01
Min Req'd Surface Area= 7.629 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch non-Coastal County
Determine Rv Value= 0.05 + .009 (I) = • 0.281 in/in
Storage Volume Required = 17,692 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 376.50 ft
Temporary Pool Elevation = 372.50 ft
Permanent Pool Elevation = 371.00 ft
Shelf Begining Elevation = 371.50 ft
Forebay Weir= 370.00 ft
Shelf Ending Elevation = 370.50 ft
Bottom Elevation = 367.50 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 8,220 sf
Volume of Temporary Storage = 18,347 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 8220 > 7629 ) sf
Volume of Storage for Design Storm = 18,347 ( 18347 > 17692 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Nar Caropines Phase 3A/7A
Project#:
signed by: CEP Date: 4/6/2022
iecked by: Date:
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
a
Zone 3 Q3=0.0437 CD*D2(Z-D/24-Ei)"i1'Z
Zone 2 t 0 Q2=0.372 CD*D*(Z-Ei)"
I
Zone 1 Q1=0
Orifice Diameter(D)= 2 in
Cd= 0.6
Ei= 371 Orifice Inv.
Zone 1 Range= 0.00 to 371
Zone 2 Range= 371 to 371.1
Zone 3 Range= 371.1 to 372
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sa ft cu ft ft cfs min
371.00 10.525 0 0.00 2.00 0.000
371.50 11865 5.598 0.50 3.00 0.068 1.378
372.00 12710 6.144 0.50 3.00 0.100 1.020
372.50 13710 6.605 0.50 3.00 0.125 882
Total •. 18.347 -- -- -- 3.280
Drawdown Time=Incremental Volume/Q/60secmin
Summary
Total Volume= 18,347 cf
Total Time= 3,280 min
Total Time= 2.28 days
4/6/2022 Copy of Prop Wet Pond-new design-P7A 1 of 1

Project: Pond #1 Date: 4/6/2022
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
371 8,220 3,858 22,675 A2 (Perm_Pool)
370.5 7,210 3,525 18,818 Al (Bottom_Shelf)
370 6,890 6,575 15,293
369 6,260 5,960 8,718
368 5,660 2,758 2,758
367.5 5,370 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
371 2,205 2,205 1,053 4,076
370.5 2,005 2,005 954 3,024
370 1,810 1,810 1,628 2,070
369 1,445 1,445 443 443
368.5 325 325 0 0
Forebay Volume 18.0% *Between 15%&20%
Average Depth (Option 1) 2.61 *At least 3'average depth
Average Depth Calculation (Option 2)
Vpp 22,675
permeter of shelf 345
width of shelf 3
Al (Bottom_Shelf): 7,210
Average Depth = 3.11

Proposed Wet Pond #1
Project Information
Project Name: Caropines Phase 3A/7A
Project#:
Designed by: CEP Date: 4/6/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 17.34 Acres
Impervious Area (IA) = 4.45 Acres
Percent Impervious (I) = 25.68 % (Drainage Area)
Orifice Sizing
Orifice Size= 2.00 in (Diameter)
Drawdown Time= 2 28 days (Incremental Draw Down Method)
less than 5 days(yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti-Flotation Device
4'x 4' Outlet Structure
Area: 16.0 sf
Volume: 144.0 cf (Water Displaced -Top of Pond to Bottom of Pond)
Weight: 8986 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 10,783 lbs
Volume of Concrete Req'd: 71 9 cf (Unit WT of Concrete= 150 pcf)
Volume Provided: 125.5 cf (4'x4' riser x 5.5' =88cf, 5'x5'footing x 1.5' =37.5cf)

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STAGE/STORAGE TABLE
STAGE ELEVATION CONTOUR INCREMENTAL TOTAL
(FT) (FT) AREA (SF) STORAGE (CF) STORAGE (CF)
0.0 371.0 10525 0 0
0.5 371.5 11865 5598 5598
1.0 372.0 12710 6144 11741
1.5 372.5 13710 6605 18346 (WQv)
2.0 373.0 14380 7023 25369
3.0 374.0 15760 15070 40439
4.0 375.0 17200 16480 56919
5.0 376.0 18695 17948 74866
5.5 376.5 19465 9540 84406
STORVWATER VANAGEMENT DESIGN
WET DETENTION POND
RIVER BASIN: CAPE FEAR
RECEIVING STREAM: MILL CREEK (WARRIOR LAKE, CRYSTAL LAKE)
STREAM INDEX: 18-23-11-(2)
STREAM CLASS: WS-III,B; HQW:©
HUC: 03030004
LATITUDE & LONGITUDE: N35°13'53.01", W79°22'50.07"
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 17.34 ACRES
SITE IMPERVIOUS AREA TO POND: 4.45 ACRES
OFF-SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 4.45 ACRES
PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED
THROUGH POND
DRAINAGE AREA: 17.34 AC 17.34 AC
CURVE NUMBER: 58.7 66.6
1.0" STORM EVENT: 0.000 CFS 0.000 CFS
1-YEAR STORM EVENT: 3.486 CFS 17.12 CFS 0.686 CFS
2-YEAR STORM EVENT: 8.321 CFS 27.97 CFS 2.638 CFS
10-YEAR STORM EVENT: 27.40 CFS 62.08 CFS 23.75 CFS
100-YEAR STORM EVENT: 65.58 CFS 123.58 CFS 101.15 CFS

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SHALLOW LAND ZONE
HERBACEOUS PLANTS SHALLOW WATER ZONE
HERBACEOUS PLANTS
SCIENTIFIC NAME COMMON NAME PLANTING ZONE QUANTITY NURSERY CONTAINER SPACING PLANTING SEASON
TYPE
Asclepius Incarnata Swamp Milkweed Quill
sedge
Carex tenera Quill Sedge
Chelone glabra White Turtlehead
Eupatoriadelphus dubius Dward Joe Pye Weed
Eupatoriadelphus fistulosus Joe Pye Weed
Eupatoriadelphus maculatus Spotted Trumpetweed
Hibiscus coccineus Scarlet rosemallow
SHALLOW LAND 258
Hibiscus laevis Halberdleaf rosemallow
Kosteletzyka virginica Seashore Mallow
Lobelia cardinalis Cardinal Flower
Lobelia elongata Longleaf Lobelia
Lobelia siphilitica Great blue Lobelia
Rhynchospora colorata Starrush whitetop
Saccharum baldwinii Narrow plumegrass
Acorus americanus Sweetflag
PEAT POT 6' O.C. SPRING/SUMMER
Alisma subcordatum Water Plantain
Hydrolea quadrivalvis Waterpod
Iris virginica Waterpod Blue flag iris
Juncus effusus var. pyiaei or solutus Softrush
Ludwigia spp. Primrose willow
Peltandra virginica Arrow arum
Pontederia cordata Pickerelweed
SHALLOW WATER 258
Sagittaria latifolia Duck Potato
Sagittaria lancifolia Bulltoungue
Saururus cemuus Lizard's tail
Schoenoplectus tabernaemontani Soft stem bulrush
Schoenopleatus americanus Three—square bulrush
Schoenoplectus pungens var.
pungens
Scirpus cyperinus Woolgrass
Zizaniopsis miliacea Giant cutgrass
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Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 3 Peak Flow Period
Post Through Pond 12.23 - 11.90 = 0.33 - 1 hour
Hydrograph type = Reservoir Peak discharge = 101.15 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 248,786 cuft
Inflow hyd. No. = 2 - Post Developed tovoir name = Wet Pond
Max. Elevation = 375.43 ft Max. Storage = 64,577 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=1.00%ofQp.)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.67 20.73 372.68 1.141 0.119 0.988 1.107
11.70 26.31 372.86 2.984 0.115 2.869 2.984
11.73 32.47 373.07 5.891 0.111 5.712 5.823
11.77 39.45 373.29 9.667 0.107 9.409 9.516
11.80 49.19 373.55 14.37 0.103 14.19 14.29
11.83 63.78 373.87 19.67 0.100 19.57 19.67
11.87 82.78 374.25 25.85 0.094 25.31 0.444 25.84
11.90 105.34 374.67 33.95 0.063 24.39 9.496 11.35 45.30
11.93 123.58 « 375.07 38.42 0.044 22.71 15.66 33.81 72.23
11.97 122.75 375.34 40.70 0.037 22.10 18.56 52.96 93.65
12.00 98.24 375.43 « 41.38 0.035 21.95 19.39 59.77 101.15
12.03 62.65 375.32 40.54 0.037 22.13 18.37 51.41 91.95
12.07 34.85 375.09 38.62 0.043 22.65 15.92 35.16 73.77
12.10 21.79 374.83 36.03 0.053 23.53 12.44 19.57 55.60
12.13 17.99 374.62 33.20 0.066 24.74 8.399 9.200 42.41
12.17 17.28 374.47 30.40 0.079 25.83 4.481 3.670 34.07
12.20 16.59 374.37 28.19 0.087 25.94 2.164 1.031 29.22
12.23 15.90 374.28 26.49 0.093 25.60 0.796 26.49
12.27 15.20 374.21 25.14 0.096 24.99 0.059 25.14
12.30 14.50 374.14 24.06 0.098 23.96 24.06
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2
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.33 13.78 374.07 23.00 0.099 22.90 22.99
12.37 13.07 374.00 21.94 0.099 21.84 21.94
12.40 12.34 373.93 20.79 0.100 20.69 20.79
12.43 11.61 373.87 19.68 0.100 19.58 19.68
12.47 10.87 373.80 18.62 0.101 18.52 18.62
12.50 10.13 373.74 17.63 0.101 17.50 17.60
12.53 9.444 373.68 16.67 0.102 16.52 16.62
12.57 8.930 373.63 15.77 0.102 15.55 15.66
12.60 8.612 373.58 14.87 0.102 14.66 14.76
12.63 8.410 373.53 13.99 0.103 13.84 13.94
12.67 8.247 373.49 13.19 0.103 13.09 13.19
12.70 8.083 373.45 12.48 0.104 12.38 12.48
12.73 7.918 373.42 11.84 0.105 11.74 11.84
12.77 7.753 373.39 11.30 0.105 11.18 11.28
12.80 7.586 373.36 10.85 0.105 10.69 10.79
12.83 7.420 373.34 10.44 0.106 10.24 10.34
12.87 7.252 373.32 10.06 0.106 9.825 9.931
12.90 7.084 373.30 9.711 0.107 9.452 9.559
12.93 6.914 373.28 9.370 0.107 9.122 9.229
12.97 6.745 373.26 9.051 0.107 8.813 8.920
13.00 6.574 373.24 8.749 0.108 8.521 8.629
13.03 6.411 373.23 8.465 0.108 8.246 8.354
13.07 6.273 373.21 8.197 0.108 7.987 8.095
13.10 6.162 373.20 7.951 0.109 7.749 7.857
13.13 6.066 373.18 7.737 0.109 7.538 7.647
13.17 5.976 373.17 7.538 0.109 7.343 7.452
13.20 5.885 373.16 7.351 0.109 7.159 7.268
13.23 5.794 373.15 7.175 0.109 6.987 7.096
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3
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.27 5.702 373.14 7.009 0.110 6.824 6.934
13.30 5.611 373.13 6.852 0.110 6.670 6.780
13.33 5.519 373.12 6.703 0.110 6.524 6.634
13.37 5.427 373.11 6.560 0.110 6.384 6.494
13.40 5.335 373.10 6.424 0.110 6.250 6.360
13.43 5.243 373.10 6.300 0.110 6.126 6.236
13.47 5.150 373.09 6.186 0.111 6.010 6.121
13.50 5.056 373.08 6.074 0.111 5.897 6.007
13.53 4.966 373.07 5.964 0.111 5.786 5.897
13.57 4.884 373.07 5.857 0.111 5.678 5.788
13.60 4.810 373.06 5.754 0.111 5.573 5.684
13.63 4.743 373.05 5.654 0.111 5.471 5.583
13.67 4.676 373.04 5.558 0.111 5.374 5.486
13.70 4.610 373.04 5.465 0.111 5.281 5.392
13.73 4.543 373.03 5.376 0.111 5.190 5.301
13.77 4.477 373.03 5.289 0.112 5.102 5.213
13.80 4.410 373.02 5.204 0.112 5.016 5.127
13.83 4.343 373.02 5.121 0.112 4.932 5.044
13.87 4.276 373.01 5.041 0.112 4.850 4.962
13.90 4.209 373.00 4.961 0.112 4.770 4.882
13.93 4.141 373.00 4.882 0.112 4.691 4.803
13.97 4.073 372.99 4.798 0.112 4.614 4.726
14.00 4.006 372.99 4.715 0.112 4.537 4.650
14.03 3.943 372.98 4.634 0.112 4.462 4.575
14.07 3.893 372.98 4.555 0.112 4.389 4.502
14.10 3.858 372.97 4.480 0.113 4.319 4.432
14.13 3.833 372.97 4.409 0.113 4.254 4.367
14.17 3.810 372.96 4.343 0.113 4.193 4.306
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4
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.20 3.788 372.96 4.283 0.113 4.137 4.250
14.23 3.765 372.95 4.225 0.113 4.084 4.197
14.27 3.743 372.95 4.172 0.113 4.035 4.148
14.30 3.720 372.95 4.125 0.113 3.990 4.103
14.33 3.697 372.94 4.082 0.113 3.949 4.062
14.37 3.674 372.94 4.041 0.113 3.909 4.022
14.40 3.651 372.94 4.002 0.113 3.871 3.984
14.43 3.628 372.94 3.964 0.113 3.835 3.948
14.47 3.606 372.93 3.928 0.113 3.800 3.913
14.50 3.583 372.93 3.894 0.114 3.766 3.880
14.53 3.560 372.93 3.860 0.114 3.734 3.847
14.57 3.536 372.93 3.828 0.114 3.702 3.816
14.60 3.513 372.92 3.796 0.114 3.671 3.785
14.63 3.490 372.92 3.765 0.114 3.642 3.755
14.67 3.467 372.92 3.735 0.114 3.612 3.726
14.70 3.444 372.92 3.705 0.114 3.584 3.698
14.73 3.421 372.91 3.676 0.114 3.556 3.670
14.77 3.397 372.91 3.648 0.114 3.529 3.642
14.80 3.374 372.91 3.620 0.114 3.502 3.615
14.83 3.351 372.91 3.593 0.114 3.475 3.589
14.87 3.328 372.91 3.566 0.114 3.449 3.563
14.90 3.304 372.90 3.538 0.114 3.423 3.537
14.93 3.281 372.90 3.512 0.114 3.397 3.511
14.97 3.257 372.90 3.486 0.114 3.371 3.485
15.00 3.234 372.90 3.461 0.114 3.347 3.461
15.03 3.210 372.90 3.438 0.114 3.324 3.438
15.07 3.187 372.89 3.414 0.114 3.300 3.414
15.10 3.163 372.89 3.390 0.114 3.276 3.390
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5
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.13 3.139 372.89 3.367 0.114 3.252 3.367
15.17 3.116 372.89 3.343 0.114 3.229 3.343
15.20 3.092 372.89 3.319 0.114 3.205 3.319
15.23 3.069 372.88 3.296 0.114 3.181 3.296
15.27 3.045 372.88 3.272 0.114 3.158 3.272
15.30 3.021 372.88 3.248 0.114 3.134 3.248
15.33 2.997 372.88 3.224 0.115 3.110 3.224
15.37 2.973 372.88 3.201 0.115 3.086 3.201
15.40 2.949 372.87 3.177 0.115 3.062 3.177
15.43 2.926 372.87 3.153 0.115 3.039 3.153
15.47 2.902 372.87 3.130 0.115 3.015 3.130
15.50 2.878 372.87 3.106 0.115 2.991 3.106
15.53 2.854 372.87 3.082 0.115 2.967 3.082
15.57 2.830 372.87 3.058 0.115 2.943 3.058
15.60 2.806 372.86 3.034 0.115 2.919 3.034
15.63 2.782 372.86 3.010 0.115 2.896 3.010
15.67 2.757 372.86 2.987 0.115 2.872 2.987
15.70 2.733 372.86 2.963 0.115 2.848 2.963
15.73 2.709 372.86 2.939 0.115 2.824 2.939
15.77 2.685 372.85 2.915 0.115 2.800 2.915
15.80 2.661 372.85 2.891 0.115 2.776 2.891
15.83 2.637 372.85 2.868 0.115 2.752 2.867
15.87 2.613 372.85 2.846 0.115 2.730 2.845
15.90 2.588 372.85 2.825 0.115 2.707 2.822
15.93 2.564 372.84 2.803 0.115 2.684 2.799
15.97 2.540 372.84 2.781 0.115 2.661 2.776
16.00 2.515 372.84 2.759 0.115 2.638 2.753
16.03 2.493 372.84 2.737 0.115 2.615 2.730
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6
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.07 2.475 372.84 2.716 0.115 2.592 2.707
16.10 2.462 372.83 2.695 0.115 2.570 2.685
16.13 2.453 372.83 2.675 0.115 2.549 2.664
16.17 2.444 372.83 2.656 0.115 2.529 2.644
16.20 2.436 372.83 2.638 0.115 2.510 2.625
16.23 2.428 372.83 2.621 0.116 2.492 2.607
16.27 2.420 372.83 2.605 0.116 2.475 2.590
16.30 2.411 372.82 2.589 0.116 2.459 2.574
16.33 2.403 372.82 2.574 0.116 2.443 2.559
16.37 2.395 372.82 2.561 0.116 2.428 2.544
16.40 2.386 372.82 2.547 0.116 2.414 2.530
16.43 2.378 372.82 2.534 0.116 2.400 2.516
16.47 2.370 372.82 2.521 0.116 2.387 2.503
16.50 2.361 372.82 2.509 0.116 2.375 2.490
16.53 2.353 372.82 2.498 0.116 2.362 2.478
16.57 2.345 372.81 2.486 0.116 2.350 2.466
16.60 2.336 372.81 2.475 0.116 2.338 2.454
16.63 2.328 372.81 2.464 0.116 2.327 2.443
16.67 2.319 372.81 2.454 0.116 2.316 2.432
16.70 2.311 372.81 2.444 0.116 2.305 2.421
16.73 2.302 372.81 2.434 0.116 2.295 2.410
16.77 2.294 372.81 2.424 0.116 2.284 2.400
16.80 2.286 372.81 2.414 0.116 2.274 2.390
16.83 2.277 372.81 2.405 0.116 2.264 2.380
16.87 2.269 372.81 2.395 0.116 2.254 2.370
16.90 2.260 372.80 2.386 0.116 2.244 2.360
16.93 2.252 372.80 2.377 0.116 2.234 2.350
16.97 2.243 372.80 2.368 0.116 2.225 2.341
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7
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.00 2.235 372.80 2.359 0.116 2.215 2.331
17.03 2.226 372.80 2.350 0.116 2.206 2.322
17.07 2.218 372.80 2.341 0.116 2.197 2.313
17.10 2.209 372.80 2.332 0.116 2.188 2.304
17.13 2.201 372.80 2.323 0.116 2.179 2.295
17.17 2.192 372.80 2.314 0.116 2.171 2.287
17.20 2.184 372.80 2.306 0.116 2.162 2.278
17.23 2.175 372.80 2.297 0.116 2.154 2.270
17.27 2.167 372.80 2.288 0.116 2.145 2.261
17.30 2.158 372.80 2.279 0.116 2.137 2.253
17.33 2.150 372.79 2.270 0.116 2.128 2.244
17.37 2.141 372.79 2.261 0.116 2.120 2.236
17.40 2.132 372.79 2.252 0.116 2.112 2.228
17.43 2.124 372.79 2.243 0.116 2.103 2.219
17.47 2.115 372.79 2.234 0.116 2.094 2.211
17.50 2.107 372.79 2.225 0.116 2.086 2.202
17.53 2.098 372.79 2.216 0.116 2.077 2.194
17.57 2.090 372.79 2.207 0.116 2.069 2.185
17.60 2.081 372.79 2.198 0.116 2.060 2.176
17.63 2.072 372.79 2.189 0.116 2.052 2.168
17.67 2.064 372.79 2.180 0.116 2.043 2.159
17.70 2.055 372.79 2.171 0.116 2.034 2.151
17.73 2.046 372.78 2.162 0.116 2.026 2.142
17.77 2.038 372.78 2.153 0.116 2.018 2.134
17.80 2.029 372.78 2.144 0.116 2.009 2.125
17.83 2.021 372.78 2.135 0.116 2.000 2.117
17.87 2.012 372.78 2.126 0.116 1.992 2.108
17.90 2.003 372.78 2.117 0.116 1.983 2.099
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8
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.93 1.995 372.78 2.108 0.116 1.974 2.091
17.97 1.986 372.78 2.099 0.116 1.966 2.082
18.00 1.977 372.78 2.090 0.116 1.957 2.074
18.03 1.969 372.78 2.080 0.116 1.949 2.065
18.07 1.960 372.78 2.071 0.116 1.940 2.056
18.10 1.951 372.78 2.062 0.116 1.931 2.048
18.13 1.942 372.77 2.053 0.116 1.923 2.039
18.17 1.934 372.77 2.044 0.116 1.914 2.030
18.20 1.925 372.77 2.035 0.116 1.905 2.022
18.23 1.916 372.77 2.026 0.116 1.897 2.013
18.27 1.908 372.77 2.017 0.116 1.888 2.005
18.30 1.899 372.77 2.008 0.116 1.879 1.996
18.33 1.890 372.77 1.999 0.116 1.871 1.987
18.37 1.881 372.77 1.989 0.116 1.862 1.979
18.40 1.873 372.77 1.980 0.116 1.853 1.970
18.43 1.864 372.77 1.971 0.117 1.845 1.961
18.47 1.855 372.77 1.962 0.117 1.836 1.952
18.50 1.846 372.77 1.953 0.117 1.827 1.944
18.53 1.838 372.76 1.943 0.117 1.818 1.935
18.57 1.829 372.76 1.934 0.117 1.810 1.926
18.60 1.820 372.76 1.925 0.117 1.801 1.918
18.63 1.811 372.76 1.916 0.117 1.792 1.909
18.67 1.802 372.76 1.907 0.117 1.784 1.900
18.70 1.794 372.76 1.898 0.117 1.775 1.891
18.73 1.785 372.76 1.888 0.117 1.766 1.883
18.77 1.776 372.76 1.879 0.117 1.757 1.874
18.80 1.767 372.76 1.870 0.117 1.748 1.865
18.83 1.758 372.76 1.861 0.117 1.740 1.856
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9
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.87 1.750 372.76 1.851 0.117 1.731 1.848
18.90 1.741 372.76 1.842 0.117 1.722 1.839
18.93 1.732 372.75 1.833 0.117 1.714 1.830
18.97 1.723 372.75 1.824 0.117 1.705 1.821
19.00 1.714 372.75 1.814 0.117 1.696 1.813
19.03 1.705 372.75 1.805 0.117 1.687 1.804
19.07 1.697 372.75 1.796 0.117 1.678 1.795
19.10 1.688 372.75 1.787 0.117 1.670 1.786
19.13 1.679 372.75 1.778 0.117 1.661 1.778
19.17 1.670 372.75 1.771 0.117 1.653 1.770
19.20 1.661 372.75 1.764 0.117 1.645 1.762
19.23 1.652 372.75 1.757 0.117 1.637 1.754
19.27 1.643 372.75 1.750 0.117 1.629 1.745
19.30 1.634 372.75 1.743 0.117 1.620 1.737
19.33 1.626 372.74 1.735 0.117 1.612 1.729
19.37 1.617 372.74 1.728 0.117 1.604 1.720
19.40 1.608 372.74 1.721 0.117 1.595 1.712
19.43 1.599 372.74 1.713 0.117 1.587 1.704
19.47 1.590 372.74 1.706 0.117 1.578 1.695
19.50 1.581 372.74 1.699 0.117 1.570 1.687
19.53 1.572 372.74 1.691 0.117 1.561 1.678
19.57 1.563 372.74 1.684 0.117 1.553 1.670
19.60 1.554 372.74 1.676 0.117 1.544 1.661
19.63 1.545 372.74 1.669 0.117 1.535 1.652
19.67 1.536 372.74 1.661 0.117 1.527 1.644
19.70 1.528 372.73 1.653 0.117 1.518 1.635
19.73 1.519 372.73 1.646 0.117 1.509 1.626
19.77 1.510 372.73 1.638 0.117 1.500 1.618
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10
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.80 1.501 372.73 1.631 0.117 1.492 1.609
19.83 1.492 372.73 1.623 0.117 1.483 1.600
19.87 1.483 372.73 1.615 0.117 1.474 1.592
19.90 1.474 372.73 1.608 0.117 1.466 1.583
19.93 1.465 372.73 1.600 0.117 1.457 1.574
19.97 1.456 372.73 1.592 0.117 1.448 1.565
20.00 1.447 372.73 1.584 0.117 1.439 1.556
20.03 1.439 372.73 1.577 0.117 1.430 1.548
20.07 1.433 372.72 1.569 0.117 1.422 1.539
20.10 1.429 372.72 1.562 0.117 1.413 1.531
20.13 1.427 372.72 1.555 0.117 1.405 1.523
20.17 1.425 372.72 1.548 0.117 1.398 1.515
20.20 1.424 372.72 1.542 0.117 1.391 1.508
20.23 1.422 372.72 1.536 0.117 1.384 1.502
20.27 1.420 372.72 1.531 0.118 1.378 1.495
20.30 1.419 372.72 1.526 0.118 1.372 1.489
20.33 1.417 372.72 1.521 0.118 1.366 1.484
20.37 1.415 372.72 1.516 0.118 1.361 1.479
20.40 1.414 372.72 1.512 0.118 1.356 1.474
20.43 1.412 372.72 1.508 0.118 1.351 1.469
20.47 1.410 372.72 1.504 0.118 1.347 1.464
20.50 1.409 372.72 1.500 0.118 1.343 1.460
20.53 1.407 372.72 1.497 0.118 1.339 1.456
20.57 1.405 372.72 1.493 0.118 1.335 1.452
20.60 1.404 372.71 1.490 0.118 1.331 1.449
20.63 1.402 372.71 1.487 0.118 1.327 1.445
20.67 1.400 372.71 1.484 0.118 1.324 1.442
20.70 1.399 372.71 1.481 0.118 1.321 1.438
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11
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.73 1.397 372.71 1.478 0.118 1.318 1.435
20.77 1.395 372.71 1.476 0.118 1.315 1.432
20.80 1.394 372.71 1.473 0.118 1.312 1.429
20.83 1.392 372.71 1.471 0.118 1.309 1.427
20.87 1.390 372.71 1.468 0.118 1.306 1.424
20.90 1.389 372.71 1.466 0.118 1.303 1.421
20.93 1.387 372.71 1.464 0.118 1.301 1.419
20.97 1.385 372.71 1.462 0.118 1.298 1.416
21.00 1.384 372.71 1.459 0.118 1.296 1.414
21.03 1.382 372.71 1.457 0.118 1.294 1.411
21.07 1.380 372.71 1.455 0.118 1.291 1.409
21.10 1.379 372.71 1.453 0.118 1.289 1.407
21.13 1.377 372.71 1.451 0.118 1.287 1.404
21.17 1.375 372.71 1.450 0.118 1.285 1.402
21.20 1.374 372.71 1.448 0.118 1.282 1.400
21.23 1.372 372.71 1.446 0.118 1.280 1.398
21.27 1.370 372.71 1.444 0.118 1.278 1.396
21.30 1.369 372.71 1.442 0.118 1.276 1.394
21.33 1.367 372.71 1.440 0.118 1.274 1.392
21.37 1.365 372.71 1.439 0.118 1.272 1.390
21.40 1.364 372.71 1.437 0.118 1.270 1.388
21.43 1.362 372.71 1.435 0.118 1.268 1.386
21.47 1.360 372.71 1.434 0.118 1.266 1.384
21.50 1.359 372.71 1.432 0.118 1.264 1.382
21.53 1.357 372.71 1.430 0.118 1.263 1.380
21.57 1.355 372.71 1.429 0.118 1.261 1.378
21.60 1.354 372.71 1.427 0.118 1.259 1.377
21.63 1.352 372.71 1.425 0.118 1.257 1.375
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12
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.67 1.350 372.71 1.424 0.118 1.255 1.373
21.70 1.349 372.71 1.422 0.118 1.253 1.371
21.73 1.347 372.71 1.421 0.118 1.251 1.369
21.77 1.345 372.71 1.419 0.118 1.250 1.367
21.80 1.343 372.71 1.417 0.118 1.248 1.366
21.83 1.342 372.71 1.416 0.118 1.246 1.364
21.87 1.340 372.71 1.414 0.118 1.244 1.362
21.90 1.338 372.71 1.413 0.118 1.242 1.360
21.93 1.337 372.71 1.411 0.118 1.241 1.359
21.97 1.335 372.71 1.410 0.118 1.239 1.357
22.00 1.333 372.70 1.408 0.118 1.237 1.355
22.03 1.332 372.70 1.407 0.118 1.235 1.353
22.07 1.330 372.70 1.405 0.118 1.234 1.352
22.10 1.328 372.70 1.404 0.118 1.232 1.350
22.13 1.327 372.70 1.402 0.118 1.230 1.348
22.17 1.325 372.70 1.401 0.118 1.228 1.346
22.20 1.323 372.70 1.399 0.118 1.227 1.345
22.23 1.321 372.70 1.398 0.118 1.225 1.343
22.27 1.320 372.70 1.396 0.118 1.223 1.341
22.30 1.318 372.70 1.395 0.118 1.222 1.339
22.33 1.316 372.70 1.393 0.118 1.220 1.338
22.37 1.315 372.70 1.391 0.118 1.218 1.336
22.40 1.313 372.70 1.390 0.118 1.216 1.334
22.43 1.311 372.70 1.388 0.118 1.215 1.333
22.47 1.310 372.70 1.387 0.118 1.213 1.331
22.50 1.308 372.70 1.385 0.118 1.211 1.329
22.53 1.306 372.70 1.384 0.118 1.209 1.327
22.57 1.304 372.70 1.382 0.118 1.208 1.326
Continues on next page...

13
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.60 1.303 372.70 1.381 0.118 1.206 1.324
22.63 1.301 372.70 1.380 0.118 1.204 1.322
22.67 1.299 372.70 1.378 0.118 1.203 1.321
22.70 1.298 372.70 1.377 0.118 1.201 1.319
22.73 1.296 372.70 1.375 0.118 1.199 1.317
22.77 1.294 372.70 1.374 0.118 1.198 1.315
22.80 1.292 372.70 1.372 0.118 1.196 1.314
22.83 1.291 372.70 1.371 0.118 1.194 1.312
22.87 1.289 372.70 1.369 0.118 1.192 1.310
22.90 1.287 372.70 1.367 0.118 1.191 1.309
22.93 1.286 372.70 1.366 0.118 1.189 1.307
22.97 1.284 372.70 1.364 0.118 1.188 1.306
23.00 1.282 372.70 1.362 0.118 1.186 1.304
23.03 1.281 372.70 1.361 0.118 1.185 1.303
23.07 1.279 372.70 1.359 0.118 1.183 1.301
23.10 1.277 372.70 1.357 0.118 1.181 1.299
23.13 1.275 372.70 1.355 0.118 1.180 1.298
23.17 1.274 372.70 1.353 0.118 1.178 1.296
23.20 1.272 372.70 1.351 0.118 1.176 1.295
23.23 1.270 372.70 1.350 0.118 1.175 1.293
23.27 1.268 372.70 1.348 0.118 1.173 1.291
23.30 1.267 372.70 1.346 0.118 1.172 1.290
23.33 1.265 372.70 1.344 0.118 1.170 1.288
23.37 1.263 372.70 1.342 0.118 1.168 1.286
23.40 1.262 372.70 1.341 0.118 1.167 1.285
23.43 1.260 372.70 1.339 0.118 1.165 1.283
23.47 1.258 372.70 1.337 0.118 1.163 1.282
23.50 1.256 372.70 1.335 0.118 1.162 1.280
Continues on next page...

14
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.53 1.255 372.70 1.333 0.118 1.160 1.278
23.57 1.253 372.70 1.331 0.118 1.158 1.276
23.60 1.251 372.70 1.330 0.118 1.157 1.275
23.63 1.250 372.70 1.328 0.118 1.155 1.273
23.67 1.248 372.70 1.326 0.118 1.153 1.271
23.70 1.246 372.70 1.324 0.118 1.152 1.270
23.73 1.244 372.70 1.322 0.118 1.150 1.268
23.77 1.243 372.69 1.320 0.118 1.148 1.266
23.80 1.241 372.69 1.318 0.118 1.147 1.265
23.83 1.239 372.69 1.316 0.118 1.145 1.263
23.87 1.237 372.69 1.314 0.118 1.143 1.261
23.90 1.236 372.69 1.312 0.118 1.142 1.260
23.93 1.234 372.69 1.310 0.118 1.140 1.258
23.97 1.232 372.69 1.308 0.118 1.138 1.256
24.00 1.230 372.69 1.306 0.118 1.136 1.254
24.03 0.983 372.69 1.295 0.118 1.126 1.244
24.07 0.492 372.69 1.256 0.118 1.091 1.210
24.10 0.164 372.68 1.188 0.119 1.030 1.149
24.13 0.000 372.67 1.106 0.119 0.957 1.076
...End

5/30/24,2:30 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
SPILLWAY ANALYSIS
>>>Grass Spillway
Name Grass Spillway
Discharge 101.15
Peak Flow Period 1
Channel Slope 0.33
Channel Bottom Width 15
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sand(SP)
Shoremax - Class C - Mix (Sod & Bunch) - Very Good 80-95%
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 101.15 cfs 17.77 ft/s 0.37 ft 0.024 8.5 lbs/ft2 7.62 lbs/ft2 1.12 STABLE G
P550
Unvegetated
Underlying Straight 101.15 cfs 17.77 ft/s 0.37 ft 0.024 7.44 lbs/ft2 7.3 lbs/ft2 1.02 STABLE G
Substrate
Shoremax w/ Straight 101.15 cfs 18.94 ft/s 0.35 ft 0.022 14 lbs/ft2 7.15 Ibs/ft2 1.96 STABLE G
P550 Reinforced
Vegetation
Underlying Straight 101.15 cfs 18.94 ft/s 0.35 ft 0.022 8.5 lbs/ft2 6.87 lbs/ft2 1.24 STABLE G
Substrate
https://ecmds.com/project/160779/spillway-analysis/266764/show 1/1

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1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 3.486 2 728 20,646 Pre-Developed-Overall Site
2 SCS Runoff 17.12 2 718 36,485 Post Developed to Pond
3 Reservoir 0.686 2 892 35,512 2 372.62 20,038 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
6 Reservoir 0.000 2 n/a 0 5 371.00 0.000 1.0inPost Through Pond
Wet_pond3.gpw Return Period: 1 Year Thursday, 05/30/2024

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 3.486 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 20,646 cuft
Drainage area = 17.340 ac Curve number = 58.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 19.40 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
4.00 - 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 _ - ' 1 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 17.12 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 36,485 cuft
Drainage area = 17.340 ac Curve number = 66.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 5.00 min
Total precip. = 3.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
-
0.00 - 1 '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.686 cfs
Storm frequency = 1 yrs Time to peak = 892 min
Time interval = 2 min Hyd. volume = 35,512 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 372.62 ft
Reservoir name = Wet Pond Max. Storage = 20,038 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
_L _ _ _ _
0.00 — 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 I I Total storage used = 20,038 cuft

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Pond No. 1 - Wet Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=371.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 371.00 10,525 0 0
0.50 371.50 11,865 5,598 5,598
1.00 372.00 12,710 6,144 11,741
1.50 372.50 13,710 6,605 18,346
2.00 373.00 14,380 7,023 25,369
3.00 374.00 15,760 15,070 40,439
4.00 375.00 17,200 16,480 56,919
5.00 376.00 18,695 17,948 74,866
5.50 376.50 19,465 9,540 84,406
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 2.00 Inactive Inactive Crest Len(ft) = 4.00 12.00 15.00 Inactive
Span(in) = 30.00 2.00 0.00 0.00 Crest El.(ft) = 372.50 374.20 374.30 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 371.00 371.00 0.00 0.00 Weir Type = Rect Broad Ciplti ---
Length(ft) = 60.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.67 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 377.00
5.00 376.00
4.00 375.00
3.00 374.00
2.00 373.00
-
1.00 372.00
0.00 371.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0
Total Q Discharge(cfs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 5
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 17.340 ac Curve number = 66.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to Pond
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
0.10 0.10
0.09 I 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 20 40 60 80 100 120
Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to Pond/lax. Elevation = 371.00 ft
Reservoir name = Wet Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through Pond
Q (cfs) Hyd. No. 6 -- 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
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Pond No. 1 - Wet Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=371.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 371.00 10,525 0 0
0.50 371.50 11,865 5,598 5,598
1.00 372.00 12,710 6,144 11,741
1.50 372.50 13,710 6,605 18,346
2.00 373.00 14,380 7,023 25,369
3.00 374.00 15,760 15,070 40,439
4.00 375.00 17,200 16,480 56,919
5.00 376.00 18,695 17,948 74,866
5.50 376.50 19,465 9,540 84,406
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 2.00 Inactive Inactive Crest Len(ft) = 4.00 12.00 15.00 Inactive
Span(in) = 30.00 2.00 0.00 0.00 Crest El.(ft) = 372.50 374.20 374.30 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 371.00 371.00 0.00 0.00 Weir Type = Rect Broad Ciplti ---
Length(ft) = 60.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.67 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 377.00
5.00 376.00
4.00 375.00
3.00 374.00
2.00 373.00
-
1.00 372.00
0.00 371.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0
Total Q Discharge(cfs)

9
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 8.321 2 728 36,564 Pre-Developed-Overall Site
2 SCS Runoff 27.97 2 718 57,024 Post Developed to Pond
3 Reservoir 2.638 2 752 56,041 2 372.83 22,973 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
6 Reservoir 0.000 2 n/a 0 5 371.00 0.000 1.0inPost Through Pond
Wet_pond3.gpw Return Period: 2 Year Thursday, 05/30/2024

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 8.321 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 36,564 cuft
Drainage area = 17.340 ac Curve number = 58.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 19.40 min
Total precip. = 3.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
10.00 - 10.00
8.00 I 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 27.97 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 57,024 cuft
Drainage area = 17.340 ac Curve number = 66.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 5.00 min
Total precip. = 3.74 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 t , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 2.638 cfs
Storm frequency = 2 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 56,041 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 372.83 ft
Reservoir name = Wet Pond Max. Storage = 22,973 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
k........
0.00 -. - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 3 Hyd No. 2 II I II Total storage used = 22,973 cuft

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 5
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 17.340 ac Curve number = 66.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to Pond
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
0.10 0.10
0.09 I 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 20 40 60 80 100 120
Hyd No. 5 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to Pond/lax. Elevation = 371.00 ft
Reservoir name = Wet Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through Pond
Q (cfs) Hyd. No. 6 -- 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

15
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 27.40 2 726 93,615 Pre-Developed-Overall Site
2 SCS Runoff 62.08 2 718 124,182 Post Developed to Pond
3 Reservoir 23.75 2 724 123,181 2 374.11 42,329 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
6 Reservoir 0.000 2 n/a 0 5 371.00 0.000 1.0inPost Through Pond
Wet_pond3.gpw Return Period: 10 Year Thursday, 05/30/2024

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 27.40 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 93,615 cuft
Drainage area = 17.340 ac Curve number = 58.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 19.40 min
Total precip. = 5.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
28.00 28.00
-I
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 i L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 62.08 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 124,182 cuft
Drainage area = 17.340 ac Curve number = 66.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 5.00 min
Total precip. = 5.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
•
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 23.75 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 123,181 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 374.11 ft
Reservoir name = Wet Pond Max. Storage = 42,329 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 :� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used =42,329 cuft

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 5
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 17.340 ac Curve number = 66.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to Pond
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
0.10 0.10
0.09 I 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 20 40 60 80 100 120
Hyd No. 5 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to Pond/lax. Elevation = 371.00 ft
Reservoir name = Wet Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through Pond
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

21
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 65.58 2 724 209,563 Pre-Developed-Overall Site
2 SCS Runoff 123.58 2 716 249,799 Post Developed to Pond
3 Reservoir 101.15 2 720 248,786 2 375.43 64,577 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
6 Reservoir 0.000 2 n/a 0 5 371.00 0.000 1.0inPost Through Pond
Wet_pond3.gpw Return Period: 100 Year Thursday, 05/30/2024

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 65.58 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 209,563 cuft
Drainage area = 17.340 ac Curve number = 58.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 19.40 min
Total precip. = 8.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
70.00 70.00
1
60.00 60.00
50.00 50.00
•
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
741
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 123.58 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 249,799 cuft
Drainage area = 17.340 ac Curve number = 66.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = Time of conc. (Tc) = 5.00 min
Total precip. = 8.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 101.15 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 248,786 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 375.43 ft
Reservoir name = Wet Pond Max. Storage = 64,577 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 64,577 cuft

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 5
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 17.340 ac Curve number = 66.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to Pond
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
0.10 0.10
0.09 I 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 20 40 60 80 100 120
Hyd No. 5 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,05/30/2024
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to Pond/lax. Elevation = 371.00 ft
Reservoir name = Wet Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through Pond
Q (cfs) Hyd. No. 6-- 100 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

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Bowman
NORTH CAROLINA
APPENDIX E
Storm Drainage System
100 System
200 System
300 System
Gutter Spread Calculations
Grass Channel Calculations
Caropines Phases 3A, 7A, and 14A -Storm water Design Report 10 I P a g e

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Caropines Phases 3A/7A Southern Pines,NC-Storm Drain"C"calculations
Rational Runoff Coefficient"C"
Catch Basin#101
Drainage Area(acres); 0.29
Proposed Land Uses'
Land Use Description Acres %Site Runoff"C"
Roofs 0 00 0% 0 95 0,00
Asphalt/Concrete Pavement 0 21 72% 0 95 0.69
Lawn 0 08 28% 0.3 0,08
Wooded 0 00 0% 0.2 0.00
Total Area= 0.29 Cumulative"C"= 0 77
i1o= 8.02
Q1o= 1 79
Manhole#102
Drainage Area(.4res): 0
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 00 0% 0.95 0 00
Asphalt/Concrete Pavement 0 00 0% 0.95 0 00
Lawn 0 00 0% 0.3 0 00
Wooded 0 00 0% 0.2 0 00 1
Total Area= 0 00 Cumulative"C"= 0 00
i1o= 8 02
Q1o= 0 00
Catch Basin#103
Drainage Area(acres): 0.31
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 00 0% 0.95 0 00
Asphalt/Concrete Pavement 0.19 61% 0 95 0 58
Lawn 0.12 39% 0.3 0.12
Wooded 0.00 0% 0.2 0,00
Total Area= 0.31 Cumulative"C"= 0.70
Ho= 8.02
Q i o= 1.74
Catch Basin#104/105
Orainaoe Area(acres); 0.58
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 015 26% 0.95 0.25
Asphalt/Concrete Pavement 0 11 19% 0.95 0.18
Lawn 0 32 55% 0.3 0,17
Wooded 0 00 0% 0.2 0.00
Total Area= 0 58 Cumulative"C"= 0,59
no= 8.02
Q1o= 2,75
Catch Basin#106
Drainage Area(acres): 0.44
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.15 34% 0.95 0.32
Asphalt/Concrete Pavement 0 06 14% 0.95 0.13
Lawn 0 23 52% 0.3 0.16
Wooded 0 00 0% 0,2 0.00
Total Area= 0 44 Cumulative"C"= 0.61
no= 8.02
Qio= 2.15

Catch Basin#107
Drainage Area(acres): 0.2
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 08 40% 0 95 0 38
Asphalt/Concrete Pavement 0 03 15% 0 95 0.14
Lawn 0 09 45% 0.3 0 14
Wooded 0.00 0% 0,2 0 00
Total Area= 0.20 Cumulative"C"= n t;[
ito= 8 02
Qto= 1.05
Catch Basin#108
Drainage Area(acres): 0.3
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 015 50% 0.95 0.48
Asphalt/Concrete Pavement 0 05 17% 0.95 0.16
Lawn 010 33% 0.3 0.10
Wooded 0 00 0% 0.2 0.00
Total Area= 0.30 Cumulative"C"= 0,73
i1o= 8.02
Q t o= 1.76
Catch Basin#109
Drainage Area(acres): 0.06
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" C"
Roofs 0.00 0% 0.95 0 00
Asphalt/Concrete Pavement 0 04 67% 0.95 0 63
Lawn 0.02 33% 0 3 0 10
Wooded 0 00 0% 0 2 0 00
Total Area= 0.06 Cumulative"C"= 0.73
i1o= 8.02
Qto= 0.35
Catch Basin#110
Orainaae Area(acres): 0.59
Propof '_ Uses;
Land Use Description Acres %Site Runoff"C"
Roofs 0 15 25% 0 95 0 24
Asphalt/Concrete Pavement 0 05 8% 0 95 0 08
Lawn 039 66% 03 020
Wooded 0 00 0% 0 2 0 00
Total Area= 0.59 Cumulative"C"= 0.52
Ito= 8.02
Q1o= 2 46
Catch Basin#111
Drainage Area(acres): 0.42
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.06 14% 0.95 0 14
Lawn 0 36 86% 0.3 0 26
Wooded 0.00 0% 0.2 0 00
Total Area= 0 42 Cumulative"C"= 0 39
ito= 8 02
Qio= 1 32

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Bowman North Carolina,Ltd.
Caropines Phases 3A/7A Southern Pines,NC-Storm Drain"C"calculations
Rational Runoff Coefficient"C"
Catch Basin#201
Drainage Area(acres); 0.36
Proposed Land Uses.'
Land Use Description Acres %Site Runoff"C"
Roofs 0.08 22% 0.95 0.21
Asphalt/Concrete Pavement 0.06 17% 0.95 0.16
Lawn 0.22 61% 0.3 0.18
Wooded 0.00 0% 0.2 0 00
Total Area= 0.36 Cumulative"C"= 0 55
i1o= 8 02
Q1o= 1 60
Catch Basin#202
Drainage Area(acres); 0.29
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 08 28% 0.95 0,26
Asphalt/Concrete Pavement 0.04 14% 0.95 0 13
Lawn 017 59% 0.3 018
Wooded 0.00 0% 0.2 0 00
Total Area= 0.29 Cumulative"C"= 0.57
i1o= 8 02
Qio= 1 32
Catch Basin#203
Drainage Area!acres): 0.30
Proposed land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 08 27% 0.95 0.25
Asphalt/Concrete Pavement 0 04 13% 0.95 0 13
Lawn 018 60% 0.3 018
Wooded 0 00 0% 0.2 0 00
Total Area= 0.30 Cumulative"C"= 0.56
i1o= 8.02
Qio= 1 35
Catch Basin#204
Drainage Area!acres); 0.35
Posed Land USeS-'
Land Use Description Acres %Site Runoff"C"
Roofs 0 08 23% 0 95 0 22
Asphalt/Concrete Pavement 0 05 14% 0.95 0 14
Lawn 0 22 63% 0 3 0 19
Wooded 0.00 0% 0 2 0 00
Total Area= 0 35 Cumulative"C"= n 51
i1o= 8 02
Q1o= 1 52
Catch Basin#205
Drainage Area(acres); 0.25
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 08 32% 0.95 0 30
Asphalt/Concrete Pavement 0 09 36% 0.95 0 34
Lawn 0 08 32% 0 3 0.10
Wooded 0 00 0% 0 2 0 00
Total Area= 0.25 Cumulative"C"= 0 74
i1o= 8 02
Qio= 1 49

Catch Basin#206
Drainage Area(acres): 0.15
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 00 0% 0 95 0 00
Asphalt/Concrete Pavement 0 15 100% 0.95 0 95
Lawn 0 00 0% 0.3 0.00
Wooded 0.00 0% 0 2 0.00
Total Area= 0.15 Cumulative"C"= 0.95
i1o= 8.02
Qio= 1 14
Catch Basin#207
Drainage Area!acres): 0.41
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.08 20% 0.95 019
Asphalt/Concrete Pavement 0.04 10% 0.95 0 09
Lawn 0.29 71% 0.3 0.21
Wooded 0.00 0% 0.2 0 00
Total Area= 0 41 Cumulative"C"= 0 49
i1o= 8 02
Q10= 1 61
Catch Basin#208
Drainage Area(acres): 0.54
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.15 28% • 0.95 0.26
Asphalt/Concrete Pavement 0.04 7% 0.95 0.07
Lawn 0.35 65% 0.3 019
Wooded 0.00 0% 0.2 0 00
Total Area= 0 54 Cumulative"C"= 0.53
110= 8.02
Qio= 2.29
Manhole#209
Drainage Area(acres): 0
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 00 0% 0 95 0 00
Asphalt/Concrete Pavement 0 00 0% 0.95 0 00
Lawn 0 00 0% 0.3 0.00
Wooded 0 00 0% 0.2 0 00
Total Area= 0.00 Cumulative"C"= o oa
i1o= 8 02
Qio= 0 00
Catch Basin#210
Drainage Area(acres): 0.35
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.08 23% 0 95 0.22
Asphalt/Concrete Pavement 0.08 23% 0 95 0 22
Lawn 0.19 54% 0 3 0 16
Wooded 0 00 0% 0 2 0 00
Total Area= 0.35 Cumulative"C"= Cl CC
i10= 8.02
Q10= 1 68

Catch Basin#211/212
Drainage Area(acres)] 0.58
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.08 14% 0.95 0.13
Asphalt/Concrete Pavement 0.13 22% 0.95 0.21
Lawn 0.37 64% 0.3 0.19
Wooded 0.00 0% 0.2 0.00
Total Area= 0.58 Cumulative"C"= 0.54
i i o= 8.02
Qto= 2.49
Catch Basin#213/214
Drainage Area(acres)• 0.67
Propoosed Land Uses
Land Use Description Acres %Site Runoff"C"
Roofs 0.15 22% 0.95 0.21
Asphalt/Concrete Pavement 0.13 19% 0.95 0.18
Lawn 0.39 58% 0.3 017
Wooded 0.00 0% 0.2 0.00
Total Area= 0.87 Cumulative"C"= 0 57
no= 8 02
Q1o= 3 07
Pipe Inlet#215
Drainage Area(acre,),' 0.01
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0 01 100% 0.3 0.30
Wooded 0.00 0% 0.2 0.00
Total Area= 0 01 Cumulative"C"= 0.30
no= 8 02
Q i o= 0.02

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Bowman North Carolina,Ltd.
Caropines Phases 3A/7A Southern Pines,NC-Storm Drain"C"calculations
Rational Runoff Coefficient"C"
Manhole#301
Drainage Area(acres): 0
Emost2d L"lapses;
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0 00 0% 0.95 0 00
Asphalt/Concrete Pavement 0 00 0% 0.95 0 00
Lawn 0 00 0% 0.3 0.00
Wooded 0 00 0% 0.2 0.00
Total Area= 0.00 Cumulative no"= 0 00
ito= 8 02
Q i o= 0 00
Manhole#302
Drainage Area facres): 0
Proposed Lind Uses;
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0 00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0 00 0% 0.3 0 00
Wooded 0.00 0% 0.2 0.00
Total Area= 0 00 Cumulative"C"= u u0
Ito= 8 02
Qto= 0 00
Catch Basin#303
Prainaae Area(acres): 0.26
PCQposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0 20 77% 0.95 0.73
Lawn 0 06 23% 0.3 0.07
Wooded 0 00 0% 0.2 0.00
Total Area= 0 26 Cumulative"C"= 0.80
Ito= 8.02
Qto= 1 67
Catch Basin#304/305
Drainage Area(acres): 0.66
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0 23 35% 0.95 0.33
Asphalt/Concrete Pavement 0 19 29% 0,95 0 27
Lawn 0.24 36% 0 3 0 11
Wooded 0 00 0% 0 2 0 00
Total Area= 0 66 Cumulative"C"= 0 71
Ito= 8 02
Qto= 3 78

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9/15/21,11:24 AM ECMDS 7.0
El
NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Grass Channel#1
Name Grass Channel#1
Discharge 12
Channel Slope 0.0156
Channel Bottom Width 1
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Sandy Loam(GM)
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 12 cfs 3.87 ft/s 1.02 ft 0.033 1.6 Ibs/ft2 0.99 Ibs/ft2 1.61 STABLE D
Unvegetated
Underlying Straight 12 cfs 3.87 ft/s 1.02 ft 0.033 1.51 lbs/ft2 0.54 lbs/ft2 2.79 STABLE D
Substrate
https://ecmds.com/project/139235/channel-analysis/210314/show 1/1

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11/16/21,9:29 AM ECMDS 7.0
NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN- Tel. [phone]
>Fax [phone]
www.nagreen.coln
ECMDS v7.0
CHANNEL ANALYSIS
>>>Grass Channel#2
Name Grass Channel#2
Discharge 98.44
Channel Slope 0.1867
Channel Bottom Width 6
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Shoremax
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Staple
Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 98.44 cfs 18.41 ft/s 0.72 ft 0.024 8.5 lbs/ft2 ; 8.36 lbs/ft2 1.02 STABLE H
P550
Unvegetated _ _
Underlying Straight 98.44 cfs 18.41 ft/s 0.72 ft 0.024 8.05 lbs/ft2 i 6.75 Ibs/ft2 1.19 STABLE
Substrate _
Shoremax w/ Straight 98.44 cfs 19.54 ft/s 0.68 ft 0.022 I 14 Ibs/ft2 7.95 lbs/ft2 1.76 STABLE G
P550 Reinforced
Vegetation
Underlying Straight 98.44 cfs 19.54 ft/s 0.68 It 0.022 8.5 lbs/ft2 l 6.47 Ibs/ft2 1.31 STABLE G
Substrate
https://ecmds.com/project/139235/channel-analysis/214220/show# 1/1

Bowman North Carolina,Ltd.
Caropines Phases 3A/7A Southern Pines,NC-Storm Drain"C"calculations
Rational Runoff Coefficient"C"
Grass Channel #3
Drainage Area(acres): 0.87
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.87 100% 0.3 0.30
Wooded 0.00 0% 0.2 0.00
Total Area= 0.87 Cumulative"C"= 0.30
iio= 8.02
Qio(to channel)= 2.10
Qio(from Fes#zoo)= 19.58
Q10(total)= 21.68

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5/28/24,2:43 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Grass Channel#3
Name Grass Channel#3
Discharge 21.68
Channel Slope 0.0667
Channel Bottom Width 6
Left Side Slope 5
Right Side Slope 5
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sand(SP)
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 21.68 cfs 5.98 ft/s 0.44 ft 0.032 2 Ibs/ft2 1.84 lbs/ft2 1.09 STABLE D
Unvegetated
Underlying Straight 21.68 cfs 5.98 ft/s 0.44 ft 0.032 1.75 lbs/ft2 1.44 lbs/ft2 1.22 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 21.68 cfs 5.15 ft/s 0.49 ft 0.039 4 Ibs/ft2 2.06 lbs/ft2 1.94 STABLE --
Vegetation
Underlying Straight 21.68 cfs 5.15 ft/s 0.49 ft 0.039 2.55 lbs/ft2 1.58 lbs/ft2 1.61 STABLE --
Substrate
https://ecmds.com/project/160779/channel-analysis/266608/show 1/1