SW6240501_Design Calculations_20240604

Bowman
NORTH CAROLINA
Newton Mini -Storage
Pittman Grove Church Road
Hoke County, North Carolina
COORDINATE: 35°1 '35.4036"N, 79°7'7.0896"W
Project No.: 220164-01 -013
Stormwater Design Report
Prepared By:
Bowman
NORTH CAROLINA
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
•.• CARD /'•,
4 7777 oyr ..
SEAL
051571
3/f /aY
PREPARED FOR: (o
Turnrows Storage Center, LLC Carlo Pardo, PE
Marshall McNeill Newton NC License No. 051571
3054 Johnson Mill Rd 0: [phone]
Raeford, NC 28376 [e-mail]
MARCH 18, 2024
Newton Mini-Storage-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 and Infiltration Rate Report
• Pre-Development Drainage Basin Map
• Post-Development Drainage Basin Map
Appendix B: Infiltration Basin Calculations 7
• CN Values
• Infiltration Basin Design
• Hydrographs
• Stormwater Management Details
• Spillway Design
• Rip-Rap Dissipator Design
Newton Mini-Storage-Stormwater Design Report 2 I P a g e

Bowman
NORTH CAROLINA
STORMWATER MANAGEMENT NARRATIVE
PROJECT DESCRIPTION
This report contains the stormwater design calculations for the proposed Newton Mini-Storage
development in Hoke County, North Carolina. The report consists of a review of available
hydrologic data, methods analysis, development of existing and proposed hydraulic models, and
presentation of the impacts of the proposed development in the project.
The proposed site is on Pittman Grove Church Road. The development of the site will result in an
on-site impervious area of 5.98 acres (+260,276 SF).
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
CaB Candor sand, 1 to 8 percent slopes
NoA Norfolk loamy sand, 0 to 2 percent slopes
WaB Wagram loamy sand, 0 to 6 percent slopes
Ly Lynchburg sandy loam, 0 to 2 percent slopes
Ra Rains sandy loam, 0 to 2 percent slopes
WATERSHED
There are no streams located on site. The site drains to Stewarts Creek in the Cape Fear River
Basin.
FLOODPLAINS
The project is shown to be located in Zone 'X' per FEMA Panel 3710946600J located in Appendix
A. This zone has minimal flood risk.
DESIGN REQUIREMENTS
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality (NC DEQ) Stormwater Design Manual
The NC DEQ requires that post-development discharge rates for the site are not to exceed pre-
development discharge rates for the one (1)-year and ten (10)-year twenty-four (24)-hour
duration storm event.
Stormwater control will be provided by one new infiltrating wet pond as part of the development.
Newton Mini-Storage-Stormwater 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 undeveloped open space. For the purposes of SCM design, one drainage area
was analyzed in this report with a composite runoff curve number and single point of analysis.
SCM#1 Pre-Developed Area covers 13.23 acres (+576,288 SF) and directs water to the north
eastern corner of the site.The characteristics for the pre-development condition are shown below
and additional calculations such as can be found in Appendix B. A drainage map identifying the
basin and time of concentration flow path can also be found in Appendix A.
Table 1:Pre-Development Drainage Area Summaries
Area
Composite Time of
Basin ID [acres] Curve Concentration
Number (CN) (Tc) [min.]
SCM #1 Pre-Developed Area 13.23 69.0 30.1
• Post-Development Conditions
The post-development condition contains one drainage area to the infiltrating wet pond and one
bypass drainage area.
SCM #1 Post-Developed Area consists of the proposed development area. The drainage area
collects runoff with drop inlets, and drainage pipes that connect to the proposed infiltrating wet
pond SCM. The characteristics for the post-development drainage areas are shown below and
calculations can be found in Appendix B. A drainage map identifying the area can be found in
Appendix A.
Table 2:Post Development Area Summaries
Area Composite Time of
Basin ID Curve Number Concentration
[acres] (CN) _(Tc) [min.]
SCM #1 Post-Developed Area 9.25 83.7 5
SCM #1 Post-Developed Bypass Area 3.98 66.8 26.9
Newton Mini-Storage-Stormwater Design Report 4 I P a g e

Bowman
NORTH CAROLINA
• Comparison of Peak Discharges
The pre- and post- development peak discharges are shown below. Full calculations and
hydrographs can be found on Appendix B.
Table 4: Total Site Downstream Impact-Normal Condition
Pre-Dev. Post-Dev. w/o Post-Dev.
Peak Discharge Detention Peak Through Post-Dev. Post-Dev.
Rate Discharge Rate Pond Bypass Total
Storm Event (cfs) (cfs) (cfs) (cfs) (cfs)
1-yr 24-hr 6.934 23.81 0.074 1.822 1.877
2-yr 24-hr 11.63 32.06 0.637 3.226 3.291
10-yr 24-hr 27.01 55.65 _ 6.007 7.937 13.84
100-yr 24-hr 55.50 93.80 29.29 16.87 44.69
Newton Mini-Storage-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 and Infiltration Rates Report
Pre-Development Drainage Basin Map
Post-Development Drainage Basin Map
Newton Mini-Storage-Storm water Design Report Wage

Hydrologic Soil Group—Hoke County, North Carolina
a
m
671540 671600 671650 671720 671780 671840 671900 671960 672020 672080 672140
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3 3
F Map Scale:1:2,830 if printed on A landscape(11"x 8.5")sheet.
N Meters
0 40 80 160 240
Feet
0 100 200 400 600
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 1/25/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Hoke County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 21,Sep 13,2023
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 23,2022—Apr
Soil Rating Points 27,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 1/25/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CaB Candor sand, 1 to 8 A 0.7 2.9%
percent slopes
Ly Lynchburg sandy loam, B/D 2.9 11.6%
0 to 2 percent slopes
NoA Norfolk loamy sand,0 to A 8.8 35.9%
2 percent slopes
Ra Rains sandy loam,0 to ND 8.3 33.6%
2 percent slopes
WaB Wagram loamy sand,0 A 3.9 15.9%
to 6 percent slopes
Totals for Area of Interest 24.6 100.0%
USDA Natural Resources Web Soil Survey 1/25/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Hoke County,North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 1/25/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

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Basemap Imagery Source:USGS National Map 2023

Upper Cape Fear El x
zoom to
Subbasin Name Upper Cape Fear
8-Digit HUC 03030004
River Basin Cape Fear
P1,6,
Acres 1,043,179.9
Area(sq.mi.) 1,630.0
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Stream Index: 18-31 21
Stream Name: Stewarts Creek
Description: From source to Upchurches
Pond,Rock fish Creek
Classification: C
Date of Class.: March 31, 1959
What does this Class_mean?
.„1 R ver Basin: Cape Fear

2/16/24, 12:32 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
v*°.. Location name:Township of McLauchlin, North ew,,,,,,,,
it
L n Carolina,USA* i new
Latitude: 35.026°, Longitude: -79.118°
�� Elevation: m/ft** *#‘1100
*rEs 0,• *source:ESRI Maps '`. Mc.�
**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 _
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.436 0.514 0.599 0.664 0.740 0.796 0.849 0.898 1 0.959 1.01
(0.395-0.483) (0.467-0.570) (0.544-0.665) (0.601-0.734) (0.667-0.817) (0.715-0.877) (0.758-0.934) (0.799-0.988) (0.845-1.05) (0.881-1.11)
10-min 0.696 0.822 0.960 1.06 1.18 1.27 I 1.35 1.42 1.52 1.58
(0.631-0.772) (0.746-0.912) (0.871-1.06) (0.960-1.17) (1.06-1.30) (1.14-1.40) (1.20-1.48) (1.27-1.57) (1.34-1.67) (1.39-1.74)
15-min 0.870 1.03 1.21 1.34 1.50 1.60 1.70 1.80 1.91 1.99
(0.789-0.965) (0.938-1.15) (1.10-1.35) (1.22-1.48) (1.35-1.65) (1.44-1.77) I (1.52-1.88) (1.60-1.98) I (1.68-2.10) (1.74-2.19)
30-min 1.19 1.43 1.72 1.95 2.22 2.42 I 2.61 2.80 3.04 3.22
(1.08-1.32) (1.30-1.58) (1.56-1.91) (1.76-2.15) (2.00-2.44) (2.17-2.66) (2.33-2.87) (2.49-3.08) (2.68-3.34) (2.82-3.54)
60-min 1.49 1.79 2.21 2.53 2.95 3.28 3.60 3.92 4.36 4.70
(1.35-1.65) (1.63-1.99) (2.01-2.45) (2.29-2.80) (2.66-3.26) (2.94-3.61) (3.21-3.96) (3.49-4.31) (3.84-4.79) (4.12-5.17)
2-hr 1.73 2.10 2.64 3.05 3.61 4.05 4.50 4.95 5.57 6.06
1 (1.56-1.95) (1.89-2.37) (2.37-2.97) (2.74-3.43) (3.21-4.06) (3.60-4.55) l (3.97-5.04) (4.34-5.55) (4.84-6.24) (5.22-6.79)
3-hr 1.84 2.22 2.81 1 3.27 3.92 4.44 I 4.98 5.56 6.36 7.01
(1.65-2.08) (2.00-2.51) (2.52-3.16) (2.93-3.68) (3.48-4.40) (3.92-4.99) (4.37-5.59) (4.84-6.23) (5.47-7.13) (5.97-7.85)
6-hr 2.19 2.66 3.35 3.92 4.70 5.34 6.02 I 6.73 7.75 8.57
(1.98-2.45) (2.40-2.96) (3.03-3.73) (3.52-4.36) (4.20-5.22) (4.74-5.92) (5.30-6.66) (5.87-7.43) (6.67-8.54) (7.30-9.45)
12-hr 2.58 3.13 3.97 4.67 5.64 6.45 7.31 8.23 9.56 10.7
(2.33-2.89) (2.83-3.49) (3.58-4.43) (4.18-5.19) (5.02-6.25) (5.70-7.14) (6.40-8.08) (7.13-9.08) (8.16-10.5) (8.97-11.7)
24-h r I 3.04 3.68 4.67 5.46 6.54 7.42 8.32 9.25 10.5 11.6
(2.82-3.29) (3.42-3.98) (4.33-5.05) (5.04-5.89) (6.02-7.06) (6.80-7.99) (7.61-8.97) (8.44-9.97) (9.57-11.4) (10.5-12.5)
2-day 3.53 4.26 5.36 6.24 7.44 8.41 9.41 10.4 11.9 I 13.0
(3.29-3.80) (3.97-4.58) (4.99-5.77) (5.79-6.70) (6.88-7.99) (7.75-9.03) (8.64-10.1) (9.55-11.2) (10.8-12.8) (11.8-14.0)
3 day 3.75 4.52 5.65 6.56 7.80 8.79 9.82 10.9 12.3 13.5
(3.51-4.02) (4.22-4.84) (5.27-6.05) (6.10-7.01) (7.22-8.34) (8.12-9.40) (9.04-10.5) I (9.98-11.6) (11.3-13.2) (12.3-14.5)
4-day 3.97 4.78 5.94 6.87 8.15 9.17 10.2 11.3 12.8 i 14.0
(3.72-4.24) (4.48-5.10) (5.56-6.34) (6.41-7.32) (7.58-8.68) (8.50-9.77) (9.44-10.9) (10.4-12.1) (11.7-13.7)I (12.7-15.0)
7-day 4.61 5.52 6.79 7.79 9.16 10.3 11.4 12.6 14.2 15.4
(4.31-4.93) (5.16-5.90) (6.34-7.26) (7.26-8.33) (8.51-9.80) (9.51-11.0) (10.5-12.2) (11.6-13.4) (13.0-15.2) (14.1-16.5)
10-day 5.28 6.30 7.63 8.67 1 10.1 11.2 12.3 13.4 14.9 16.1
(4.97-5.62) I (5.93-6.70) (7.16-8.10) (8.13-9.20) (9.41-10.7) (10.4-11.8) (11.4-13.0) (12.4-14.2) (13.8-15.9) (14.8-17.2)
20-day 7.12 8.44 10.0 11.3 13.0 14.3 15.7 17.0 18.9 20.3
_I (6.72-7.57) (7.96-8.97) (9.46-10.7) (10.6-12.0) (12.2-13.8) (13.4-15.2) (14.6-16.7) (15.8-18.1) (17.5-20.1) (18.7-21.7)
30-day 8.86 10.4 12.2 13.6 15.4 16.8 18.2 19.6 21.4 22.8
(8.38-9.39) (9.88-11.1) (11.6-13.0) l (12.8-14.4) (14.5-16.3) (15.8-17.8) , (17.0-19.3) (18.3-20.8) (19.9-22.8) (21.2-24.3)
45-day 11.2 13.2 15.2 16.7 18.6 20.1 21.6 23.0 24.9 ' 26.3
(10.6-11.8) (12.5-13.9) (14.3-16.0) (15.8-17.6) (17.6-19.7) (19.0-21.3) (20.3-22.8) (21.6-24.4) (23.3-26.4) (24.6-28.0)
60-day 13.4 15.7 17.9 19.6 21.8 23.4 25.0 26.5 28.5 30.0
(12.7-14.1) (14.9-16.5) (17.0-18.9) (18.6-20.6) , (20.6-22.9) (22.1-24.6) (23.6-26.3) (25.0-27.9) (26.8-30.1) (28.1-31.7)
t 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.
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2/16/24, 12:32 PM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.0260°, Longitude: -79.1180°
30 - -
Average recurrence
interval
(years)
25 -
c — 1_
— 2
o_ 20 - . — 5
C / — 10
c 15 - — 25
g — 50
•- 10 - �� �-- — 100
o_ /', 500
5 - _______._._._.......-:: -mwlg...._.___ ,_..---
— 1000
I
0
i I
c c c c c 1.. '- >, >,>, >, >, >, >, >,>,
•- •- •- •� •� -c -c -c -cL ro ro ro ro ro r0 ro ro Co
i N Arb ry .1 -0 -0� 7 7 7 7 77
u1 4 m $ Duration N N 4 ^ ,21 N M v 8
30 - -
25 -
c
-- Duration
y 5-min — 2-day
-o
c 15 — 10-min — 3-day
•�., 15-min — 4-day
ro
— 30-min — 7-day
•
0 10 - — 60-mrn — 10-day
i _ — 2-hr — 20-day
5 �� — 3-hr — 30-day
— 6-hr — 45-day
0 r — - - — 12-hr — 60-day
I I I I I i i 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Fri Feb 1617:32:012024
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2/16/24, 12:32 PM Precipitation Frequency Data Server
L. FORT BRAGG
MILITARY
RESERVATION •
•
RPM'S
•It
eltevil1e
3km
2mi
Large scale terrain
Winston-Salem 0
• • •Durham
Rocky Mount
Greensboro •
Raleigh •
•
NORTH C AROLINA •Greem
Charlotte Fayette!ll�
IJackson
•
"H CAROLINA Wilmington II aow
•
100km
Co
60mi
Large scale map
�.'lli_t ii-S al Clll 6 YLe n;,IJ VIV
Durham Rocky Mount
Raleigh
North Greenvil
Carolina
artotte
I Fayetteville
I I
Jackson,
0
Wilmin
/[t 100km
60mi
Carolina
Large scale aerial
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2/16/24, 12:32 PM Precipitation Frequency Data Server
Win st on-S at em
Greensboro Durham • Rocky Mount
Raleigh
•
Greenvi
North
Carolin a
Charlotte.
..
Fayetteville
•
Jackson
•
U
WI lmi ng'�
•
100km
i
60mi
•f 1i�7 I.
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
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2/16/24, 12:33 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
0*0�N. Location name:Township of McLauchlin, North e,"°'e,,,
h/ n Carolina,USA* e new
• • Latitude: 35.026°, Longitude: -79.118°
�� Elevation: m/ft** k
'tins 0," *source:ESRI Maps 'w,,,M"�
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 5.23 6.17 7.19 7.97 8.88 9.55 10.2 10.8 11.5 12.1
(4.74-5.80) (5.60-6.84) (6.53-7.98) (7.21-8.81) (8.00-9.80) (8.58-10.5) (9.10-11.2) (9.59-11.9) (10.1-12.6) (10.6-13.3)
10-min 4.18 4.93 5.76 6.37 7.08 7.60 8.09 8.54 9.10 9.50
(3.79-4.63) (4.48-5.47) (5.23-6.39) (5.76-7.04) (6.38-7.81) (6.83-8.38) (7.23-8.90) (7.60-9.40) (8.02-10.0) (8.32-10.5)
15-min 3.48 4.13 4.86 5.37 5.98 6.42 6.82 7.18 7.64 7.95
(3.16-3.86) (3.75-4.58) (4.41-5.39) (4.86-5.94) (5.39-6.60) (5.77-7.07) (6.09-7.50) (6.39-7.90) (6.73-8.40) (6.96-8.75)
30-min 2.39 2.85 3.45 3.89 4.43 4.83 5.22 5.59 6.08 6.44
(2.16-2.64) (2.59-3.17) (3.13-3.83) (3.52-4.30) (3.99-4.89) (4.34-5.33) (4.67-5.75) (4.97-6.15) (5.36-6.68) (5.64-7.08)
60-min 1.49 1.79 2.21 2.53 2.95 3.28 3.60 3.92 4.36 4.70
(1.35-1.65) (1.63-1.99) (2.01-2.45) (2.29-2.80) (2.66-3.26) (2.94-3.61) (3.21-3.96) (3.49-4.31) (3.84-4.79) (4.12-5.17)
2-hr 0.866 1.05 1.32 1.53 1.80 2.02 2.25 2.48 2.78 3.03
(0.778-0.977) (0.944-1.18) (1.18-1.48) (1.37-1.71) (1.61-2.03) (1.80-2.27) (1.98-2.52) (2.17-2.78) (2.42-3.12) (2.61-3.39)
3-hr 0.611 0.740 0.935 1.09 1.30 1.48 1.66 1.85 2.12 2.33
(0.549-0.691) (0.666-0.836) (0.838-1.05) (0.975-1.23) (1.16-1.46) (1.31-1.66) (1.46-1.86) (1.61-2.07) (1.82-2.37)_ (1.99-2.61)
6-hr 0.365 0.443 0.559 0.653 0.784 0.892 1.00 1.12 1.29 1.43
(0.330-0.408) (0.401-0.494) (0.505-0.623) (0.588-0.727) (0.700-0.870) (0.791-0.988) (0.884-1.11) (0.980-1.24) (1.11-1.43) (1.22-1.58)
12-hr 0.214 0.259 0.329 0.387 0.468 0.535 0.606 0.683 0.793 0.884
(0.193-0.239) (0.234-0.289) (0.297-0.367) (0.347-0.431) (0.416-0.519) (0.473-0.592) (0.530-0.670) (0.591-0.753) (0.676-0.875) (0.744-0.973)
24-hr 0.126 0.153 0.194 0.227 0.272 0.308 0.346 0.385 0.439 0.481
(0.117-0.136) (0.142-0.165) (0.180-0.2101(0.210-0.245) (0.250-0.294) (0.283-0.333) (0.317-0.373) (0.351-0.415) (0.398-0.473) (0.435-0.519)
2-day 0.073 0.088 0.111 0.129 0.155 0.175 0.195 0.217 0.247 0.270
(0.068-0.079) (0.082-0.095) (0.103-0.120) (0.120-0.139) (0.143-0.166) (0.161-0.188) (0.179-0.210) (0.198-0.233) (0.224-0.265) (0.245-0.291)
3-day 0.052 0.062 0.078 0.091 0.108 0.122 0.136 1 0.151 0.171 0.187
(0.048-0.055) (0.058-0.067) (0.073-0.084) (0.084-0.097) (0.100-0.115) (0.112-0.130) (0.125-0.145)(0.138-0.161) (0.156-0.183) (0.170-0.201)
4-day 0.041 0.049 0.061 0.071 0.084 0.095 0.106 0.117 0.133 0.145
(0.038-0.044) (0.046-0.053) (0.057-0.066) (0.066-0.076) (0.078-0.090) (0.088-0.101) (0.098-0.113) (0.108-0.125)i(0.122-0.142) (0.132-0.155)
7-day 0.027 0.032 0.040 0.046 0.054 0.061 0.067 0.074 0.084 0.091
(0.025-0.029) (0.030-0.035) (0.037-0.043) (0.043-0.049) (0.050-0.058) (0.056-0.065) (0.062-0.072) (0.068-0.080) (0.077-0.090) (0.083-0.098)
10-day 0.022 0.026 0.031 0.036 0.041 0.046 0.051 0.055 0.062 0.067
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.051-0.059)](0.057-0.066) (0.061-0.071)
20-day 0.014 0.017 0.020 0.023 0.027 0.029 0.032 0.035 0.039 0.042
(0.013-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.025) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.033-0.037) (0.036-0.041) (0.039-0.045)
30-day 0.012 0.014 0.016 0.018 0.021 0.023 0.025 I 0.027 0.029 0.031
(0.011-0.013) (0.013-0.015) (0.016-0.017) (0.017-0.020) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.029-0.033)
45-day 0.010 0.012 0.014 0.015 0.017 0.018 0.020 0.021 0.023 r 0.024
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.020-0.022) (0.021-0.024) (0.022-0.025)
60-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.019 0.020
(0.008-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.019-0.022)
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.
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2/16/24, 12:33 PM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.0260°, Longitude: -79.1180°
Average recurrence
101 interval
(years)
c — 1
.Z. 10a - ���� — 2
c \� 5
y \ — 10
1101I ---� — 100
ii
.� \\� ..:
— 200
a — 500
\` — 1000
10-2 -
r t t t I t t t I I it I i
c c c c c I C L >. >.>, >, >, >, >. >.>.
•� •� •� •� •- L L L L .0 f0 �0 �0 �0 N f0 f0 f0 r0
i N rh kb ry - -a73 -9 7 7 7 77p
� 4 m $ Duration' N N14'4 r 2 N M v 8
101 - •
•
- -
L
c
.= Duration
I
10° v-- -day
— 10-min — 3-day
c 15-min — 4-day
y .� -- — 30-min — 7-day
;° 10-1 - — 60-min — 10-day
ii
0 — 2�tt — 20-day
a` — 3-hr — 30-day
— 6-hr — 45-day
10-2 — 12-hr — 60-day
t t t t t t - 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Fri Feb 1617:33:13 2024
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2/16/24, 12:33 PM Precipitation Frequency Data Server
L. FORT BRAGG
MILITARY
RESERVATION •
•
Ir
RPM'S
•It
ekte —i11e
3km
2mi
Large scale terrain
Winston-Salem 0
• • •Durham
Rocky Mount
Greensboro •
Raleigh •
NORTH C AROLINA •Green)
Charlotte Fayette!ll�
IJackson
•
"H CAROLINA Wilmington II aow
•
100km
Co
60mi
Large scale map
�.'lli_t ii-S al Clll 6 YLensIJ VIV
Durham Rocky Mount
Raleigh
North o reenvil
Carolina
artotte
I Fayetteville
I I
Jackson,
0
Wilmin
/[t 100km
60mi
Carolina
Large scale aerial
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2/16/24, 12:33 PM Precipitation Frequency Data Server
Win st on-S at em
Greensboro Durham • Rocky Mount
Raleigh
•
Greenvi
North
Carolin a
Charlotte.
Fayetteville
•
Jackson
•
U
WI lmi ng'�
•
100km
i
60mi
•f 1i�7 I.
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questions(c�noaa.gov
Disclaimer
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C
PRE-DEVELOPED DRAINAGE CI
AREA = 13.23 AC
TIME OF CONCENTRATION PATH
O
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PUN STATUS
52/XX/24 INITAL SUSNR90N
DATE DESCRIPTION
MCB PCB CEP
DESIGN DRANN DIED
SCALE N1'-So'
M t'=X%X'
GRAPHIC SCALE JOB No.220161-01-011
>m DATE FEBRUARY 19,2024
NI£Na
(mPm)
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AREA = 9.25 AC
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\ :YPASS TIME OF POST-DEVELOPED BYPASS
CONCENTRATION PATH DRAINAGE AREA = 3.98 AC
26.9 MIN. PLAN STATUS
02/W24 NUAI SUMMON
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SCAIE R:t'=w'
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•4 DATE FEBRUARY 19,2024
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Bowman
NORTH CAROLINA
APPENDIX B
Wet Pond Calculations
CN Values
Infiltration Wet Pond Design
Hydrographs
Stormwater Management Details
Spillway Design
Rip-Rap Dissipator Design
Newton Mini-Storage-Storm water Design Report 7

SUPPLEMENT—EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
-1 Project Name Newton Mini-Storage
2 Project Area(ac) 10.869
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H .1003(4)
7 Width of vegetated setbacks provided(feet) 30
8 Will the vegetated setback remain vegetated? N/A
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System 0
12 Bioretention Cell 0
13 Wet Pond 1
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 'Sand Filter 0
17 Rainwater' Harvesting(RWH) 0
18 Green Roof 0
19 Level Spreader-Filter Strip(LS-FS) 0
20 Disconnected Impervious Surface(DIS) 0
21 Treatment Swale 0
22 Dry Pond 0
23 Storm Filter 0
24 Silva Cell _ 0
L25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: -_ Carlo Pardo, 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
\\\\\`\,1111i111!//////
\\\� ...CA..0. /if,,,i
CEL----
,.... .sS10,4,***- '- ,
SEAL — Signature of Designer
•051571 E
•
%,�.c'•£NGIN�E �p \\-• G
ii/gfr4........E "" \� 7/ I/�/!t
//7j11/f I I I I I l§�\a\is Date

DRAINAGE AREAS
1 Is this a high densityproject? Yes
2 If so,number of drainage areas/SCMs 1
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 'versions? I No
FORMS LOADED J
DRAINAGE AREA INFORMATION Entire Site 1
4 Type of SCM - Wet Pond
5 Total drainage area(sq ft) 487630 sf 403035
6 Onsite drainage area(sq ft) 487630 sf 403035
7 Offsite drainage area(sq ft)
8 .Total BUA in project(sq ft) 260276 sf 260066 sf
(New BUA on subdivided lots(subject to permitting)
9 `(sq ft)
New BUA not on subdivided lots(subject to
10 permitting)(sf) 260276 sf 260066 sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parkin sq ft) 111126 sf 110916 sf
-Sidewalk(sq ft)
-Roofs ft 105600 sf 105600 sf
-Roadwa s ft
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft) 43550 sf ( 43550 sf
:New infiltrating permeable pavement on Jtt
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
,: 15 !permitting)(sq ft) -16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 53.38% 64.5%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) I 45205 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
Other BUA'is gravel.

WET POND
1!Drainage area number 1
El 2 Minimum required treatment volume(cu ft) 21184 cf .mil
'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)? j-
Is there an overflow or bypass for inflow volume in excess of the
8 Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12l Does the drainage easement comply with General MDC(9)? Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with WA
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM designed by an NC licensed professional? Yes
ET 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 239.00
removal)(fms()21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 240.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 244.20
_ 23 Elevation of the permanent pool(fm0 244.70
24 Elevation of the top of the vegetated shelf(fmsl) 245.20 _
25 Elevation of the temporary pool(fmsl) 246.40
_ 26 Surface area of the main permanent pool(square feet) 16550 —
27 Volume of the main permanent pool(cubic feet) 57079 cf
28 Average dejth of the main pool(feet) 3.80 ft
29 Average depth equation used Equation 3
30' If using equation 3,main pool perimeter(feet) 554.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft
32 Volume of the forebay(cubic feet) 10128 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) 45205 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 1.50 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 2.05
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? Yes
43 Depth of forebay at entrance(inches) 32 in
44 Depth of forebay at exit(inches) 18 in
45 Does water flow out of the forebay in a non-erosive manner? _ Yes
46 Width of the vegetated shelf(feet) 6 ft
47 Slope of vegetated shelf(H:V) 6:1
48 Does the orifice drawdown from below the top surface of the Yes
permanent pool? _
49 Does the pond minimize impacts to the receiving channel from the 1- Yes
yr,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No
MDC(9)is met.)
51 Is a trash rack or other device provided to protect the outlet system? Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment Hybrid Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
Wet Pond 1 10:37 AM 3/18/2024

Bowman North Carolina,Ltd.
New Mini Storage, Pittman Grove Church Road, Hoke County,NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Wet Pond)
Drainage Area(acres): 13.23
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaB/NoA/WaB Candor sand,Norfolk loamy sand,Wagram loamy sand 5.68 43%
D Ly/Ra Lynchburg sandy loam,Rains sandy loam 7.54 57%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Fair Condition A 5.68 49 21.1
Open Space-Fair Condition D 7.54 84 47.9
Cumulative Curve#= 69.0

Bowman North Carolina,Ltd.
New Mini Storage, Pittman Grove Church Road, Hoke County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Wet Pond)
Drainage Area(acres): 9.25
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaB/NoA/WaB Candor sand, Norfolk loamy sand,Wagram loamy sand 3.73 40%
D Ly/Ra Lynchburg sandy loam, Rains sandy loam 5.52 60%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Stand A 1.26 39 5.3
Open Space-Good Stand D 2.02 80 17.5
Gravel A 1.00 76 8.2
Impervous Area A/D 4.97 98 52.6
Cumulative Curve#= 83.7

Bowman North Carolina,Ltd.
New Mini Storage, Pittman Grove Church Road, Hoke County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Wet Pond)
Drainage Area(acres): 3.98
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaB/NoA/WaB Candor sand, Norfolk loamy sand,Wagram loamy sand 1.95 49%
D Ly/Ra Lynchburg sandy loam, Rains sandy loam 2.02 51%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Fair Condition A 1.95 49 24.1
Open Space-Fair Condition D 2.02 84 42.7
Impervous Area A/D 0.00 98 0.0
Cumulative Curve#= 66.8

Proposed Wet Pond
Project Information
Project Name: New Mini Storage, Pittman Grove Church Road
Project#: 220164-01-011
Designed by: MCB Date: 2/19/2024
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 9.25 Acres 403,035 sf
Impervious Area (IA) = 5.97 Acres 260,066 sf
Percent Impervious (I) = 64.53 %
Required Surface Area
Permament Pool Depth: 3.8 ft
SA/DA= 1.955
Min Req'd Surface Area = 7,881 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.631 in/in
Storage Volume Required = 21,184 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 248.50 ft
Temporary Pool Elevation = 246.50 ft
Permanent Pool Elevation = 244.70 ft
Shelf Begining Elevation = 244.20 ft
Forebay Weir= 244.00 ft
Shelf Ending Elevation = 245.20 ft
Bottom Elevation = 240.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 23,300 sf
Volume of Temporary Storage = 45,205 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 23300 > 7881 ) sf
Volume of Storage for Design Storm = 45,205 Yes ( 45205 > 21184 ) cf

Project: Pond #4 Date: 3/18/2024
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
244.7 16,550 7,868 57,079 A2 (Perm_Pool)
244.2 14,920 2,952 49,212 Al (Bottom_Shelf)
244 14,600 13,815 46,260
243 13,030 12,275 32,445
242 11,520 10,795 20,170
241 10,070 9,375 9,375
240 8,680 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
244.7 6,110 6,110 2,845 11,388
244.2 5,270 5,270 1,038 8,543
244 5,110 5,110 4,720 7,505
243 4,330 4,330 2,785 2,785
242 1,240 1,240 0 0
Forebay Volume 20.0% *Between 15% &20%
Average Depth (Option 1) 3.30 *At least 3'average depth
Average Depth Calculation (Option 2)
Vpp 57,079
permeter of shelf 554
width of shelf 3
Al (Bottom_Shelf): 14,920
Average Depth = 3.80

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: New Mini Storage,Pittman Grove Church Road
Project#: 2201 64-0 1-01 1
Designed by: MCB Date: 2/19/2024
Water Quality Orifice
*Incremental Determination of Water Quality Volume Drawdown Time
A
Zone 3 Q3=0.0437 CD*D2(Z-D/24-Ei)' 2)
•
Zone 2 Q2=0.372 CD*D*(Z-Ei)^(312)
Zone 1 Q1=0
Orifice Diameter(D)= 1.5 in
Cd= 0.6
Ei= 227 Orifice Inv.
Zone 1 Range= 0.00 to 227
Zone 2 Range= 227 to 227.1
Zone 3 Range= 227.1 to 228
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
244.70 23,300 0 0.00 2.00 24.931 _ --
245.00 24,830 7,220 0.30 3.00 0.250 _ 482
245.20 25,860 5,069 0.50 3.00 0.251 _ 336
246.00 27,950 21,524 1.30 3.00 0.257 _ 1,397
246.40 29,010 11,392 1.70 3.00 0.259 732
Total -- 45,205 -- -- -- 2,947
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 45,205 cf
Total Time= 2,947 min
Total Time= 2.05 days
3/18/2024 Prop Wet Pond#1-new design.xls 1 of 1

Proposed Wet Pond
Project Information
Project Name: New Mini Storage, Pittman Grove Church Road
Project#: 220164-01-011
Designed by: MCB Date: 2/19/2024
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 9.25 Acres
Impervious Area (IA) = 5.97 Acres
Percent Impervious (I) = 64.53 % (Drainage Area)
Orifice Sizing
Orifice Size = 1.50 in (Diameter)
Drawdown Time = 2.05 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: 136.0 cf (Water Displaced -Top of Pond to Bottom of Pond)
Weight: 8486 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 10183.7 lbs
Volume of Concrete Req'd: 67.9 cf (Unit WT of Concrete = 150 pcf)
Volume Provided: 69.5 cf (4'x4' riser x 2' = 32 sf, 5'x5'footing x 1.5' =37.5cf)

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 6.934 2 732 33,197 Pre-Developed-Overall Site
2 SCS Runoff 23.81 2 716 48,097 Post Developed to Pond
3 Reservoir 0.074 2 1444 20,225 2 246.39 45,031 Post Through Pond
4 SCS Runoff 1.822 2 730 8,484 Post Bypass
5 Combine 1.877 2 730 28,709 3,4 <no description>
7 SCS Runoff 0.831 2 152 4,585 1.0 Post-Developed to Pond
8 Reservoir 0.020 2 366 3,436 7 244.88 4,421 Post Through Pond
Wet_Pond.gpw Return Period: 1 Year Monday, 02/26/2024

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 6.934 cfs
Storm frequency = 1 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 33,197 cuft
Drainage area = 13.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.10 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 1 5.00
•
4.00 4.00
3.00 3.00
LI
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

3
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 1
Pre-Developed-Overall Site
Description A B C Totals
Sheet Flow
Manning's n-value = 0.200 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.68 0.00 0.00
Land slope (%) = 1.30 0.00 0.00
Travel Time (min) = 13.66 + 0.00 + 0.00 = 13.66
Shallow Concentrated Flow
Flow length (ft) = 1305.00 0.00 0.00
Watercourse slope (%) = 0.67 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.32 0.00 0.00
Travel Time (min) = 16.47 + 0.00 + 0.00 = 16.47
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 30.10 min

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 23.81 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 48,097 cuft
Drainage area = 9.250 ac Curve number = 83.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 s ,- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.074 cfs
Storm frequency = 1 yrs Time to peak = 24.07 hrs
Time interval = 2 min Hyd. volume = 20,225 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 246.39 ft
Reservoir name = Wet Pond Max. Storage = 45,031 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 - 12.00
8.00 8.00
4.00 4.00
—
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 I I Total storage used =45,031 cuft

Pond Report 6
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Pond No. 1 - Wet Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=244.70 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 244.70 23,300 0 0
0.30 245.00 24,830 7,220 7,220
0.50 245.20 25,860 5,069 12,289
1.30 246.00 27,950 21,524 33,813
1.70 246.40 29,010 11,392 45,205
2.00 246.70 29,810 8,823 54,028
2.30 247.00 31,100 9,137 63,164
3.30 248.00 33,550 32,325 95,489
3.80 248.50 34,700 17,063 112,552
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 1.50 Inactive Inactive Crest Len(ft) = 4.00 12.00 10.00 Inactive
Span(in) = 15.00 1.50 0.00 0.00 Crest El.(ft) = 246.40 247.00 247.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 244.70 244.70 0.00 0.00 Weir Type = Rect Broad Ciplti ---
Length(ft) = 45.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.89 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)
4.00 248.70
3.00 247.70
2.00 246.70
1.00 245.70
0.00 244.70
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Total Q Discharge(cfs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 4
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 1.822 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 8,484 cuft
Drainage area = 3.980 ac Curve number = 66.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.90 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Bypass
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - IIIIIIIIIii \ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

8
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 4
Post Bypass
Description A B C Totals
Sheet Flow
Manning's n-value = 0.200 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.68 0.00 0.00
Land slope (%) = 2.40 0.00 0.00
Travel Time (min) = 10.69 + 0.00 + 0.00 = 10.69
Shallow Concentrated Flow
Flow length (ft) = 1464.00 0.00 0.00
Watercourse slope (%) = 0.55 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =1.51 0.00 0.00
Travel Time (min) = 16.18 + 0.00 + 0.00 = 16.18
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 26.90 min

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 5
<no description>
Hydrograph type = Combine Peak discharge = 1.877 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 28,709 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 3.980 ac
<no description>
Q (cfs) Q (cfs)
Hyd. No. 5 -- 1 Year
2.00 2.00
1.00 - 1.00
rLI0.00 -. 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 7
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.831 cfs
Storm frequency = 1 yrs Time to peak = 2.53 hrs
Time interval = 2 min Hyd. volume = 4,585 cuft
Drainage area = 9.250 ac Curve number = 83.7
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 Pond
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 I _ 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - ' I 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 7 Time (hrs)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 8
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.020 cfs
Storm frequency = 1 yrs Time to peak = 6.10 hrs
Time interval = 2 min Hyd. volume = 3,436 cuft
Inflow hyd. No. = 7 - 1.0 Post-Developed to Pon(Max. Elevation = 244.88 ft
Reservoir name = Wet Pond Max. Storage = 4,421 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 - 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 8 Hyd No. 7 I Total storage used =4,421 cuft

Pond Report 12
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Pond No. 1 - Wet Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=244.70 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 244.70 23,300 0 0
0.30 245.00 24,830 7,220 7,220
0.50 245.20 25,860 5,069 12,289
1.30 246.00 27,950 21,524 33,813
1.70 246.40 29,010 11,392 45,205
2.00 246.70 29,810 8,823 54,028
2.30 247.00 31,100 9,137 63,164
3.30 248.00 33,550 32,325 95,489
3.80 248.50 34,700 17,063 112,552
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 1.50 Inactive Inactive Crest Len(ft) = 4.00 12.00 10.00 Inactive
Span(in) = 15.00 1.50 0.00 0.00 Crest El.(ft) = 246.40 247.00 247.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 244.70 244.70 0.00 0.00 Weir Type = Rect Broad Ciplti ---
Length(ft) = 45.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.89 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)
4.00 248.70
3.00 247.70
2.00 246.70
1.00 245.70
0.00 244.70
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Total Q Discharge(cfs)

13
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 11.63 2 732 51,077 Pre-Developed-Overall Site
2 SCS Runoff 32.06 2 716 65,071 Post Developed to Pond
3 Reservoir 0.637 2 958 36,252 2 246.52 48,782 Post Through Pond
4 SCS Runoff 3.226 2 730 13,401 Post Bypass
5 Combine 3.291 2 730 49,654 3,4 <no description>
7 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
8 Reservoir 0.000 2 n/a 0 7 244.70 0.000 Post Through Pond
Wet_Pond.gpw Return Period: 2 Year Monday, 02/26/2024

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 11.63 cfs
Storm frequency = 2 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 51,077 cuft
Drainage area = 13.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.10 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 FI 4.00
2.00 2.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 32.06 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 65,071 cuft
Drainage area = 9.250 ac Curve number = 83.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
35.00 35.00
•
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.637 cfs
Storm frequency = 2 yrs Time to peak = 15.97 hrs
Time interval = 2 min Hyd. volume = 36,252 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 246.52 ft
Reservoir name = Wet Pond Max. Storage = 48,782 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 I I Total storage used =48,782 cuft

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday, 02/26/2024
Hyd. No. 4
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 3.226 cfs
Storm frequency = 2 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 13,401 cuft
Drainage area = 3.980 ac Curve number = 66.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.90 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Bypass
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
4.00 - 4.00
3.00 1 3.00
2.00 - 2.00
1.00 1.00
j -.OW
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 4

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday, 02/26/2024
Hyd. No. 5
<no description>
Hydrograph type = Combine Peak discharge = 3.291 cfs
Storm frequency = 2 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 49,654 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 3.980 ac
<no description>
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 5 Hyd No. 3 Hyd No. 4

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 7
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 = 9.250 ac Curve number = 83.7
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. 7 -- 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
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Hyd No. 7 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 8
Post 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. = 7 - 1.0 Post-Developed to Pon(Max. Elevation = 244.70 ft
Reservoir name = Wet Pond Max. Storage = 0 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 8 -- 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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 8 Hyd No. 7 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 27.01 2 732 110,363 Pre-Developed-Overall Site
2 SCS Runoff 55.65 2 716 115,322 Post Developed to Pond
3 Reservoir 6.008 2 738 86,368 2 247.00 63,032 Post Through Pond
4 SCS Runoff 7.937 2 730 30,060 Post Bypass
5 Combine 13.84 2 730 116,429 3,4 <no description>
7 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
8 Reservoir 0.000 2 n/a 0 7 244.70 0.000 Post Through Pond
Wet_Pond.gpw Return Period: 10 Year Monday, 02/26/2024

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 27.01 cfs
Storm frequency = 10 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 110,363 cuft
Drainage area = 13.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.10 min
Total precip. = 5.46 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 I 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 �- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 55.65 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 115,322 cuft
Drainage area = 9.250 ac Curve number = 83.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 6.008 cfs
Storm frequency = 10 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 86,368 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 247.00 ft
Reservoir name = Wet Pond Max. Storage = 63,032 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
L
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 I I Total storage used = 63,032 cuft

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 4
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 7.937 cfs
Storm frequency = 10 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 30,060 cuft
Drainage area = 3.980 ac Curve number = 66.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.90 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Bypass
Q (cfs) Hyd. No. 4 -- 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 5
<no description>
Hydrograph type = Combine Peak discharge = 13.84 cfs
Storm frequency = 10 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 116,429 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 3.980 ac
<no description>
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 7
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 = 9.250 ac Curve number = 83.7
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. 7 -- 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
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Hyd No. 7 Time (hrs)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 8
Post 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. = 7 - 1.0 Post-Developed to Pon(Max. Elevation = 244.70 ft
Reservoir name = Wet Pond Max. Storage = 0 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 8 -- 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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 8 Hyd No. 7 I I Total storage used = 0 cuft

29
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 55.50 2 730 222,013 Pre-Developed-Overall Site
2 SCS Runoff 93.80 2 716 200,427 Post Developed to Pond
3 Reservoir 29.41 2 724 171,359 2 248.20 102,286 Post Through Pond
4 SCS Runoff 16.87 2 728 62,075 Post Bypass
5 Combine 44.80 2 724 233,434 3,4 <no description>
7 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
8 Reservoir 0.000 2 n/a 0 7 244.70 0.000 Post Through Pond
Wet_Pond.gpw Return Period: 100 Year Monday, 02/26/2024

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 55.50 cfs
Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 222,013 cuft
Drainage area = 13.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.10 min
Total precip. = 8.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
r
- T
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 93.80 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 200,427 cuft
Drainage area = 9.250 ac Curve number = 83.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
100.00 I - 100.00
90.00 90.00
80.00 80.00
1-
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
"r"" *..-.."
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 29.41 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 171,359 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 248.20 ft
Reservoir name = Wet Pond Max. Storage = 102,286 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
100.00 100.00
I
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 _ I 20.00
10.00 10.00
0.00 I - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 102,286 cuft

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 4
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 16.87 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 62,075 cuft
Drainage area = 3.980 ac Curve number = 66.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.90 min
Total precip. = 8.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Bypass
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 - 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 5
<no description>
Hydrograph type = Combine Peak discharge = 44.80 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 233,434 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 3.980 ac
<no description>
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
50.00 50.00
40.00 1 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 7
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 = 9.250 ac Curve number = 83.7
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. 7-- 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
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Hyd No. 7 Time (hrs)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 8
Post 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. = 7 - 1.0 Post-Developed to Pon(Max. Elevation = 244.70 ft
Reservoir name = Wet Pond Max. Storage = 0 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 8-- 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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 8 Hyd No. 7 I I Total storage used = 0 cuft

FES INV=244.3 RIP RAP DISSIPATER PAD
WIDTH-6.3'
LITORAL SHELF OUTLET CONTROL LENGTH=5.0'
STORMWATER AREA=3,360 SF STRUCTURE REFER THICKNESS=12"
MANAGEMENT REFER TO DETAIL TO DETAILS ON RIP RAP CLASS=A
EASEMENT FOR PLANTINGS THIS SHEET - -_ --
_ — -—
_ 45 _.INV. OUT. 244.30'
_-----
--------------------- ---- -- - -
-- - - - - - - - , - - - III
CLASS B RIP-RAP \_ / I
AT FOREBAY WEIR --
' 15 OUTLET PIPE
---J 252 2 J 1 I REFER DETAILS
J024� i4t s— \� I ON THIS ET
C /� — -24r4 74/
6r�n. 1iii6 \\ I
�o o j - --_— ----- - 24b 9d`. 9_ 215 _ 44r- - ----------- `\\\ \\ l
/ 2447
) I /i//,' — -- - , - ♦ , ,1 219 243 242 241 I II
,t. ) )) , 11 I
I ( 1 I I ...,..,.......,.-....,
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o 0acili( 0 242 \ i I � I
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0 0 0 i II
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,�A��,., r;' I I II
•�•_��_� kz:-- -- - / TOP OF
pD�i`f� \\ — — — —— — / // I EMBANKMENT
�i�swap, C / ELEV-248.5
II
dP SOD AREAS ABOVE 0 I
•ep VEGETATIVE SHELF N
C ELEVATION = 244.7 It II
pc>7:::)
INLET PIPE WITH FOREBAY AREA MAIN POND AREA II
o o RIP-RAP APRON
.il.
IIII
�o 0 of I \ \ i:'
PLAN VIEW GRAPHIC SCALE
30 15 30 60 120
= J0 ` i
( IN FEET )
1 inch = 30 ft.

r ----\
---------------------- ----------________________ ---
--_.
4� "`:-IN�OUT.244.30'
III
Tr--
=
o —
III / •�•ik4;; Trli ) \
� �1 v/ �.. 3+00 7/ /7/,(7,------ _ A-- —1.1- — 1-74-47-71;11111 ''' '''.11;15111111' mW'' -- -------:':\\' l
II ; 212 I 111 Wil
o /
) 1
I, ETIT. 244.70' 1+01 I z+°` ►
-.
Att_______....-- / ' _ _, i // 1!1
E
i , , .----- ___.- ,
,o
PLAN VIEW GRAPHIC SCALE
( IN FEET)
1 inch= 90 ft. J
PROP
GRADE 00 0 0
N O O
® N N N
EX
GRADE 00 0 0
N O O
®rE N N N
255 255
LITORIAL SHELF(6:1 SLOPE)
EXISTING GRADE TO TOP EL =255,0
/ OM E EL V.-2
TOP OF EMBANKMENT=248.5
OUTLET CONTROL
_ _ STRUCTURE
__ SEE SHEET--C6 n
250 FO'DFTAIIS 250
100-11 4[v.-288.55 _ _ ——
——
I0-11 EIEV-258.11 I
2-1R EEEV.-257.16
I-11 EIEV.°255M I
I
245 I.57l.E1EV.._25.71 1\ 245
I-
_i_
tl I.4L-3(f RtA a U. I
ruauRnr PALEEEr.z1.7 `4.5_15°HDPE 00.89R
3:1 SLOPE
240 / 240
STORAGE)=242.0
BOTTOM 8F SEDIMENT STORAGE=241.0
BOTTOM Gf POND(TOP OF SEDIMENT STORAGE)-240.0
BOTTOM SEDIMENT STORAGE-2✓0.0
TOP OF BER4=248.7-
235 FOREDAY YAR-244.0 235
-0+50 0+00 1+00 2+00 3+00 4+00
WET POND PROFILE VIEW
HORIZONTAL SCALE: 1"=30'
VERTICAL SCALE: 1"=3'

AM TO DEM
R.RADII
NORMAL � THIS WEFT
TE HOPE MN REIM
PIPE TO BE F°
rT SEAL
PM ,\�. a'TOP.mPOWLWU i I \ ��rD»a AM.\� NOM1.a,TmYE�A A BEM NAM Y rE
WEINERSTORAGE
�L\,., TOO YEAR umY P1,. m THEE,,, MUREX TO TMF
?,jG\� �Y r� m eu�m nrvenoxoe]m Ixrwi[our[vFn Y TOPSOIL !u
11�, t E THE
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gig. �PE 3 PeeAr eP� YMm.r mMEOW 10P .D n
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INCH SEFT MEWL
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SHELF �] 6 - r YN. i
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DICARTE AND EAE N�NTIDE WIC AMYE(6 TOT.ERRED)M ANCHOR PIER ro •'\\"F9b�.AKTS IN SLUM :. ., o®EN I.RwAy Y
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MERE,nu AS MEE 60 BF FOR COATED WIN DK PANT µTA Ta C �i� , \ EMA2 m11mm4Wp 1
DIRECTED BY¢02MxKu 6.1NmIDP'!HOES TO BE r uID nat row Iowa.; ET[w FLLI�&1.5
SS6INIS MC.BASE REINFORCE MIX PI BARS Af
MEDAN MIRA.STILL BE
ENGINEER
his HOPE a OMB
STEEL
aAND 13071011 OF FAN DIRECTION PROVIDE 3'WA[rN¢x EDGE v carve.AND STEEL ADx6amxcr' µ�� MIA Pm. oFFvw TNM EpEwr ur GOFEBAY
PROFILE OF WET POND DETENTION SYSTEM

liTORMWATER MANAGEMENT DESIGN WET DETENTION POND:
RIVER BASIN: CAPE FEAR
RECEIVING STREAM: STEWARTS CREEK
STREAM INDEX: 18-31-21
STAGE/STORAGE TABLE STREAM CLASS: C
HUC: 03030004
STAGE(FT) ELEVATION (FT) CONTOUR AREA INCREMENTAL TOTAL STORAGE PROJECT COORDINATES: 35.026520, -79.118652'W
(SF) STORAGE(CF) (CF)
0.0 244.7 23,300 0 0 POND DESIGN SUMMARY
0.3 245.0 24,830 7,220 7,220 DRAINAGE AREA TO POND: 9.25 ACRES
0.5 245.2 25,860 5,069 12,289 SITE IMPERVIOUS AREA TO POND: 4.97 ACRES
- OFF-SITE DESIGN IMPERVIOUS AREA TO POND: 0.00 ACRES
1.3 246.0 27,950 21,524 33,813 TOTAL DESIGN IMPERVIOUS AREA TO POND: 4.97 ACRES
1.7 246.4 29,010 11,392 45,205 (WQV)
2.0 246.7 29,810 8,823 54,028 PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED POST DEVELOPED POST DEVELOPED
2.3 247.0 31,100 9,136 63,164 TO POND TO POND THROUGH POND BYPASS TOTAL
3.3 248.0 33,550 32,325 95,489 DRAINAGE AREA: 13.23 AC 9.25 AC 3.98 AC
3.8 248.5 34,700 17,063 112,552 CURVE NUMBER: 69.0 83.7 66.8
TIME OF CONCENTRATION: 25.0 MIN 5 MIN 26.9 MIN
1.0" STORM EVENT: 0.831 CFS 0.020 CFS
1-YEAR STORM EVENT: 6.934 CFS 23.81 CFS 0.074 CFS 1.822 CFS 1.877 CFS
2-YEAR STORM EVENT: 11.63 CFS 32.06 CFS 0.637 CFS 3.226 CFS 3.291 CFS
10-YEAR STORM EVENT: 27.01 CFS 55.65 CFS 6.007 CFS 7.937 CFS 13.84 CFS
�100-YEAR STORM EVENT: 55.50 CFS 93.80 CFS 29.29 CFS 16.87 CFS 44.69 CFS

SPILLWAY FLOW LONG H B W SS CHANNEL LINING TOP OF EMBANKMENT SPILLWAY ELEVATION
Q(100) SLOPE(%) ELEVATION
GRASS STRAW WITH NET NAG
29.41 CFS 33.3% 1.0' 10.0' 16.0' 3:1 248.5 247.5
SPILLWAY SHOREMAX W/P300
W EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT=248.5
`PS' H /CHANNEL LINING S
!/ S
SPILLWAY ELEVATION=247.5
MATTING SHALL BE AS NOTED II4
OR APPROVED EQUAL I B
GRASS SPILLWAY DETAIL GRASS SOD ON SPILLWAY
AND SIDE SLOPES
RISER STRUCTURE
4"PVC SCREW CAP
FOR CLEANING ACCESS
TOP OF STRUCTURE NOT SHOWN FOR CLARITY
TOP OF (REMOVABLE TRASH RACK)
tiR'2q?O 12"MIN. EXTENDPVC
THROUGH
I��"4C0/4, R, 1 STRUCTURE
2464 e % 4"x4"PVC TEE
h i 1 hi..
' I
PERM.POND ELEV=244.7 f INSTALL 4"PVC SCREW
CAP AT END OF TEE AND
DRILL 1.5"DIA.HOLE INTO
20 FT 20 Ft PVC CAP AT ELEV=244.7
12"MIN.
1.5"DIA.OPENING
OUTLET CONTROL STRUCTURE-INCREMENTAL WEIR
SCALE: N.T.S. PVC DRAIN OUTLET
SCALE: N.T.S.

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,02/26/2024
Hyd. No. 3 Peak Flow Period
Post Through Pond 13.0-11.93 = 1.07 - 1.5 hours
Hydrograph type = Reservoir Peak discharge = 29.41 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 171,359 cuft
Inflow hyd. No. = 2 - Post Developed tovoir name = Wet Pond
Max. Elevation = 248.20 ft Max. Storage = 102,286 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
11.80 43.56 246.59 1.222 0.069 1.142 1.212
11.83 54.31 246.78 3.215 0.064 3.146 3.209
11.87 67.76 247.00 6.087 0.041 6.007 0.038 6.087
11.90 82.88 247.26 7.875 0.017 4.950 2.906 7.874
11.93 93.80 « 247.55 8.701 0.009 4.285 4.405 0.566 9.265
11.97 90.53 247.85 9.353 0.006 4.074 5.249 6.905 16.23
12.00 70.93 248.07 9.776 0.005 4.019 5.728 14.32 24.07
12.03 44.51 248.18 9.973 0.004 3.994 5.913 18.68 28.59
12.07 24.46 248.20 « 10.01 0.004 3.989 5.943 19.47 29.41
12.10 15.17 248.17 9.952 0.004 3.997 5.895 18.18 28.08
12.13 12.47 248.12 9.868 0.005 4.001 5.810 16.31 26.12
12.17 11.94 248.08 9.786 0.005 4.016 5.735 14.54 24.30
12.20 11.44 248.03 9.711 0.005 4.034 5.670 13.00 22.71
12.23 10.94 248.00 9.641 0.005 4.041 5.592 11.63 21.26
12.27 10.43 247.96 9.571 0.005 4.045 5.505 10.39 19.95
12.30 9.924 247.92 9.507 0.006 4.049 5.426 9.254 18.74
12.33 9.418 247.89 9.446 0.006 4.055 5.352 8.223 17.64
12.37 8.909 247.86 9.384 0.006 4.068 5.283 7.346 16.70
12.40 8.400 247.84 9.325 0.006 4.080 5.218 6.512 15.82
12.43 7.890 247.81 9.269 0.006 4.092 5.156 5.718 14.97
Continues on next page...

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
12.47 7.376 247.78 9.214 0.007 4.104 5.089 5.034 14.23
12.50 6.863 247.76 9.159 0.007 4.116 5.020 4.407 13.55
12.53 6.391 247.73 9.106 0.007 4.129 4.953 3.797 12.89
12.57 6.036 247.71 9.056 0.007 4.140 4.889 3.209 12.25
12.60 5.814 247.69 9.006 0.007 4.156 4.825 2.724 11.71
12.63 5.671 247.67 8.958 0.008 4.175 4.762 2.313 11.26
12.67 5.555 247.65 8.912 0.008 4.192 4.702 1.925 10.83
12.70 5.439 247.63 8.870 0.008 4.209 4.646 1.559 10.42
12.73 5.323 247.61 8.829 0.008 4.224 4.593 1.212 10.04
12.77 5.207 247.59 8.789 0.009 4.242 4.537 0.959 9.746
12.80 5.090 247.57 8.750 0.009 4.261 4.478 0.784 9.532
12.83 4.974 247.56 8.711 0.009 4.280 4.420 0.612 9.321
12.87 4.857 247.54 8.674 0.009 4.299 4.364 0.444 9.116
12.90 4.740 247.53 8.636 0.009 4.317 4.309 0.279 8.914
12.93 4.623 247.51 8.600 0.010 4.335 4.255 0.117 8.716
12.97 4.506 247.50 8.564 0.010 4.355 4.198 0.000 8.563
13.00 4.388 247.48 8.525 0.010 4.380 4.133 0.000 8.523
13.03 4.277 247.47 8.485 0.011 4.406 4.066 0.000 8.483
13.07 4.181 247.45 8.445 0.011 4.433 3.999 0.000 8.442
13.10 4.104 247.43 8.404 0.011 4.460 3.930 0.000 8.401
13.13 4.038 247.42 8.364 0.012 4.487 3.862 0.000 8.360
13.17 3.975 247.40 8.323 0.012 4.514 3.792 0.000 8.318
13.20 3.912 247.39 8.276 0.012 4.554 3.706 8.273
13.23 3.849 247.37 8.230 0.013 4.597 3.617 8.226
13.27 3.786 247.35 8.182 0.013 4.639 3.528 8.180
13.30 3.722 247.34 8.135 0.014 4.681 3.438 8.133
13.33 3.659 247.32 8.088 0.014 4.724 3.348 8.086
13.37 3.596 247.30 8.040 0.015 4.766 3.258 8.039
Continues on next page...

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
13.40 3.533 247.29 7.983 0.016 4.829 3.138 7.982
13.43 3.470 247.27 7.923 0.016 4.896 3.009 7.922
13.47 3.406 247.25 7.862 0.017 4.964 2.880 7.861
13.50 3.343 247.24 7.802 0.018 5.032 2.750 7.801
13.53 3.281 247.22 7.741 0.019 5.100 2.621 7.740
13.57 3.225 247.20 7.681 0.020 5.168 2.492 7.680
13.60 3.175 247.19 7.587 0.021 5.284 2.281 7.586
13.63 3.129 247.17 7.482 0.023 5.416 2.042 7.481
13.67 3.084 247.16 7.378 0.025 5.546 1.806 7.377
13.70 3.038 247.14 7.276 0.026 5.675 1.574 7.275
13.73 2.993 247.12 7.175 0.028 5.802 1.344 7.174
13.77 2.948 247.11 7.075 0.029 5.928 1.117 7.074
13.80 2.902 247.09 6.957 0.031 6.000 0.925 6.956
13.83 2.857 247.08 6.813 0.033 6.001 0.778 6.812
13.87 2.812 247.06 6.672 0.034 6.003 0.635 6.672
13.90 2.766 247.05 6.535 0.036 6.004 0.495 6.535
13.93 2.721 247.04 6.401 0.037 6.005 0.359 6.401
13.97 2.675 247.02 6.271 0.039 6.006 0.225 6.270
14.00 2.630 247.01 6.143 0.040 6.007 0.095 6.142
14.03 2.587 247.00 6.017 0.042 5.975 6.016
14.07 2.554 246.98 5.890 0.043 5.846 5.889
14.10 2.530 246.97 5.766 0.044 5.722 5.766
14.13 2.512 246.96 5.589 0.045 5.544 5.589
14.17 2.497 246.95 5.420 0.047 5.373 5.420
14.20 2.481 246.93 5.259 0.048 5.210 5.258
14.23 2.465 246.92 5.105 0.049 5.056 5.105
14.27 2.449 246.91 4.960 0.050 4.909 4.959
14.30 2.434 246.90 4.823 0.051 4.772 4.823
Continues on next page...

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
14.33 2.418 246.90 4.695 0.052 4.643 4.694
14.37 2.402 246.89 4.572 0.052 4.519 4.572
14.40 2.386 246.88 4.456 0.053 4.403 4.456
14.43 2.371 246.87 4.348 0.054 4.294 4.348
14.47 2.355 246.86 4.245 0.054 4.190 4.245
14.50 2.339 246.86 4.146 0.055 4.091 4.146
14.53 2.323 246.85 4.053 0.055 3.997 4.052
14.57 2.307 246.84 3.968 0.057 3.909 3.966
14.60 2.292 246.84 3.886 0.058 3.825 3.883
14.63 2.276 246.83 3.808 0.059 3.744 3.803
14.67 2.260 246.82 3.733 0.061 3.666 3.727
14.70 2.244 246.82 3.661 0.061 3.593 3.654
14.73 2.228 246.81 3.592 0.062 3.523 3.585
14.77 2.212 246.81 3.526 0.062 3.457 3.519
14.80 2.196 246.80 3.462 0.062 3.392 3.455
14.83 2.181 246.80 3.400 0.063 3.330 3.393
14.87 2.165 246.79 3.341 0.063 3.271 3.334
14.90 2.149 246.79 3.285 0.063 3.214 3.278
14.93 2.133 246.78 3.231 0.064 3.161 3.224
14.97 2.117 246.78 3.179 0.064 3.109 3.173
15.00 2.101 246.77 3.128 0.064 3.059 3.123
15.03 2.085 246.77 3.080 0.064 3.011 3.075
15.07 2.070 246.77 3.033 0.064 2.964 3.028
15.10 2.054 246.76 2.987 0.064 2.918 2.982
15.13 2.038 246.76 2.943 0.064 2.874 2.939
15.17 2.022 246.76 2.903 0.064 2.833 2.898
15.20 2.006 246.75 2.865 0.065 2.793 2.858
15.23 1.990 246.75 2.827 0.065 2.754 2.819
Continues on next page...

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
15.27 1.974 246.75 2.791 0.065 2.717 2.781
15.30 1.958 246.74 2.755 0.065 2.680 2.745
15.33 1.942 246.74 2.721 0.065 2.644 2.709
15.37 1.926 246.74 2.687 0.065 2.609 2.674
15.40 1.910 246.73 2.654 0.065 2.575 2.640
15.43 1.894 246.73 2.622 0.065 2.541 2.607
15.47 1.878 246.73 2.590 0.065 2.509 2.575
15.50 1.862 246.73 2.559 0.065 2.479 2.544
15.53 1.846 246.72 2.528 0.066 2.449 2.515
15.57 1.830 246.72 2.498 0.066 2.420 2.485
15.60 1.814 246.72 2.469 0.066 2.391 2.457
15.63 1.798 246.72 2.440 0.066 2.363 2.429
15.67 1.782 246.71 2.412 0.066 2.336 2.401
15.70 1.766 246.71 2.384 0.066 2.308 2.374
15.73 1.750 246.71 2.357 0.066 2.282 2.348
15.77 1.734 246.71 2.330 0.066 2.256 2.322
15.80 1.718 246.70 2.303 0.066 2.230 2.296
15.83 1.702 246.70 2.278 0.066 2.205 2.271
15.87 1.686 246.70 2.253 0.066 2.180 2.246
15.90 1.670 246.70 2.231 0.066 2.156 2.222
15.93 1.654 246.69 2.209 0.066 2.132 2.198
15.97 1.638 246.69 2.188 0.066 2.108 2.175
16.00 1.622 246.69 2.166 0.067 2.085 2.152
16.03 1.607 246.69 2.145 0.067 2.062 2.129
16.07 1.595 246.69 2.125 0.067 2.040 2.106
16.10 1.587 246.68 2.105 0.067 2.018 2.084
16.13 1.581 246.68 2.085 0.067 1.996 2.063
16.17 1.575 246.68 2.066 0.067 1.976 2.042
Continues on next page...

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
16.20 1.569 246.68 2.048 0.067 1.956 2.022
16.23 1.564 246.68 2.030 0.067 1.936 2.003
16.27 1.558 246.67 2.013 0.067 1.917 1.984
16.30 1.552 246.67 1.996 0.067 1.899 1.966
16.33 1.547 246.67 1.980 0.067 1.881 1.948
16.37 1.541 246.67 1.964 0.067 1.864 1.931
16.40 1.535 246.67 1.946 0.067 1.848 1.916
16.43 1.530 246.67 1.930 0.067 1.833 1.900
16.47 1.524 246.66 1.913 0.067 1.818 1.885
16.50 1.518 246.66 1.897 0.067 1.803 1.870
16.53 1.512 246.66 1.882 0.067 1.789 1.856
16.57 1.507 246.66 1.866 0.067 1.775 1.842
16.60 1.501 246.66 1.852 0.067 1.761 1.829
16.63 1.495 246.66 1.837 0.067 1.748 1.815
16.67 1.490 246.66 1.823 0.067 1.735 1.802
16.70 1.484 246.66 1.809 0.067 1.722 1.790
16.73 1.479 246.65 1.795 0.068 1.710 1.777
16.77 1.473 246.65 1.782 0.068 1.698 1.765
16.80 1.467 246.65 1.769 0.068 1.686 1.753
16.83 1.461 246.65 1.756 0.068 1.674 1.742
16.87 1.456 246.65 1.744 0.068 1.663 1.730
16.90 1.450 246.65 1.732 0.068 1.651 1.719
16.93 1.444 246.65 1.720 0.068 1.641 1.708
16.97 1.439 246.65 1.708 0.068 1.630 1.698
17.00 1.433 246.65 1.697 0.068 1.619 1.687
17.03 1.427 246.64 1.685 0.068 1.609 1.677
17.07 1.422 246.64 1.674 0.068 1.599 1.667
17.10 1.416 246.64 1.663 0.068 1.589 1.657
Continues on next page...

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
17.13 1.410 246.64 1.653 0.068 1.579 1.647
17.17 1.404 246.64 1.642 0.068 1.569 1.637
17.20 1.399 246.64 1.633 0.068 1.560 1.628
17.23 1.393 246.64 1.625 0.068 1.551 1.619
17.27 1.387 246.64 1.617 0.068 1.543 1.611
17.30 1.382 246.64 1.609 0.068 1.534 1.602
17.33 1.376 246.64 1.601 0.068 1.526 1.594
17.37 1.370 246.63 1.593 0.068 1.517 1.585
17.40 1.365 246.63 1.585 0.068 1.509 1.577
17.43 1.359 246.63 1.577 0.068 1.501 1.569
17.47 1.353 246.63 1.570 0.068 1.493 1.561
17.50 1.347 246.63 1.562 0.068 1.485 1.553
17.53 1.342 246.63 1.555 0.068 1.477 1.545
17.57 1.336 246.63 1.548 0.068 1.469 1.537
17.60 1.330 246.63 1.540 0.068 1.461 1.529
17.63 1.325 246.63 1.533 0.068 1.454 1.522
17.67 1.319 246.63 1.526 0.068 1.446 1.514
17.70 1.313 246.63 1.519 0.068 1.438 1.507
17.73 1.307 246.63 1.512 0.068 1.431 1.499
17.77 1.302 246.62 1.505 0.068 1.424 1.492
17.80 1.296 246.62 1.498 0.068 1.416 1.485
17.83 1.290 246.62 1.491 0.068 1.409 1.477
17.87 1.285 246.62 1.485 0.068 1.402 1.470
17.90 1.279 246.62 1.478 0.068 1.395 1.463
17.93 1.273 246.62 1.471 0.068 1.388 1.456
17.97 1.267 246.62 1.465 0.068 1.381 1.449
18.00 1.262 246.62 1.458 0.068 1.373 1.442
18.03 1.256 246.62 1.451 0.069 1.366 1.435
Continues on next page...

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
18.07 1.250 246.62 1.445 0.069 1.360 1.428
18.10 1.244 246.62 1.439 0.069 1.353 1.421
18.13 1.239 246.62 1.432 0.069 1.346 1.415
18.17 1.233 246.62 1.426 0.069 1.339 1.408
18.20 1.227 246.62 1.419 0.069 1.332 1.401
18.23 1.221 246.61 1.413 0.069 1.326 1.394
18.27 1.216 246.61 1.407 0.069 1.319 1.388
18.30 1.210 246.61 1.401 0.069 1.312 1.381
18.33 1.204 246.61 1.395 0.069 1.306 1.375
18.37 1.199 246.61 1.388 0.069 1.299 1.368
18.40 1.193 246.61 1.382 0.069 1.293 1.361
18.43 1.187 246.61 1.376 0.069 1.286 1.355
18.47 1.181 246.61 1.370 0.069 1.280 1.349
18.50 1.176 246.61 1.363 0.069 1.274 1.343
18.53 1.170 246.61 1.357 0.069 1.268 1.337
18.57 1.164 246.61 1.350 0.069 1.262 1.331
18.60 1.158 246.61 1.344 0.069 1.256 1.325
18.63 1.153 246.61 1.338 0.069 1.250 1.319
18.67 1.147 246.61 1.331 0.069 1.244 1.313
18.70 1.141 246.61 1.325 0.069 1.238 1.307
18.73 1.135 246.60 1.318 0.069 1.232 1.301
18.77 1.130 246.60 1.312 0.069 1.226 1.295
18.80 1.124 246.60 1.306 0.069 1.220 1.289
18.83 1.118 246.60 1.299 0.069 1.214 1.283
18.87 1.112 246.60 1.293 0.069 1.208 1.277
18.90 1.107 246.60 1.286 0.069 1.202 1.271
18.93 1.101 246.60 1.280 0.069 1.196 1.265
18.97 1.095 246.60 1.274 0.069 1.191 1.260
Continues on next page...

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
19.00 1.089 246.60 1.267 0.069 1.185 1.254
19.03 1.084 246.60 1.261 0.069 1.179 1.248
19.07 1.078 246.60 1.254 0.069 1.173 1.242
19.10 1.072 246.60 1.248 0.069 1.167 1.236
19.13 1.066 246.60 1.242 0.069 1.161 1.230
19.17 1.061 246.60 1.235 0.069 1.155 1.224
19.20 1.055 246.59 1.229 0.069 1.149 1.218
19.23 1.049 246.59 1.223 0.069 1.143 1.212
19.27 1.043 246.59 1.216 0.069 1.137 1.207
19.30 1.037 246.59 1.210 0.069 1.132 1.201
19.33 1.032 246.59 1.204 0.069 1.126 1.195
19.37 1.026 246.59 1.197 0.069 1.120 1.189
19.40 1.020 246.59 1.191 0.069 1.114 1.183
19.43 1.014 246.59 1.185 0.069 1.108 1.177
19.47 1.009 246.59 1.179 0.069 1.102 1.172
19.50 1.003 246.59 1.172 0.069 1.096 1.166
19.53 0.997 246.59 1.166 0.069 1.091 1.160
19.57 0.992 246.59 1.160 0.069 1.085 1.154
19.60 0.986 246.59 1.153 0.069 1.079 1.148
19.63 0.980 246.59 1.147 0.069 1.073 1.142
19.67 0.974 246.59 1.141 0.069 1.067 1.137
19.70 0.968 246.58 1.134 0.070 1.061 1.131
19.73 0.963 246.58 1.128 0.070 1.055 1.125
19.77 0.957 246.58 1.122 0.070 1.050 1.119
19.80 0.951 246.58 1.115 0.070 1.044 1.113
19.83 0.945 246.58 1.109 0.070 1.038 1.107
19.87 0.939 246.58 1.103 0.070 1.032 1.102
19.90 0.934 246.58 1.097 0.070 1.026 1.096
Continues on next page...

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
19.93 0.928 246.58 1.090 0.070 1.020 1.090
19.97 0.922 246.58 1.085 0.070 1.015 1.084
20.00 0.916 246.58 1.080 0.070 1.009 1.079
20.03 0.911 246.58 1.075 0.070 1.004 1.074
20.07 0.907 246.58 1.070 0.070 0.999 1.068
20.10 0.905 246.58 1.065 0.070 0.993 1.063
20.13 0.903 246.58 1.061 0.070 0.988 1.058
20.17 0.902 246.58 1.056 0.070 0.983 1.053
20.20 0.901 246.58 1.052 0.070 0.978 1.048
20.23 0.900 246.57 1.047 0.070 0.973 1.043
20.27 0.899 246.57 1.043 0.070 0.969 1.039
20.30 0.898 246.57 1.039 0.070 0.964 1.034
20.33 0.897 246.57 1.035 0.070 0.960 1.030
20.37 0.895 246.57 1.031 0.070 0.955 1.025
20.40 0.894 246.57 1.027 0.070 0.951 1.021
20.43 0.893 246.57 1.023 0.070 0.947 1.017
20.47 0.892 246.57 1.020 0.070 0.943 1.013
20.50 0.891 246.57 1.016 0.070 0.939 1.009
20.53 0.890 246.57 1.013 0.070 0.935 1.005
20.57 0.889 246.57 1.009 0.070 0.931 1.001
20.60 0.887 246.57 1.006 0.070 0.928 0.998
20.63 0.886 246.57 1.003 0.070 0.924 0.994
20.67 0.885 246.57 0.999 0.070 0.920 0.990
20.70 0.884 246.57 0.996 0.070 0.917 0.987
20.73 0.883 246.57 0.993 0.070 0.914 0.984
20.77 0.882 246.57 0.990 0.070 0.910 0.980
20.80 0.881 246.57 0.987 0.070 0.907 0.977
20.83 0.880 246.57 0.984 0.070 0.904 0.974
Continues on next page...

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
20.87 0.878 246.57 0.982 0.070 0.901 0.971
20.90 0.877 246.57 0.979 0.070 0.898 0.968
20.93 0.876 246.56 0.976 0.070 0.895 0.965
20.97 0.875 246.56 0.974 0.070 0.892 0.962
21.00 0.874 246.56 0.971 0.070 0.889 0.959
21.03 0.873 246.56 0.969 0.070 0.886 0.956
21.07 0.872 246.56 0.966 0.070 0.884 0.954
21.10 0.871 246.56 0.964 0.070 0.881 0.951
21.13 0.869 246.56 0.961 0.070 0.878 0.948
21.17 0.868 246.56 0.959 0.070 0.876 0.946
21.20 0.867 246.56 0.957 0.070 0.873 0.943
21.23 0.866 246.56 0.954 0.070 0.871 0.941
21.27 0.865 246.56 0.952 0.070 0.868 0.938
21.30 0.864 246.56 0.950 0.070 0.866 0.936
21.33 0.863 246.56 0.948 0.070 0.863 0.934
21.37 0.861 246.56 0.946 0.070 0.861 0.931
21.40 0.860 246.56 0.944 0.070 0.859 0.929
21.43 0.859 246.56 0.941 0.070 0.857 0.927
21.47 0.858 246.56 0.939 0.070 0.854 0.924
21.50 0.857 246.56 0.937 0.070 0.852 0.922
21.53 0.856 246.56 0.936 0.070 0.850 0.920
21.57 0.855 246.56 0.934 0.070 0.848 0.918
21.60 0.853 246.56 0.932 0.070 0.846 0.916
21.63 0.852 246.56 0.930 0.070 0.844 0.914
21.67 0.851 246.56 0.928 0.070 0.842 0.912
21.70 0.850 246.56 0.926 0.070 0.840 0.910
21.73 0.849 246.56 0.924 0.070 0.838 0.908
21.77 0.848 246.56 0.923 0.070 0.836 0.906
Continues on next page...

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
21.80 0.847 246.56 0.921 0.070 0.834 0.904
21.83 0.846 246.56 0.919 0.070 0.832 0.902
21.87 0.844 246.56 0.918 0.070 0.830 0.900
21.90 0.843 246.56 0.916 0.070 0.828 0.899
21.93 0.842 246.56 0.914 0.070 0.827 0.897
21.97 0.841 246.56 0.913 0.070 0.825 0.895
22.00 0.840 246.56 0.911 0.070 0.823 0.893
22.03 0.839 246.56 0.909 0.070 0.821 0.891
22.07 0.838 246.56 0.908 0.070 0.819 0.890
22.10 0.836 246.56 0.906 0.070 0.818 0.888
22.13 0.835 246.56 0.905 0.070 0.816 0.886
22.17 0.834 246.55 0.903 0.070 0.814 0.885
22.20 0.833 246.55 0.902 0.070 0.813 0.883
22.23 0.832 246.55 0.900 0.070 0.811 0.881
22.27 0.831 246.55 0.899 0.070 0.809 0.880
22.30 0.830 246.55 0.897 0.070 0.808 0.878
22.33 0.828 246.55 0.896 0.070 0.806 0.876
22.37 0.827 246.55 0.894 0.070 0.805 0.875
22.40 0.826 246.55 0.893 0.070 0.803 0.873
22.43 0.825 246.55 0.892 0.070 0.802 0.872
22.47 0.824 246.55 0.890 0.070 0.800 0.870
22.50 0.823 246.55 0.889 0.070 0.798 0.869
22.53 0.822 246.55 0.887 0.070 0.797 0.867
22.57 0.820 246.55 0.886 0.070 0.795 0.866
22.60 0.819 246.55 0.885 0.070 0.794 0.864
22.63 0.818 246.55 0.883 0.070 0.792 0.863
22.67 0.817 246.55 0.882 0.070 0.791 0.861
22.70 0.816 246.55 0.881 0.070 0.789 0.860
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
22.73 0.815 246.55 0.879 0.070 0.788 0.858
22.77 0.814 246.55 0.878 0.070 0.787 0.857
22.80 0.812 246.55 0.877 0.070 0.785 0.856
22.83 0.811 246.55 0.876 0.070 0.784 0.854
22.87 0.810 246.55 0.874 0.070 0.782 0.853
22.90 0.809 246.55 0.873 0.070 0.781 0.851
22.93 0.808 246.55 0.872 0.070 0.780 0.850
22.97 0.807 246.55 0.870 0.070 0.778 0.849
23.00 0.806 246.55 0.869 0.070 0.777 0.847
23.03 0.804 246.55 0.868 0.070 0.775 0.846
23.07 0.803 246.55 0.867 0.070 0.774 0.844
23.10 0.802 246.55 0.865 0.070 0.773 0.843
23.13 0.801 246.55 0.864 0.070 0.772 0.842
23.17 0.800 246.55 0.863 0.070 0.770 0.841
23.20 0.799 246.55 0.862 0.070 0.769 0.839
23.23 0.798 246.55 0.861 0.070 0.768 0.838
23.27 0.796 246.55 0.859 0.070 0.767 0.837
23.30 0.795 246.55 0.858 0.070 0.765 0.836
23.33 0.794 246.55 0.857 0.070 0.764 0.835
23.37 0.793 246.55 0.856 0.070 0.763 0.833
23.40 0.792 246.55 0.854 0.070 0.762 0.832
23.43 0.791 246.55 0.853 0.070 0.761 0.831
23.47 0.790 246.55 0.852 0.070 0.759 0.830
23.50 0.788 246.55 0.851 0.070 0.758 0.829
23.53 0.787 246.55 0.849 0.070 0.757 0.827
23.57 0.786 246.55 0.848 0.070 0.756 0.826
23.60 0.785 246.55 0.847 0.070 0.755 0.825
23.63 0.784 246.55 0.846 0.070 0.753 0.824
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
23.67 0.783 246.55 0.845 0.070 0.752 0.823
23.70 0.782 246.55 0.843 0.070 0.751 0.821
23.73 0.780 246.55 0.842 0.070 0.750 0.820
23.77 0.779 246.55 0.841 0.070 0.749 0.819
23.80 0.778 246.55 0.840 0.070 0.747 0.818
23.83 0.777 246.55 0.839 0.070 0.746 0.817
23.87 0.776 246.55 0.837 0.070 0.745 0.816
23.90 0.775 246.55 0.836 0.070 0.744 0.814
23.93 0.774 246.55 0.835 0.070 0.743 0.813
23.97 0.772 246.55 0.834 0.070 0.742 0.812
24.00 0.771 246.55 0.833 0.070 0.740 0.811
24.03 0.616 246.54 0.829 0.070 0.737 0.807
24.07 0.308 246.54 0.819 0.071 0.727 0.797
24.10 0.103 246.54 0.801 0.071 0.709 0.780
24.13 0.000 246.54 0.779 0.071 0.688 0.758
24.17 0.000 246.54 0.757 0.071 0.665 0.736
24.20 0.000 246.53 0.735 0.071 0.644 0.715
24.23 0.000 246.53 0.713 0.071 0.623 0.694
24.27 0.000 246.53 0.693 0.071 0.602 0.673
24.30 0.000 246.52 0.673 0.071 0.582 0.653
24.33 0.000 246.52 0.653 0.071 0.563 0.634
24.37 0.000 246.52 0.635 0.071 0.545 0.617
24.40 0.000 246.52 0.617 0.071 0.529 0.601
24.43 0.000 246.51 0.601 0.071 0.514 0.585
24.47 0.000 246.51 0.584 0.071 0.498 0.570
24.50 0.000 246.51 0.568 0.072 0.484 0.555
24.53 0.000 246.51 0.553 0.072 0.469 0.541
24.57 0.000 246.50 0.538 0.072 0.455 0.527
Continues on next page...

15
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
24.60 0.000 246.50 0.523 0.072 0.441 0.513
24.63 0.000 246.50 0.508 0.072 0.428 0.500
24.67 0.000 246.50 0.494 0.072 0.415 0.487
24.70 0.000 246.50 0.481 0.072 0.402 0.474
24.73 0.000 246.49 0.467 0.072 0.390 0.462
24.77 0.000 246.49 0.455 0.072 0.378 0.450
24.80 0.000 246.49 0.442 0.072 0.366 0.438
24.83 0.000 246.49 0.431 0.072 0.355 0.428
24.87 0.000 246.49 0.422 0.072 0.346 0.418
24.90 0.000 246.49 0.413 0.072 0.337 0.409
24.93 0.000 246.48 0.404 0.072 0.328 0.400
24.97 0.000 246.48 0.395 0.072 0.319 0.391
25.00 0.000 246.48 0.387 0.072 0.310 0.383
25.03 0.000 246.48 0.379 0.072 0.302 0.374
25.07 0.000 246.48 0.370 0.072 0.294 0.366
25.10 0.000 246.48 0.363 0.073 0.286 0.358
25.13 0.000 246.47 0.355 0.073 0.278 0.350
25.17 0.000 246.47 0.347 0.073 0.270 0.343
25.20 0.000 246.47 0.340 0.073 0.262 0.335
25.23 0.000 246.47 0.333 0.073 0.255 0.328
25.27 0.000 246.47 0.326 0.073 0.248 0.321
25.30 0.000 246.47 0.319 0.073 0.241 0.314
25.33 0.000 246.47 0.312 0.073 0.234 0.307
25.37 0.000 246.47 0.305 0.073 0.227 0.300
...End

2/26/24, 10:31 AM 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 29.41
Peak Flow Period 1.5
Channel Slope 0.33
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)
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 29.41 cfs 12.45 ft/s 0.23 ft 0.025 8.5 lbs/ft2 4.76 lbs/ft2 1.79 STABLE F
P300
Unvegetated
Underlying Straight 29.41 cfs 12.45 ft/s 0.23 ft 0.025 5.68 lbs/ft2 4.57 lbs/ft2 1.24 STABLE F
Substrate
Shoremax w/ Straight 29.41 cfs 12.34 ft/s 0.23 ft 0.025 14 lbs/ft2 4.79 Ibs/ft2 2.92 STABLE F
P300 Reinforced
Vegetation
Underlying Straight 29.41 cfs 12.34 ft/s 0.23 ft 0.025 8.5 lbs/ft2 4.6 lbs/ft2 1.85 STABLE F
Substrate
https://ecmds.com/project/153509/spillway-analysis/260646/show 1/1

EROSION CONTROL CALCS(RIP-RAP CALCULATIONS)
Project Information
Project Name: New Mini Storage,Pittman Grove Church Road
Project#: 220164-01-011
Designed by: MCB _ Date: 2/19/2024
Revised by: Date:
Checked by: Date:
Rip-Rap Apron#1
Pipe Diameter d= 15
Pipe Slope s= 0.89 %
Manning's number n= 0.013
Flow Q= 6.01 cfs
Velocity V= 5.66 ft/s
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(2 X Do)= 2.5 ft
Length(4 X Do)= 5.0 ft
Width(La+Do)= 6.3 ft
Min.Thickness= 12 inches
Min.Stone Diameter= 3 inches
4-5.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
2.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
RIP-RAP.xls 3/18/2024 Page 1 of 1