SW6221102_Design Calculations_20230228

Storm wafer Management Report
February 27, 2025
Utility Improvements
Ashley Heights
Reservation Road
Hoke County, NC
to Serve
Prepared for:
D&L Engineering, PLLC
150 S. Page Street
Southern Pines, NC 28387
910-684-8646
Prepared by:
Bowman North Carolina, Ltd.
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
[phone]
Firm#F-1445
0 10 111 !a-IfIM!'All

OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUG
SHWT
NOAA POINT PRECIPITATION FREQUENCY ESTIMATES
WATER QUANTITY/QUALITY - INFILTRATION BASIN SCM #1
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
CN VALUES
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME-FLOW SUMMARY
SCM SUMMARY
TIME OF CONCENTRATION
WATER QUANTITY/QUALITY - WET POND SCM #2
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
CN VALUES
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME-FLOW SUMMARY
SCM SUMMARY
TIME OF CONCENTRATION
WATER QUANTITY/QUALITY - WET POND SCM #3
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
CN VALUES
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME-FLOW SUMMARY
SCM SUMMARY
TIME OF CONCENTRATION

OVERVIEW
This report contains the storm water management overview for the residential project
Ashley Heights on Reservation Road in Hoke County. The project site is currently
undeveloped. The proposed site consists of 91286 acres.
The proposed site is located in Flood Zone `X' as shown on FEMA FIRM Panel 3710848800J
with an effective date of 10/17/06. Flood zones are subject to change by FEMA.
There are no existing stream or wetland features on the proposed property.
There are three proposed storm water management facilities (one infiltration basin and two
wet ponds and) outlined in this report and have been designed for post —development peak
attenuation to treat the impervious areas of the development. The Infiltration Basin SCM 1
is designed to capture a drainage area of 11.92 ac with an impervious area of 2.36 ac.
The Wet Pond SCM 2 is designed to capture a drainage area of 13.55 ac with an
impervious area of 3.07 ac. The Wet Pond SCM 3 is designed to capture a drainage area
of 62.66 ac with an impervious area of 14.73 ac. The balance of the site is open space
and will by—pass the proposed SCMs. The SCMs are designed to treat a 1.0" storm event.
Impervious Area Summary — Infiltration Basin
SCM 1
Roadway
29,771 sf
0.68 ac
Sidewalk
4,896 sf
0.11 ac
Roof 17 lots @ 4,000 sf/lot
68,000 sf
1.56 ac
Offsite
300 sf
0.01 ac
Total IA to Pond
102,967 sf
1 2.36 ac
Impervious Area Summary — Wet Pond SCM 2
Roadway
36,007 sf
0.83 ac
Sidewalk
5,822 sf
0.13 ac
Roof 23 lots @ 4,000 sf/lot
92,000 sf
2.11 ac
Total IA to Pond
133,829 sf
3.07 ac
Impervious Area Summary — Wet Pond SCM 3
Roadway
140,016 sf
3.21 ac
Sidewalk
23,700 sf
0.55 ac
Roof 92 lots @ 4,000 sf/lot
368,000 sf
8.45 ac
Offsite
109,858 sf
2.52 ac
Total IA to Pond
641,574 sf
1 14.73 ac

Soils
The County Soils Survey indicates that Candor Sand, Blaney Loamy Sand, Gilead Loamy
Sand, and Vaucluse Loamy Sand are present on the site.

FIGURES

648100
35o 6'0"N
I
35o 5' 21" N
648100 648300 64KM 648700 648900 649100
Map Scale: 1:8,610 if printed on A landscape (11" x 8.5") sheet.
Meters
N 0 100 200 400 600
Feet
0 400 8D0 1E00 2400
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Hoke County, North Carolina
648300 648500 648700 648900 649100 649300
649500 W700
6493M 649500 W700
35o 60" N
I
35o 521" N
649900
8/15/2022
Pagel of 4

Hydrologic Soil Group —Hoke County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 28, 2019—Jul 30,
2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 8/15/2022
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
BaB
Blaney loamy sand, 2 to
8 percent slopes
C
89.6
57.7%
CaB
Candor sand, 1 to 8
percent slopes
A
51.9
33.4%
GdB
Gilead loamy sand, 2 to
8 percent slopes
C
6.7
4.3%
VaB
Vaucluse loamy sand, 2
to 8 percent slopes
C
7.1
4.5%
Totals for Area of Interest
166.3
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 8/15/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Hoke County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 8/15/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

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National Flood Hazard Layer FI RMette
79o22'18"W 35o5'41"N
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HO KE [J TY ARE A OF MINIf1 AL FL E)D HAZARD
37037�
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0 250 500 1,000 1,500
Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD With BFE or Depth ZoneAE, AO, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zonex
Future Conditions 1% Annual
4 '- Chance Flood Hazard Zonex
" Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. See Notes. zone
FLOOD HAZARD " Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES I I I I I I I Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17,5 Water Surface Elevation
a - - - Coastal Transect
—sfa— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
❑ Digital Data Available AN
0 No Digital Data Available
MAP PANELS El Unmapped
QThe pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 8/2/2022 at 1:09 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data overtime.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
Feet 79021'41"W 3505'11"N unmapped and unmodernized areas cannot be used for
2, 000
1 ' �' 000 regulatory purposes.
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
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FEMA
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Surface Water Classifications:
Stream Index.
14-2-14
Stream Name:
Quewhiffle Creek
Description:
from sourceto Drowning
Creek
Classification:
C
Date of Class.:
November 30, 1963
What does this Class. mean?
View
River Basin:
Lumber
19

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•
4
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yy` .
(1 of 2} ■ P x
12-Digit HUC (Subwatershed)
12-DigitNarne-
QuewhiffleCreek
12-Digit Code:
030402030205
10-Digit Name-
Lower Drowning Creek
10-Digit Code:
0304020302
8-Digit Code-
0304-0203
River Basin:
Lumber
12-Digit Area Jae):
14,411.16
Zoom to
NaVonaI Geograpiiic. Esri, Garmin. MERE. UNEP-WCMC. USGS. NASA. ESA. P

Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
Double D Engineering, PLLC
Attn: Mr. Lee Humphrey
150 S. Page Street
Southern Pines, NC 28387
July 27, 2022
Re: Seasonal High -Water Table Identification and Soil Infiltration Rates: Ashley Heights property,
Aberdeen, NC; Hoke County NC parcels 584880001009 & 584980001002.
Soil conditions and infiltration rates were evaluated and measured on the above -referenced property within
the proposed storm water BMP device. Work was conducted in accordance with Parts A-2 and C-1 of the
North Carolina Department of Environmental Quality Stormwater Design Manual. Soil samples were
evaluated with a hand auger.
SEASONAL HIGH WATER TABLE IDENTIFICATION
Seasonal High Water Table depth is determined by field evaluation for soil wetness conditions which are
indicated by the presence of redoximorphic (redox) features with chroma colors of 2 or less (in Munsell
color notation) in mottles or the horizon matrix, and at times, saturated soil conditions and/or free water
within the soil profile. Colors of chroma 2 or less due to relic minerals from parent material (underlying
rock), anaerobic activity created by placement of fill material, or soil textural class transitions (perched
water) are not considered as indicators for seasonal high water. Upon determination of SHWT depth, an
additional 6" will be deducted from the observed depth to account for capillary fringe water movement
above the SHWT. Stormwater infiltration trenches are designed to ensure the lowest point is at least two
feet above the Seasonal High Water Table (SHWT).
SATURATED HYDRAULIC CONDUCTIVITY (K�et)
Soils evaluated on this property are typical of those within Blaney Soil series. These soils are moderately
well drained soils with varying rates of permeability. Infiltration rates are measured to determine if soil
conditions are suitable for the installation of stormwater infiltration devices. Infiltration rates are measured
using a Johnson Constant Head Permeameter. Measurements are recorded at varying intervals until
equilibrium was reached.
The SHWT and Infiltration rates for the stormwater BMP devices are reported for each proposed
location in the tables below.
BMP Device Site #1
Test Location
SHWT
Mansell Color
Ksat #1
Ksat #2
Ksat #3
(feet below
Notation
round surface
Not Observed
0-2.5'
2.5'-10'
BMP Site 1
within 10' of
N/A
Loamy Sand
Loamy Sand /
N/A
Elevation 410'
surface
12" / hour
Sandy Loam
8.5" / hour

Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
BMP Device Site #2
Test Location
SHWT
Munsell Color
Ksat #1
Ksat #2
Ksat #3
(feet below
Notation
round surface
Not Observed
0-3'
3'-9'
9'-12'
BMP Site 2
within 12' of
N/A
Loamy Sand
Loamy Sand /
Sandy Clay
Elevation 420'
surface
12" / hour
Sandy Loam
Loam (heavy)
8.5" / hour
2.5" / hour
BMP Device Site #3
Test Location
SHWT
Munsell Color
Ksat #1
Ksat #2
Ksat #3
(feet below
Notation
round surface
Not Observed
0-2'
2'-3'
3'-10'
BMP Site 3
within 10' of
N/A
Sandy Loam
Sandy Clay
Loamy Sand /
Elevation 444'
surface
10" / hour
1.9" / hour
Sandy Loam
8.5" / hour
CONCLUSION
Field evaluation of hydraulic conductivity provides estimations of soil infiltration rates; however, methods
used to measure these rates can influence the results. Side walls of the bore hole are "smeared" by the soil
auger as the hole is prepared and loose soil in the bottom of the hole is placed in suspension when water is
applied; both of these factors negatively influence water infiltration rates. To help overcome these issues,
after excavation of each infiltration trench, it is recommended the trench bottom and sidewalls be raked and
dusted with pulverized limestone. These are practices that have been in place within the on -site wastewater
industry to help loosen the soil and aid in restoration of soil structure.
I am pleased to be of service in this matter and can be contacted at your convenience should you have any
questions concerning information within this report.
Thank you,
Scott Cole
North Carolina Licensed Soil Scientist

:0]
Proposed Stormwater BMP Site 1 (Elevation 410')
SHWT: Not observed within 10' of surface
SHWT Elevatioin: --
Ksat 0-2.5' LS: 12" / hour
Ksat 2.5' -10' LS/SL: 8.5" / hour
Kll�
v O
o
(.0 N
v d,
Q
N O
V
Proposed Stormwater BMP Site 3 (Elevation 444')
SHWT: Not observed within 10' of surface
SHWT Elevatioin: --
Ksat 0-2' SL: 1/hour
1
Ksat 2'-3" SC: .9" /hour (/
Ksat X-10' LS/SL: 8.5" / hour
Proposed Stormwater BMP Site 2 (Elevation 420')
SHWT: Not observed within 12' of surface
SHWT Elevatioin: --
Ksat 0-3' LS: 12" / hour
Ksat 3'-9' LS/SL: 8.5" / hour
Ksat 9'-12' SCL: 2.5" / hour
I r
%1 inch = 400 feet

NOAA Atlas 14, Volume 2, Version 3 ,A
Location name: Aberdeen, North Carolina, USA* '�e
Latitude: 35.0919*, Longitude:-79.3674`
Elevation: 442.48 ft**
source: ESRI Maps kw
" source: USGS "`" `"'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular i PF graphical i Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average
recurrence interval (years)
1
����
2
5
10
25
5D
100
200
500
1DOD
0.439
0.518
0.603
0.667
0.741
0.794
0.845
0.891
0.948
0.991
5-min
(0.399-0.484)
(0.472-0.572)
(0.549-0.666)
(0.605-0.734)
(0.669-0.815)
(0.716-0.872)
(0.757-0.927)
(0.795-0.978)
(0.838-1.04)
(0.870-1.09)
0.701
0.828
0.966
1.07
1.18
1.26
1.34
1.41
1.50
1.56
10-min
(0.638-0.773)
(0.755-0.915)
(0.878-1.07)
(0.967-1.17)
( 1.07-1.30)
(1.14-1.39)
(1.20-1.47)
( 1.26-1.55)
(1.33-1.65)
(1.37-1.72)
0.876
1.04
1.22
1.35
1.50
1.60
1.70
1.78
1.89
1.96
15-min
(0.797-0.966)
(0.949-1.15)
1 (1.11-1.35)
1 (1.22-1.49)
11 (1.35-1.65)
1 (1.44-1.76)
1 (1.52-1.86)
1 (1.59-1.96)
(1.67-2.07)
(1.72-2.15)
30-min
4.65
1.092 .33
1.314459
1.587.92
1.77-02515
2. 0 2?44
2. 17
2. 36.85
2. 8 3805
2. 50.30
2. 8-3.49
1.50
1.80
2.23
2.54
2.95
3.27
3.58
3.89
4.31
4.63
60-min
(1.36-1.65)
(1.65-1.99)
(2.022.46)
(2.31-2.80)
(2.67-3.25)
(2.95-3.59)
(3.21-3.93)
(3.47-4.27)
(3.81-4.73)
(4.06-5.09)
1.75
2.12
2.66
3.07
3.61
4.04
4.47
4.90
5.48
5.95
2-hr
(1.59-1.96)
(1.92-2.37)
(2.40-2.96)
(2.77-3.41)
(3.24-4.02)
1 (3.61-4.49)
1 (3.96-4.96)
1 (4.32-5.44)
(4.79-6.09)
(5.15-6.61)
1.85
2.25
2.83
3.28
3.91
4.42
4.94
5.49
6.25
6.86
3-hr
(1.68-2.07)
1 (2.04-2.51)
1 (2.56-3.15)
1 (2.96-3.66)
11 (3.51-4.35)
1 (3.94-4.91)
1 (4.37-5.48)
1 (4.81-6.08)
(5.42-6.93)
(5.89-7.61)
2.21
2.68
3.37
3.92
4.69
5.31
5.96
6.64
7.60
8.37
6-hr
(2.01-2.46)
(2.432.97)
(3.06-3.73)
(3.55-4.34)
(4.21-5.17)
(4.74-5.85)
(5.27-6.56)
(5.82-7.30)
(6.58-8.34)
(7.16-9.20)
2.61
3.16
4.00
4.68
5.63
6.42
7.25
8.13
9.40
10.4
12-hr
(2.37-2.90)
(2.87-3.51)
(3.62-4.44)
(4.22-5.19)
(5.04-6.22)
(5.70-7.07)
(6.37-7.97)
(7.08-8.94)
(8.05-10.3)
(8.81-11.4)
3.07
3.71
4.68
5.45
6.50
7.35
8.21
9.11
10.3
11.3
24-hr
(2.84-3.32)
(3.43-4.02)
(4.33-5.07)
(5.02-5.90)
(5.98-7.04)
(6.73-7.94)
(7.51-8.88)
(8.31-9.85)
(9.39-11.2)
(10.2-12.3)
3.57
4.30
5.39
6.25
7.43
8.37
9.33
10.3
11.7
12.8
2-day
(3.32-3.85)
(4.00-4.64)
(5.01-5.82)
(5.79-6.74)
(6.86-8.00)
(7.70-9.01)
(8.57-10.1)
(9.45-11.1 )
( 10.6-12.6)
(11.6-13.8)
3.79
4.56
5.68
6.56
7.78
8.75
9.75
10.8
12.2
13.3
3-day
(3.53-4.07)
(4.25-4.89)
(5.29-6.09)
(6.10-7.04)
(7.21-8.34)
(8.08-9.38)
(8.97-10.5)
1 (9.88-11.6)
(11.1-13.1)
(12.1-14.3)
4.01
4.81
5.96
6.88
8.13
9.13
10.2
11.2
12.7
13.8
4-day
(3.74-4.29)
(4.50-5.15)
(5.57-6.37)
(6.41-7.34)
(7.56-8.68)
(8.45-9.74)
(9.38-10.9)
1 (10.3-12.0)
(11.6-13.6)
(12.6-14.8)
4.63
5.53
6.77
7.75
9.11
10.2
11.3
12.4
14.0
15.2
7-day
(4.33-4.95)
(5.18-5.92)
(6.32-7.25)
(7.23-8.30)
(8.46-9.74)
(9.44-10.9)
1 (10.4-12.1)
1 (11.5-13.3)
(12.8-15.0)
(13.9-16.3)
6.32
10-day
$
4.99 5064
5.94 6?71
7. 6 8?09
8. 9417
9.37--10.6
10.4-11.8
11.3-13.0
12.13-14.1
13.1415.8
14.17--107.0
7.13
8.43
10.00
11.2
12.9
14.2
15.5
16.8
18.6
20.0
20-day
(6.74-7.55)
(7.97-8.94)
(9.43-10.6)
(10.6-11.9)
(12.1-13.6)
(13.3-15.0)
1 (14.5-16.4)
1 (15.7-17.8)
(17.3-19.8)
(18.5-21.3)
8.85
10.4
12.2
13.5
15.3
16.6
18.0
19.3
21.1
22.5
30-day
(8.37-9.37)
(9.87-11.0)
(11.5-12.9)
(12.8-14.3)
(14.4-16.2)
(15.7-17.6)
1 (16.9-19.1)
1 (18.1-20.5)
(19.7-22.5)
(21.0-24.0)
11.2
13.1
15.1
16.6
18.5
20.0
21.4
22.8
24.6
26.0
45-day
(10 6-11.8)
(12.5-13.9)
(14.3-15.9)
(15.7-17.5)
(17.5-19.5)
(18.8-21.1)
1 (20.1-22.6)
1 (21.4-24.1)
(23.1-26.1)
(24.3-27.6)
13.4
15.7
17.8
19.5
21.6
23.2
24.7
26.2
28.1
29.6
60-day
(12.8-14.1)
(14.9-16.5)
(16.9-18.8)
(18.5-20.5)
(20.4-22.7)
(21.9-24.4)
(23.3-26.0)
(24.7-27.6)
(26.4-29.7)
(27.7-31.3)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 % . Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

30
25
5
Pas -based depth -duration -frequency (DDT) curves
Latitude: 35.G919`, Longitude:-79.3674'
1
- -- --- --------------- ----
•
C
L L
L L
L M
r4 r4
F0 rV
r4
r4
f4 r4
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O
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O
r-I
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f1� �
Ik O
O
O
Li 7 O
r
rn
kn
N
rn
v ko
L}LirBtlOn
30
25
= 20
15
rq
a
w 10
a
5
0
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years
NOAA Atlas 14, Volume 2, Version 3 Created (GMTY Tue Aug 2 16:59.32 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
onlerval
(years)
2
— 5
25
50
100
200
500
1000
Duration
— 5- mrn —
2-day
— 10-mm —
3-day
15-min —
4-day
— 30-min —
7-day
— 0-min —
10-day
— 2fir —
20-day
— 3fir —
30-day
— "r —
45-day
— 12-hr —
60-day
— 24-hr

}i 3km
2mi
Large scale terrain
Winston -Sal ern
• • Durhai„
i Rocky Mat
Green3laoro Raleigh '
A
NORTH C.AROLINA �r
`Charlotte rille
I Jad
LI T H C A R O L I N A IN ili„ingtcn �s
100km4
1 I
60mi
Large scale map
�n�to� al�rn t;reeashaea
�Q rharn
. Raleigh
'Rocky Mou
v
Gre
North #
Carolina
�I /Fat teviHe
I
.iacN
Wif — n
� G
100km
60mi
Large scale aerial

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer

WATER QUALITY/QUANTITY
NFILTRATION BASIN SCM #1

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I

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Project Name
Utility Improvements to Serve Ashley Heights
2
Project Area ac
91.286 _
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
-
5
Is this project High or Low Density?
High
6
jDoes this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
N/A
8
Will the vegetated setback remain vegetated?
N/A
9
If BUA is pro2osed in the setback does it meet NCAC 02H.1003 4 c-d ?
No
10
Is streambank stabilization proposed on this.project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
0
12
Bioretention Cell
13
Wet Pond
2
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
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
28
Name and Title: _
Organization:
Street address:
Carlo Pardo, PE
Bowman North Carolina, Ltd.
29
4006 Barrett Drive, Suite 104
30
City, State, Zip:
Raleigh, NC 27609
31
Phone number(s):
Email:
919-553-6570
32
[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.
,�1111flllllil"t.11
o s s '
a,y •. 4
SEAL
051571 -
1�+0 I E
1�a_
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density project?
Yes
2
If so, number of drainage areas/SCMs
3
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
AREA INFORMATION
Entire Site
1
2
3
4
T e of SCM
-
Infiltration Basin
Wet Pond
Wet Pond
5
Total draina a area s ft
3976419 sf
519352 sf
590407 sf
2729441 sf
6
Onsite draina a areas ft
519052 sf
590407 sf
2619583 sf
7
Offsite draina a area s ft
300 sf
109858 sf
8
Total BUA in project (sq ft
768212 sf
102967 sf
133829 sf
641574 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
528000 sf
68000 sf
92000 sf
368000 sf
10permitting)
New BUA not on subdivided lots (subject to
s
240212 sf
34667 sf
41829 sf
163716 sf
11
10ffsite BUA (sq ft
300 sf
109858 sf
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
34418 sf
4896 sf
5822 sf
23700 sf
Roof (sq ft
Roadway s ft
205794 sf
29771 sf
36007 sf
140016 sf
Future (sq ft
Other, please specify in the comment box
below (sq ft
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15permitting)
Existing BUA that will remain (not subject to
s ft
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19.32%
19.84%
22.67%
23.51%
19
Design storm inches
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
10232 cf
43908 cf
163392 cf
21 Calculation method for design volume Simple Method Simple Method Simple Method
DDITIONAL INFORMATION
Please use this space to provide any additional information about the
r22drainage area(s):

INFILTRATION SYSTEM
1 Drainage area number
2 1 Minimum required treatment volume (cu ft)
ERAL 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 or enter "Vertical' for
trenches)?
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
9
lWhat is the method for dewatering the SCM for maintenance?
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
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 licensedprofessional?
Yes
18 1 Proposed slope of the subgrade surface (%) 0%
19 jAre terraces or baffles provided? No
20 1Tvpe of pretreatment: Forebay
Data
21
Was the soil investigated in the footprint and at the elevation of the
infiltrations stem?
Yes
22
SHWT elevation (fmsl)
434.00
23
Depth to SHWT per soils report (in)
120.00
24
Ground elevation at boring in soils report (fmsl)
444.00
25
Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet?
N/A
26
ISoil infiltration rate (in/hr)
4.25
27
1 Factor of safety (FS) (2 is recommended):
2.00
Elevations
29
113ottom elevation (fmsl)
440 ft
30
IStorage elevation (fmsl)
441.2 ft
31
1 Bypass elevation (fmsl)
445.5 ft
Basins
32 1 Bottom surface area(ft) 7755 ft
33 Istorage elevation surface area(ft) 9300. ft
For Trenches Only
34
Length (ft)
35
Width (ft)
36
Perforated pipe diameter, if applicable (inches)
37
Number of laterals
38
Total length of perforated piping
39
Stone type, if applicable
40
Stone porosity (%)
41
Is stone free of fines?
42
Is the stone wrapped in geotextile fabric?
43
Has at least one inspection port been provided?
Volumes/Drawdown
44 IDesign volume of SCM (cu ft) 10232 cf
45 ITime to draw down (hours) 7.5 hrs
I 46 Please use this space to provide any additional information about I
the infiltration system(s):
26-The infiltration rate was intentially lowered to half of the 8.25 in/hr to
unt for clogginq of the soils that will happen over time.
Infiltration 1 10:32 AM 2/27/2023

Bowman North Carolina, Ltd.
Ashley Heights, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions (Infiltrtation Basin #1)
Drainage Area (acres):
11.92
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A
CaB Candor Sand
1.44
12%
C
BaB Blaney Loamy Sand
10.40
87%
C
GdB Gilead Loamy Sand
0.00
0%
C
VaB Vaucluse Loamy Sand
0.08
1%
Existing Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Wooded -
Good Stand A 1.44
25
3.0
Wooded -
Good Stand C 10.48
70
61.5
Cumulative Curve # =
64.5

Bowman North Carolina, Ltd.
Ashley Heights, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions (Infiltrtation Basin #1)
Drainage Area (acres): 11.92
Existing Soil Groups
Soil Group Map Symbol
Soil Description
Acres
Percent of DA
A CaB
Candor Sand
1.44
12%
C BaB
Blaney Loamy Sand
10.40
87%
C GdB
Gilead Loamy Sand
0.00
0%
C VaB
Vaucluse Loamy Sand
0.08
1%
Proposed Land Uses
Land Use Description
Existing Soil Group Acres
Curve #
Weighted CN
Open Space - Good Condition
A 0.83
39
2.7
Open Space - Good Condition
C 7.06
74
43.8
Wooded - Good Stand
A 0.61
25
1.3
Wooded - Good Stand
C 1.05
70
6.2
Impervious Area
A/C 2.36
98
19.4
Cumulative
Curve # =
73.4

Infiltration Basin Design
Site Information
Sub Area Location:
Drainage To Infiltration Basin
Drainage Area (DA) =
11.92 Acres 519352 sf
Impervious Area (IA) =
2.36 Acres 102967 sf
Percent Impervious (1) =
19.8 %
Required Water Quality Volume
Design Storm = 1 inch
Determine Rv Value = 0.05 + .009 (1) = 0.23 in/in
Water Quality Volume = 0.227 ac-ft
Water Quality Volume = 9,886 cf
Water Quality Volume = 0.228 inches of runoff
NOAA 1-year, 24-hour event = 3.07 inches
Minimum Surface Area
SA =
(12-FS-DV)/(K-T)
Factor of Safety (FS) =
2
Design Volume (DV) =
9886.5 cf
Hydraulic Conductivity of Soil =
4.25 in/hr
Max Dewatering Time =
72 hours
SA =
775.4 sf
Drawdown Time
T =
FS - (DV-12)/(K-SA)
Factor of Safety (FS) =
2
Design Volume (DV) =
10232.0 cf
Hydraulic Conductivity of Soil =
4.25 in/hr
Surface Area Provided =
7755 sf
Drawdown Time =
7.5 hours

a•1
oop
00
Ile
GRASS SPILL
REFER TO DETAIL
STORMWATER � i � / �\ THIS SHEET
MANAGEMENT i
EASEMENT � � ' J — �
/ #40 #00 #00
I
OBSERVATION
WELL (TYP.)
STOP OF
Ole %� �O �� EMBANKMENT
Ole
INLET PIPE WITH
ELEV-447.0Ole
Ole
RIP —RAP APRON %Ile Ole 'Ole
��`
-STORM DRAINAGE �I �
BY OTHERS #00
#10 #00
I1&101 OCIUS
25 50 100 200
( IN FEET )
1 inch = 50 f t.
PLAN VIEW

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
AREA
CONTOUR(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
440.0
7755
0
0
1.0
441.0
9040
8398
8398
1,2
441,2
9300
1834
10232 (WQV)
2.0
442.0
10375
7870
18102
3.0
443.0
11775
11075
29177
4.0
444.0
13225
12500
41677
5.0
445.0
14735
13980
55657
6,0
446.0
16300
15518
71174
7.0
447.0
17925
17113
88287

TOP OF EMBANKMENT =
447.0
100-YEAR STORM
ELEVATION =
446.88
10-YEAR STORM
ELEVATION =
445.51
SPILLWAY
ELEVATION
= 445.5
2-YEAR STORM
ELEVATION
= 442.85
1-YEAR STORM
ELEVATION
= 441.85
1.0" RAINFALL
ELEVATION
= 440.96
BOTTOM
OF BASIN =
440.0
N
SEASONAL HIGH WATER TABLE = 434.0
FILTER MIXTURE (FROM TOP)
l'-0" OF CLEAN ASTM C-33
SAND (MEDIUM AGGREGATE SAND
WITH A SIZE RANGE OF 0.02-INCH
TO 0.04-INCH DIAMETER)
LAYER OF GEOTEXTILE PERMEABLE
FILTER FABRIC (MIRAFI N-SERIES
OR EQUIVALENT)
V-0" MIN. UNDISTURBED IN -SITU
SOIL
7
/\\
V-0" CLEAN SAND
INFILTRATION BASIN TYPICAL SECTION
N TS
RIP -RAP PRE-TREATMENT
FOREBAY AT PIPE INLETS
SEE DETAIL THIS SHEET
FILTER FABRIC AT BOTTOM
AND SIDES OF CLEAN SAND
//�ij
\ \\ \\ \\ \\
0 0 0 0
GRASS SOD
4
FILTER FABRIC
n
V

FLOW
LONG
TOP OF EMBANKMENT
SPILLWAY
Q(100)
SLOPE(%)
H
B
w
SS
CHANNEL LINING
ELEVATION
SPILLWAY ELEVATION
STRAW WITH NET NAG
SPILLWAY
42.07 CFS
5.00%
L5'
10.0
19.0
3:1
SHOREMAX W/ P300
447,0
445.5
EXTEND LINING TO
TOP OF SPILLWAY
S\ H
EXTEND LINING TO
TOP OF SPILLWAY
CHANNEL LINING
C�D
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL. B
GRASS SPILLWAY DETAIL
TOP OF EMBANKMENT-447.0
SPILLWAY ELEVATION-445.5
GRASS SOD ON SPILLWAY
AND SIDE SLOPES

Hydrograph
Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk,
Inc. v2022
Tuesday, 09 / 27 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 42.07 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 76,433 cuft
Inflow hyd. No.
= 2 - SCM Post-Developlibelservoir
name
= BMP Pond
Max. Elevation
= 446.88 ft
Max. Storage
= 86,201 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
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
11.93 99.99 << 445.65 ----- ----- -----
----- 1.611 -----
----- ----- 1.550
1.611
11.97 98.04 446.30 ----- ----- -----
----- 18.52 -----
----- ----- 1.651
18.52
12.00 77.71 446.71 ----- ----- -----
----- 34.82 -----
----- ----- 1.718
34.82
12.03 49.19 446.88 << ----- ----- -----
----- 42.07 -----
----- ----- 1.744
42.07
12.07
27.22
446.84 ----- -----
----- ----- 40.53 ----- -----
----- 1.739
40.53
12.10
16.96
446.72 ----- -----
----- ----- 35.12 ----- -----
----- 1.719
35.12
12.13
13.97
446.59 ----- -----
----- ----- 29.63 ----- -----
----- 1.698
29.63
12.17
13.40
446.48 ----- -----
----- ----- 25.33 ----- -----
----- 1.681
25.33
12.20
12.85
446.40 ----- -----
----- ----- 22.07 ----- -----
----- 1.667
22.07
12.23
12.30
446.33 ----- -----
----- ----- 19.57 ----- -----
----- 1.656
19.57
12.27
11.75
446.27 ----- -----
----- ----- 17.57 ----- -----
----- 1.647
17.57
12.30
11.19
446.22 ----- -----
----- ----- 15.93 ----- -----
----- 1.639
15.93
12.33
10.63
446.18 ----- -----
----- ----- 14.57 ----- -----
----- 1.632
14.57
12.37
10.07
446.14 ----- -----
----- ----- 13.41 ----- -----
----- 1.626
13.41
12.40
9.502
446.11 ----- -----
----- ----- 12.36 ----- -----
----- 1.621
12.37
12.43
8.933
446.08 ----- -----
----- ----- 11.47 ----- -----
----- 1.616
11.47
12.47
8.358
446.05 ----- -----
----- ----- 10.65 ----- -----
----- 1.612
10.65
12.50
7.783
446.02 ----- -----
----- ----- 9.879 ----- -----
----- 1.607
9.879
12.53
7.252
446.00 ----- -----
----- ----- 9.149 ----- -----
----- 1.603
9.149
12.57
6.854
445.97 ----- -----
----- ----- 8.471 ----- -----
----- 1.599
8.470
Continues on next page...

11
Post Through SCM
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
12.60
6.606
445.95
----- ----- ----- ----- 7.858 -----
----- ----- 1.596
7.858
12.63
6.448
445.93
----- ----- ----- ----- 7.320 -----
----- ----- 1.593
7.321
12.67
6.320
445.91
----- ----- ----- ----- 6.857 -----
----- ----- 1.590
6.857
12.70
6.191
445.90
----- ----- ----- ----- 6.468 -----
----- ----- 1.587
6.468
12.73
6.062
445.88
----- ----- ----- ----- 6.152 -----
----- ----- 1.585
6.153
12.77
5.933
445.87
----- ----- ----- ----- 5.868 -----
----- ----- 1.583
5.868
12.80
5.803
445.86
----- ----- ----- ----- 5.609 -----
----- ----- 1.582
5.609
12.83
5.673
445.85
----- ----- ----- ----- 5.371 -----
----- ----- 1.580
5.371
12.87
5.542
445.84
----- ----- ----- ----- 5.151 -----
----- ----- 1.579
5.151
12.90
5.412
445.83
----- ----- ----- ----- 4.946 -----
----- ----- 1.577
4.946
12.93
5.280
445.82
----- ----- ----- ----- 4.753 -----
----- ----- 1.576
4.754
12.97
5.149
445.81
----- ----- ----- ----- 4.571 -----
----- ----- 1.575
4.571
13.00
5.016
445.81
----- ----- ----- ----- 4.397 -----
----- ----- 1.574
4.397
13.03
4.891
445.80
----- ----- ----- ----- 4.237 -----
----- ----- 1.572
4.237
13.07
4.784
445.79
----- ----- ----- ----- 4.101 -----
----- ----- 1.571
4.101
13.10
4.697
445.78
----- ----- ----- ----- 3.971 -----
----- ----- 1.570
3.970
13.13
4.623
445.78
----- ----- ----- ----- 3.847 -----
----- ----- 1.569
3.847
13.17
4.553
445.77
----- ----- ----- ----- 3.731 -----
----- ----- 1.568
3.731
13.20
4.482
445.77
----- ----- ----- ----- 3.622 -----
----- ----- 1.568
3.622
13.23
4.411
445.76
----- ----- ----- ----- 3.518 -----
----- ----- 1.567
3.518
13.27
4.340
445.76
----- ----- ----- ----- 3.419 -----
----- ----- 1.566
3.419
13.30
4.269
445.75
----- ----- ----- ----- 3.324 -----
----- ----- 1.565
3.323
13.33
4.198
445.75
----- ----- ----- ----- 3.232 -----
----- ----- 1.565
3.232
13.37
4.127
445.74
----- ----- ----- ----- 3.143 -----
----- ----- 1.564
3.143
13.40
4.056
445.74
----- ----- ----- ----- 3.057 -----
----- ----- 1.563
3.057
13.43
3.985
445.73
----- ----- ----- ----- 2.973 -----
----- ----- 1.563
2.973
13.47
3.913
445.73
----- ----- ----- ----- 2.891 -----
----- ----- 1.562
2.891
13.50
3.841
445.72
----- ----- ----- ----- 2.811 -----
----- ----- 1.561
2.810
Continues on next page...

12
Post Through SCM
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
13.53
3.772
445.72
----- ----- ----- ----- 2.732 -----
----- ----- 1.561
2.731
13.57
3.708
445.72
----- ----- ----- ----- 2.654 -----
----- ----- 1.560
2.654
13.60
3.652
445.71
----- ----- ----- ----- 2.579 -----
----- ----- 1.559
2.579
13.63
3.599
445.71
----- ----- ----- ----- 2.508 -----
----- ----- 1.559
2.508
13.67
3.548
445.71
----- ----- ----- ----- 2.439 -----
----- ----- 1.558
2.439
13.70
3.497
445.70
----- ----- ----- ----- 2.372 -----
----- ----- 1.558
2.372
13.73
3.446
445.70
----- ----- ----- ----- 2.312 -----
----- ----- 1.557
2.312
13.77
3.395
445.70
----- ----- ----- ----- 2.262 -----
----- ----- 1.557
2.263
13.80
3.343
445.69
----- ----- ----- ----- 2.213 -----
----- ----- 1.556
2.213
13.83
3.292
445.69
----- ----- ----- ----- 2.163 -----
----- ----- 1.556
2.164
13.87
3.240
445.69
----- ----- ----- ----- 2.114 -----
----- ----- 1.555
2.114
13.90
3.189
445.68
----- ----- ----- ----- 2.064 -----
----- ----- 1.555
2.064
13.93
3.137
445.68
----- ----- ----- ----- 2.014 -----
----- ----- 1.554
2.014
13.97
3.085
445.68
----- ----- ----- ----- 1.964 -----
----- ----- 1.554
1.964
14.00
3.033
445.67
----- ----- ----- ----- 1.913 -----
----- ----- 1.553
1.913
14.03
2.985
445.67
----- ----- ----- ----- 1.863 -----
----- ----- 1.553
1.863
14.07
2.947
445.67
----- ----- ----- ----- 1.814 -----
----- ----- 1.552
1.814
14.10
2.920
445.66
----- ----- ----- ----- 1.766 -----
----- ----- 1.552
1.766
14.13
2.900
445.66
----- ----- ----- ----- 1.722 -----
----- ----- 1.551
1.721
14.17
2.883
445.66
----- ----- ----- ----- 1.680 -----
----- ----- 1.551
1.680
14.20
2.865
445.65
----- ----- ----- ----- 1.640 -----
----- ----- 1.550
1.640
14.23
2.847
445.65
----- ----- ----- ----- 1.604 -----
----- ----- 1.550
1.604
14.27
2.830
445.65
----- ----- ----- ----- 1.569 -----
----- ----- 1.550
1.569
14.30
2.812
445.65
----- ----- ----- ----- 1.537 -----
----- ----- 1.549
1.536
14.33
2.795
445.65
----- ----- ----- ----- 1.505 -----
----- ----- 1.549
1.505
14.37
2.777
445.64
----- ----- ----- ----- 1.476 -----
----- ----- 1.549
1.476
14.40
2.759
445.64
----- ----- ----- ----- 1.448 -----
----- ----- 1.548
1.448
14.43
2.741
445.64
----- ----- ----- ----- 1.421 -----
----- ----- 1.548
1.421
Continues on next page...

13
Post Through SCM
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
14.47
2.724
445.64
----- ----- ----- ----- 1.395 -----
----- ----- 1.548
1.395
14.50
2.706
445.64
----- ----- ----- ----- 1.370 -----
----- ----- 1.548
1.370
14.53
2.688
445.63
----- ----- ----- ----- 1.346 -----
----- ----- 1.547
1.346
14.57
2.670
445.63
----- ----- ----- ----- 1.322 -----
----- ----- 1.547
1.322
14.60
2.652
445.63
----- ----- ----- ----- 1.299 -----
----- ----- 1.547
1.299
14.63
2.635
445.63
----- ----- ----- ----- 1.277 -----
----- ----- 1.547
1.277
14.67
2.617
445.63
----- ----- ----- ----- 1.255 -----
----- ----- 1.546
1.255
14.70
2.599
445.63
----- ----- ----- ----- 1.234 -----
----- ----- 1.546
1.234
14.73
2.581
445.63
----- ----- ----- ----- 1.213 -----
----- ----- 1.546
1.213
14.77
2.563
445.62
----- ----- ----- ----- 1.192 -----
----- ----- 1.546
1.193
14.80
2.545
445.62
----- ----- ----- ----- 1.172 -----
----- ----- 1.546
1.172
14.83
2.527
445.62
----- ----- ----- ----- 1.152 -----
----- ----- 1.545
1.152
14.87
2.509
445.62
----- ----- ----- ----- 1.132 -----
----- ----- 1.545
1.133
14.90
2.491
445.62
----- ----- ----- ----- 1.113 -----
----- ----- 1.545
1.113
14.93
2.473
445.62
----- ----- ----- ----- 1.094 -----
----- ----- 1.545
1.094
14.97
2.455
445.62
----- ----- ----- ----- 1.075 -----
----- ----- 1.545
1.075
15.00
2.437
445.62
----- ----- ----- ----- 1.056 -----
----- ----- 1.544
1.056
15.03
2.419
445.61
----- ----- ----- ----- 1.036 -----
----- ----- 1.544
1.037
15.07
2.401
445.61
----- ----- ----- ----- 1.018 -----
----- ----- 1.544
1.018
15.10
2.383
445.61
----- ----- ----- ----- 0.999 -----
----- ----- 1.544
0.999
15.13
2.365
445.61
----- ----- ----- ----- 0.980 -----
----- ----- 1.544
0.981
15.17
2.347
445.61
----- ----- ----- ----- 0.962 -----
----- ----- 1.543
0.962
15.20
2.328
445.61
----- ----- ----- ----- 0.944 -----
----- ----- 1.543
0.944
15.23
2.310
445.61
----- ----- ----- ----- 0.925 -----
----- ----- 1.543
0.925
15.27
2.292
445.61
----- ----- ----- ----- 0.907 -----
----- ----- 1.543
0.907
15.30
2.274
445.60
----- ----- ----- ----- 0.889 -----
----- ----- 1.543
0.889
15.33
2.256
445.60
----- ----- ----- ----- 0.870 -----
----- ----- 1.542
0.870
15.37
2.238
445.60
----- ----- ----- ----- 0.852 -----
----- ----- 1.542
0.852
Continues on next page...

14
Post Through SCM
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
15.40
2.219
445.60
----- ----- ----- ----- 0.834 -----
----- ----- 1.542
0.834
15.43
2.201
445.60
----- ----- ----- ----- 0.819 -----
----- ----- 1.542
0.819
15.47
2.183
445.60
----- ----- ----- ----- 0.808 -----
----- ----- 1.542
0.808
15.50
2.164
445.60
----- ----- ----- ----- 0.798 -----
----- ----- 1.542
0.797
15.53
2.146
445.60
----- ----- ----- ----- 0.786 -----
----- ----- 1.541
0.786
15.57
2.128
445.59
----- ----- ----- ----- 0.774 -----
----- ----- 1.541
0.774
15.60
2.110
445.59
----- ----- ----- ----- 0.762 -----
----- ----- 1.541
0.762
15.63
2.091
445.59
----- ----- ----- ----- 0.750 -----
----- ----- 1.541
0.750
15.67
2.073
445.59
----- ----- ----- ----- 0.737 -----
----- ----- 1.540
0.737
15.70
2.055
445.59
----- ----- ----- ----- 0.724 -----
----- ----- 1.540
0.724
15.73
2.036
445.59
----- ----- ----- ----- 0.710 -----
----- ----- 1.540
0.710
15.77
2.018
445.58
----- ----- ----- ----- 0.697 -----
----- ----- 1.540
0.697
15.80
2.000
445.58
----- ----- ----- ----- 0.683 -----
----- ----- 1.539
0.683
15.83
1.981
445.58
----- ----- ----- ----- 0.668 -----
----- ----- 1.539
0.668
15.87
1.963
445.58
----- ----- ----- ----- 0.654 -----
----- ----- 1.539
0.654
15.90
1.944
445.58
----- ----- ----- ----- 0.639 -----
----- ----- 1.539
0.639
15.93
1.926
445.58
----- ----- ----- ----- 0.624 -----
----- ----- 1.538
0.624
15.97
1.907
445.57
----- ----- ----- ----- 0.609 -----
----- ----- 1.538
0.609
16.00
1.889
445.57
----- ----- ----- ----- 0.594 -----
----- ----- 1.538
0.594
16.03
1.872
445.57
----- ----- ----- ----- 0.578 -----
----- ----- 1.537
0.578
16.07
1.858
445.57
----- ----- ----- ----- 0.563 -----
----- ----- 1.537
0.563
16.10
1.849
445.57
----- ----- ----- ----- 0.548 -----
----- ----- 1.537
0.548
16.13
1.841
445.56
----- ----- ----- ----- 0.533 -----
----- ----- 1.537
0.533
16.17
1.835
445.56
----- ----- ----- ----- 0.519 -----
----- ----- 1.536
0.519
16.20
1.828
445.56
----- ----- ----- ----- 0.505 -----
----- ----- 1.536
0.505
16.23
1.822
445.56
----- ----- ----- ----- 0.492 -----
----- ----- 1.536
0.492
16.27
1.816
445.56
----- ----- ----- ----- 0.479 -----
----- ----- 1.536
0.479
16.30
1.809
445.56
----- ----- ----- ----- 0.466 -----
----- ----- 1.535
0.466
Continues on next page...

Post Through SCM
15
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C PfRsr Wr A
(hrs)
cfs
ft
cfs cfs cfs cfs cfs
16.33
1.803
445.56
----- ----- ----- ----- 0.454
16.37
1.796
445.55
----- ----- ----- ----- 0.443
16.40
1.790
445.55
----- ----- ----- ----- 0.431
End
Wr B Wr C Wr D Exfil
Outflow
cfs cfs cfs cfs
cfs
----- ----- ----- 1.535
0.454
----- ----- ----- 1.535
0.442
----- ----- ----- 1.535
0.431

9/27/22, 11:52 AM
NORTH
AMERICAN
GREEN
SPILLWAY ANALYSIS
> > > Grass Spillway
Name
Grass Spillway
Discharge
42.07
Peak Flow Period
5
Channel Slope
0.05
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%
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/
Straight
42.07 cfs
7.43 ft/s
0.54 ft
0.028
8.5 Ibs/ft2
1.68 Ibs/ft2
5.07
STABLE F
P300
Unvegetated
Underlying
Straight
42.07 cfs
7.43 ft/s
0.54 ft
0.028
5.68 Ibs/ft2
1.53 Ibs/ft2
3.71
STABLE F
Substrate
Shoremax w/
Straight
42.07 cfs
6.2 ft/s
0.64 ft
0.037
14 Ibs/ft2
1.99 Ibs/ft2
7.03
STABLE F
P300 Reinforced
Vegetation
Underlying
Straight
42.07 cfs
6.2 ft/s
0.64 ft
0.037
8.5 Ibs/ft2
1.79 Ibs/ft2
4.74
STABLE F
Substrate
https://ecmds.com/project/l 51829/spillway-analysis/231870/show 1 /1

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Pond No. 1 - BMP Pond
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 440.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 440.00
7,755
0
0
1.00 441.00
9,040
8,398
8,398
1.20 441.20
9,300
1,834
10,232
2.00 442.00
10,375
7,870
18,102
3.00 443.00
11,775
11,075
29,177
4.00 444.00
13,225
12,500
41,677
5.00 445.00
14,735
13,980
55,657
6.00 446.00
16,300
15,518
71,174
7.00 447.00
17,925
17,113
88,287
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
Inactive
Inactive
Inactive
Inactive
Crest Len (ft)
= 10.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 445.50
0.00
0.00
0.00
No. Barrels
= 0
0
1
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Broad
---
---
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 4.250 (by
Contour)
Multi -Stage
= n/a
No
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
8.00
AM
4.00
►41I17
0.00 '
0.00 5.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
10.00 15.00 20.00 25.00 30.00 35.00 40.00
Elev (ft)
448.00
446.00
444.00
440.00
45.00 50.00
Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.374
2
726
22,452
------
------
------
SCM Pre -Developed
2
SCS Runoff
18.58
2
718
37,377
------
------
------
SCM Post -Developed
3
Reservoir
0.000
2
1226
0
2
441.85
16,631
Post Through SCM
5
SCS Runoff
3.543
2
150
17,513
------
------
------
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
166
0
5
440.96
8,056
1.0inPost Through SCM
Infiltration 1.gpw
Return Period: 1 Year
Wednesday, 09 / 28 / 2022

Hydrograph Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 11.920 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 1 Year
Wednesday, 09 / 28 / 2022
= 5.374 cfs
= 726 min
= 22,452 cuft
= 64.5
= 0 ft
= 17.02 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
" ' ' ' ' ' ' ` ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 11.920 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Post -Developed
Hyd. No. 2 -- 1 Year
Wednesday, 09 / 28 / 2022
= 18.58 cfs
= 718 min
= 37,377 cuft
= 73.4
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 1226 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 441.85 ft
Reservoir name
= BMP Pond
Max. Storage
= 16,631 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 16,631 cult

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 5
1.0 Post -Developed to SCM
Hydrograph type =
SCS Runoff
Peak discharge
= 3.543 cfs
Storm frequency =
1 yrs
Time to peak
= 150 min
Time interval =
2 min
Hyd. volume
= 17,513 cuft
Drainage area =
11.920 ac
Curve number
= 73.4
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
2.21 in
Distribution
= SCS 6-Hr
Storm duration =
6.00 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
rM
1.00
0.00 ' 1
0 60
— Hyd No. 5
1.0 Post -Developed to SCM
Hyd. No. 5 -- 1 Year
Q (cfs)
4.00
3.00
2.00
1.00
I' ' ' ' ' ` ' 0.00
120 180 240 300 360 420
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 6
1.OinPost Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 166 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 5 - 1.0 Post -Developed to SCWax. Elevation
= 440.96 ft
Reservoir name
= BMP Pond
Max. Storage
= 8,056 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
4.00
3.00
r M
1.00
1.OinPost Through SCM
Hyd. No. 6 -- 1 Year
0.00 1 I= I I I I I
0 120 240 360 480 600 720 840 960 1080
— Hyd No. 6 Hyd No. 5 Total storage used = 8,056 cuft
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1200
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
10.03
2
726
36,309
------
------
------
SCM Pre -Developed
2
SCS Runoff
27.35
2
718
54,696
------
------
------
SCM Post -Developed
3
Reservoir
0.000
2
1552
0
2
442.85
27,553
Post Through SCM
5
SCS Runoff
0.000
2
n/a
0
------
------
------
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
n/a
0
5
440.00
0.000
1.0inPost Through SCM
Infiltration 1.gpw
Return Period: 2 Year
Wednesday, 09 / 28 / 2022

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 11.920 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.71 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 2 Year
Wednesday, 09 / 28 / 2022
= 10.03 cfs
= 726 min
= 36,309 cuft
= 64.5
= 0 ft
= 17.02 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 11.920 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.71 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Post -Developed
Hyd. No. 2 -- 2 Year
Wednesday, 09 / 28 / 2022
= 27.35 cfs
= 718 min
= 54,696 cuft
= 73.4
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= 1552 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 442.85 ft
Reservoir name
= BMP Pond
Max. Storage
= 27,553 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Post Through SCM
Hyd. No. 3 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
EFIV-11 "I
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
— Hyd No. 3 — Hyd No. 2 Total storage used = 27,553 cult

Hydrograph Summary Report
15
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
25.57
2
726
83,068
------
------
------
SCM Pre -Developed
2
SCS Runoff
53.72
2
716
108,481
------
------
------
SCM Post -Developed
3
Reservoir
0.076
2
868
189
2
445.51
63,558
Post Through SCM
5
SCS Runoff
0.000
2
n/a
0
------
------
------
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
n/a
0
5
440.00
0.000
1.0inPost Through SCM
Infiltration 1.gpw
Return Period: 10 Year
Wednesday, 09 / 28 / 2022

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 11.920 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.45 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 10 Year
Wednesday, 09 / 28 / 2022
= 25.57 cfs
= 726 min
= 83,068 cuft
= 64.5
= 0 ft
= 17.02 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 11.920 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.45 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Post -Developed
Hyd. No. 2 -- 10 Year
Wednesday, 09 / 28 / 2022
= 53.72 cfs
= 716 min
= 108,481 cuft
= 73.4
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1--W-- ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.076 cfs
Storm frequency
= 10 yrs
Time to peak
= 868 min
Time interval
= 2 min
Hyd. volume
= 189 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 445.51 ft
Reservoir name
= BMP Pond
Max. Storage
= 63,558 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
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
0.00 0.00
0 120 240 360 480 600 720 840 960
Time (min)
— Hyd No. 3 Hyd No. 2 Total storage used = 63,558 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
55.21
2
724
173,383
------
------
------
SCM Pre -Developed
2
SCS Runoff
99.99
2
716
204,588
------
------
------
SCM Post -Developed
3
Reservoir
42.07
2
722
76,436
2
446.88
86,199
Post Through SCM
5
SCS Runoff
0.000
2
n/a
0
------
------
------
1.0 Post -Developed to SCM
6
Reservoir
0.000
2
n/a
0
5
440.00
0.000
1.0inPost Through SCM
Infiltration 1.gpw
Return Period: 100 Year
Wednesday, 09 / 28 / 2022

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 11.920 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Pre -Developed
Hyd. No. 1 -- 100 Year
Wednesday, 09 / 28 / 2022
= 55.21 cfs
= 724 min
= 173,383 cuft
= 64.5
= 0 ft
= 17.02 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 ­0- ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
SCM Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 11.920 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
100.00
40.00
20.00
0.00 '
0 120 240
— Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SCM Post -Developed
Hyd. No. 2 -- 100 Year
360 480 600 720 840
Wednesday, 09 / 28 / 2022
= 99.99 cfs
= 716 min
= 204,588 cuft
= 73.4
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
40.00
20.00
0.00
960 1080 1200 1320
Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 42.07 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 76,436 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 446.88 ft
Reservoir name
= BMP Pond
Max. Storage
= 86,199 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080
Time (min)
— Hyd No. 3 Hyd No. 2 Total storage used = 86,199 cult

OF CONCENTRATION
ng Conditions DA
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007ml-y0.8)/(P2"0.5)(s"0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R21IS112/ n
Basin Comments
Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T'
Length Elev2 Elev3
Slope
Condition
Vavg
T12
Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T�,
T­ IL
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt
TR-55 Fig. 3-1
fl/sec
Flow Area (fl-2) (fl fl fl fl/fl (fps)
10 min 0.67c hrs
1
100 460.1 455.4 0.047
3.71 0.24
9.42
844 455.4 444
0.01351
Unpaved
1.85
7.60
17.02
17.02 0.17 1

WATER QUALITY/QUANTITY
WET POND SCM #2

ON GV0HNOIIVAU3S3F1 �+ 3 N
cur'Js = d' •' 5
,,:. ... SLHDIWIA31HSt
ueumo8
p� anuas of ssHaw�nouawr �ir-Hin r
SlIVA0A3W30V VI831VMW801S � a • e� � � � � �

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Project Name
Utility Improvements to Serve Ashley Heights
2
Project Area ac
91.286 _
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
-
5
Is this project High or Low Density?
High
6
jDoes this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
N/A
8
Will the vegetated setback remain vegetated?
N/A
9
If BUA is pro2osed in the setback does it meet NCAC 02H.1003 4 c-d ?
No
10
Is streambank stabilization proposed on this.project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
0
12
Bioretention Cell
13
Wet Pond
2
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
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
28
Name and Title: _
Organization:
Street address:
Carlo Pardo, PE
Bowman North Carolina, Ltd.
29
4006 Barrett Drive, Suite 104
30
City, State, Zip:
Raleigh, NC 27609
31
Phone number(s):
Email:
919-553-6570
32
[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.
,�1111flllllil"t.11
o s s '
a,y •. 4
SEAL
051571 -
1�+0 I E
1�a_
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density project?
Yes
2
If so, number of drainage areas/SCMs
3
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
AREA INFORMATION
Entire Site
1
2
3
4
T e of SCM
-
Infiltration Basin
Wet Pond
Wet Pond
5
Total draina a area s ft
3976419 sf
519352 sf
590407 sf
2729441 sf
6
Onsite draina a areas ft
519052 sf
590407 sf
2619583 sf
7
Offsite draina a area s ft
300 sf
109858 sf
8
Total BUA in project (sq ft
768212 sf
102967 sf
133829 sf
641574 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
528000 sf
68000 sf
92000 sf
368000 sf
10permitting)
New BUA not on subdivided lots (subject to
s
240212 sf
34667 sf
41829 sf
163716 sf
11
10ffsite BUA (sq ft
300 sf
109858 sf
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
34418 sf
4896 sf
5822 sf
23700 sf
Roof (sq ft
Roadway s ft
205794 sf
29771 sf
36007 sf
140016 sf
Future (sq ft
Other, please specify in the comment box
below (sq ft
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15permitting)
Existing BUA that will remain (not subject to
s ft
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19.32%
19.84%
22.67%
23.51%
19
Design storm inches
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
10232 cf
43908 cf
163392 cf
21 Calculation method for design volume Simple Method Simple Method Simple Method
DDITIONAL INFORMATION
Please use this space to provide any additional information about the
r22drainage area(s):

WET POND
1 11 Drainage area number 2 3
21 Minimum required treatment volume (cu ft) 12497 cf 59491 cf
NERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
N/A
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
151
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
161
Does the SCM follow the device specific MDC?
Yes
Yes
17
Was the SCM designed b an NC licensedprofessional?
Yes
Yes
WET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
405.00
409.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
406.00
410.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
410.50
414.50
23
Elevation of the permanent pool (fmsl)
411.00
415.00
24
Elevation of the top of the vegetated shelf (fmsl)
411.50
415.50
25
Elevation of the temporary pool (fmsl)
412.40
417.10
26
Surface area of the main permanent pool (square feet)
21945
56230
27
Volume of the main permanent pool (cubic feet)
90710 cf
245796 cf
28
Average depth of the main pool (feet)
4.46 ft
4.61 ft
29
Average depth equation used
Equation 3
Equation 3
301
If using equation 3, main pool perimeter (feet)
577.0 ft
1051.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
32
Volume of the forebay (cubic feet)
14673 cf
43558 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
34
Clean -out depth for forebay (inches)
36 in
48 in
35
Design volume of SCM (cu ft)
43908 cf
163392 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
371
If orifice, orifice diameter (inches)
2.50 in
4.50 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
3.67
3.78
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
Yes
431
Depth of forebay at entrance (inches)
48 in
60 in
44
Depth of forebay at exit (inches)
36 in
48 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
r, 24-hr storm?
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC 9 is met.
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
54
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 10:32 AM 2/27/2023

Bowman North Carolina, Ltd.
Ashley Heights, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage Area (acres):
13.55
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A
CaB Candor Sand
2.29
17%
C
BaB Blaney Loamy Sand
6.36
47%
C
GdB Gilead Loamy Sand
4.91
36%
C
VaB Vaucluse Loamy Sand
0.00
0%
Existing Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Wooded -
Good Stand A 2.29
25
4.2
Wooded -
Good Stand C 11.26
70
58.2
Cumulative Curve # =
62.4

Bowman North Carolina, Ltd.
Ashley Heights, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions
Drainage Area (acres): 13.55
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A CaB Candor Sand
2.29
17%
C BaB Blaney Loamy Sand
6.36
47%
C GdB Gilead Loamy Sand
4.91
36%
C VaB Vaucluse Loamy Sand
0.00
0%
Proposed Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Open Space - Good Condition A 1.59
55
6.5
Open Space - Good Condition C 7.55
74
41.2
Wooded - Good Stand A 0.00
25
0.0
Wooded - Good Stand C 1.34
70
6.9
Impervious Area A/C 3.07
98
22.2
Cumulative
Curve # =
76.8

Proposed Wet Pond
Project Information
Project Name:
Ashley Heights
Project #:
220151-01-001
Designed by:
CB Date:
Revised by:
Date:
Checked by:
Date:
8/23/2022
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 13.55 Acres 590,407 sf
Impervious Area (IA) = 3.07 Acres 133,829 sf
Percent Impervious (1) = 22.67 % 22.67 %
Required Surface Area
Permament Pool Depth: 4.46 ft
SA/DA = 0.717
Min Req'd Surface Area = 4,236 sf (at Permanent Pool)
Required WQv Storage Volume
Design Storm = inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.254 in/in
Storage Volume Required = "" cf (above Permanent Pool)
Elevations
Top of Pond Elevation =
415.00
ft
Temporary Pool Elevation =
412.40
ft
Permanent Pool Elevation =
411.00
ft
Shelf Begining Elevation =
411.50
ft
Forebay Weir =
410.00
ft
Shelf Ending Elevation =
410.50
ft
Bottom Elevation =
406.00
ft
Permanent Pool Area
Area @ Top of Permanent Pool = 21,945 sf
Volume of Temporary Storage = 43,908 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Volume of Storage for Design Storm = 43,908
( 21945 > 4236) sf
( 43908 > 12497) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Name: Ashley Heights
Project #: 220151-01-001
Designed by: CB Date: 8/23/2022
Checked by: Date:
Water
ity Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Orifice Diameter (D) =
Cd =
Ei =
Zone 1 Range =
Zone 2 Range =
Zone 3 Range =
Q3 = 0.0437 CD - D2 (Z-D/24-Ei)^(1/2)
Qz = 0.372 CD ' D'(Z-Ei)^(3i2)
Q, = 0
in
0.6
411
Orifice Inv.
0.00
to
411
411
to
411.1
411.1
to
412
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
411.00
28,780
0
0.00
2.00
0.000
--
411.50
30,970
14,938
0.50
3.00
0.103
2,415
412.00
32,320
15,823
0.50
3.00
0.155
1,700
412.40
33,415
13,147
0.40
3.00
0.187
1,175
Total
--
43,908
--
--
--
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 43,908 of
Total Time = 5,290 min
Total Time = 3.67 days
9/28/2022 Prop Wet Pond- new design (Ashley Heights) - 2 1 of 1

Project: Pond #1 Date: 9/28/2022
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
411
21,945
10,546
90,710
A2 (Perm -Pool)
410.5
20,240
9,981
80,164
Al (Bottom -Shelf)
410
19,685
19,140
70,183
409
18,595
18,060
51,043
408
17,525
17,005
32,983
407
16,485
15,978
15,978
A3 (Bottom -Pond)
406
15,470
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
411
6,285
6,285
3,061
14,673
410.5
5,960
5,960
2,901
11,611
410
5,645
5,645
5,338
8,710
409
5,030
5,030
3,373
3,373
408
1,715
1,715
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom -Shelf):
16.2% *Between 15% & 20%
3.96 *At least 3' average depth
90,710
577
3
20,240
Average Depth = 4.46

Proposed Wet Pond
Project Information
Project Name: Ashley Heights
Project #: 220151-01-001
Designed by: CB Date:
Revised by: Date:
Checked by: Date:
Site Information
8/23/2022
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
13.55 Acres
Impervious Area (IA) =
3.07 Acres
Percent Impervious (I) =
22.67 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.50 in
Drawdown Time = 3.67 days
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
144.0
cf
Weight:
8986
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
10,783
Ibs
Volume of Concrete Req'd:
71.9
cf
(Diameter)
(Incremental Draw Down Method)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 101.5 cf (4'x4' riser x 4' = 64sf, 5'x5' footing x 1.5'=37.5cf)

,- MAIN POND AREA �
CONCRETE � TOP OF
� SEEPAGE EMBANKMENT
� COLLAR ��� ELEV-41 5.0 i � / � \ � SOD AREAS ABOVE
C
NORMAL POOL ` �
EELVATION �
24" OUTLET PIPE
REFER TO GRADING
PLAN
FES
ELEV-410.5 INLET PIPE WITH
RIP -RAP APRON --
OUTLET CONTROL 110010000�
�/
STRUCTURE REFER
� TO DETAILS ON
1 THIS SHEET
(\ INV-41 1.0 STORMWATER�
MANAGEMENT
\ EASEMENT
LITORAL SHELF � � � Aa.
AREA-3,410 SF � � � L .STORM DRAINAGE
� REFER TO DETAIL �� � a -BY OTHERS
FOR PLANTINGS � � � � A
� � CLASS 2 RIP -RAP
COVERED WITH � � � FOREBAY AREA
CLASS A RIP -RAP
� OVER FILTER FABRIC
AT FOREBAY WEIR •d
GRAPHIC SCALE
sa o zs so iaa 200
PLAN VIEW
( IN FEET )
1 inch = 50 ft.

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
411.0
28780
0
0
0.5
411.5
30970
14938
14938
1.0
412.0
32320
15823
30760
1,4
412,4
33415
13147
43907 (WQV)
2.0
413.0
35065
20544
64451
3.0
414,0
37725
36395
100846
4.0
415.0
40100
38913
139759

24" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED
a1:013 l a to fforl we] ato to] rx�r"
ENGINEER 2
1
3' MIN
CUTOFF TRENCH
APPROXIMATE SIZE
EXCAVATE AND BACKFILL
WITH COMPACTED
STRUCTURAL FILL AS
DIRECTED BY GEOTECHNICAL
ENGINEER
31'-24" HDPE @ 1.61
L'i1�111\I
II mo i .'"I ' L, "I I inari
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
6" CLAY SOIL
LINER ON INSIDE
FACE OF
EMBANKMENT
1
6.0'x6.0'
SEEPAGE COLLAR
SEE DETAIL
AMM, ml
KEY
6FT LITTORAL
SHELF
6" TOPSOIL ABOVE
6" CLAY LINER
ON LITTORAL SHELF
3
1
INV=411.0
IawMlk1 Itl:
ASTM C-923 SEAL
BETWEEN BARREL & RISER.
RISER BASE TO BE FILLED
WITH CONC. TO INVERT OF
BARREL
8"X8"X1 "X12" LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO
BASE. PROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND
2—A307 "J" HOOKS 3/4" DIA. X 12" LONG FROM ANGLE TO BASE.
ANGLE TO BE FIELD COATED WITH ZINC RICH PAINT AFTER
CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
STEEL.
TRASH RACK
REFER TO DETAIL
THIS SHEET
6
11
�a
a
a
a
a
°
°
a a
° a
o °
a
o
a
a
— a
°
REFER TO DETAIL
FOR INCREMENTAL
WEIR
4'x4' PRECAST
CONCRETE RISER
(INSTALL STEPS
AS NECESSARY)
PVC ELBOW
SEE DETAIL
CONCRETE SHALL BE
PLACED IN RISER AFTER
ANGLES ARE SECURED
TO BASE AND RISER.
2
TOP OF EMBANKMENT ELEVATION=415.0
100 YEAR STORM ELEVATION=414.59
10 YEAR STORM ELEVATION=413.38
2 YEAR STORM ELEVATION=412.66
1 YEAR STORM ELEVATION=412.39
1.0—INCH STORM ELEVATION=411.07
NORMAL POND ELEVATION=411.0
5'x5'x1.5' CONC. BASE REINFORCE WITH #4 BARS AT 12" O.C. TOP
AND BOTTOM OF EACH DIRECTION PROVIDE 3" MIN. CLEARANCE
BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.
NOTE: 1.0" STORM ELEVATION IS 411.07 AND INTERMEDIATE
WEIR IS ELEVATION 412.40. THERE IS ADDITIONAL STORAGE
DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
INTERMEDIATE WEIR ELEVATION.
NOTE: PUMPS SHALL BE USED TO DRAIN
THE POND WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=406.0
(BOTTOM OF SEDIMENT STORAGE)=405.0
6" CLAY SOIL
LINER
MAIN POOL
EXISTING GRADE=414.Of

6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
FOREBAY BERM
6" TOPSOIL ABOVE
6" CLAY LINER
ON LITTORAL SHELF
6FT LITTORAL
SHELF
3:1
2
� CLASS 2 RIP -RAP
COVERED WITH CLASS ARIP-RAP
OVER FILTER FABRIC
MIN. 4' WEIR AT ELEV=410.0
FOREBAY
TOP
ELEV=
413.0
WIDTH AT
TOP
= 2.0
FT
BOTTOM OF SEDIMENT
STORAGE/EXIT
ELEV=408.0
NOTE: PUMPS SHALL BE USED TO DRAIN
THE FOREBAY WHEN NECESSARY. REFER TO DETAIL
SEDIMENT STORAGE THIS SHEET FOR DEWATERING REQUIREMENTS.
TOP FOREBAY BOTTOM
ELEV=408.0
NORMAL POND ELEVATION
(� �Z/ � /_
-, 'H , ,
�- 6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
FOREBAY ENTRANCE SHALL BE STORAGE/ENTRANCE
ELEV=407.0
DEEPER THAN FOREBAY EXIT
FOREBAY

�op °F we�R ; 4j3 4
IAA r, _
rno OF crgU(_`TURE NOT SHOWN
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
PERM. POND ELEV.-411.0
4" PVC SCREW CAP
FOR CLEANING ACCESS
12" 1`
4"x4" PVC I
219 )) DIA. HOLE DRILLE1
INTO BOTTOM CAP
SCALE: N.T.S.
DICCD CTDI I(`TI IDC
PVC DRAIN OUTLET
FOR CLARITY
SCALE: N.T.S.

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Pond No. 1 - BMP Pond
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 411.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 411.00
28,780
0
0
0.50 411.50
30,970
14,938
14,938
1.00 412.00
32,320
15,823
30,760
1.40 412.40
33,415
13,147
43,907
2.00 413.00
35,065
20,544
64,451
3.00 414.00
37,725
36,395
100,846
4.00 415.00
40,100
38,913
139,759
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
2.50
0.00
0.00
Span (in)
= 24.00
2.50
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 411.00
411.00
0.00
0.00
Length (ft)
= 31.00
0.50
0.00
0.00
Slope (%)
= 1.61
1.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
4.00
Ulm
RIM
M
0.00 7
0.00 3.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 1.00
15.00
0.00
0.00
Crest El. (ft)
= 412.40
413.40
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= Rect
Broad
---
---
Multi-Stage
= Yes
Yes
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
6.00 9.00
Stage / Discharge
Elev (ft)
415.00
414.00
413.00
412.00
411.00
12.00 15.00 18.00 21.00 24.00 27.00
Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.827
2
732
21,336
------
------
------
BMP Pre -Developed
2
SCS Runoff
25.55
2
718
51,102
------
------
------
BMP Post -Developed
3
Reservoir
0.182
2
1442
41,107
2
412.39
43,699
Post Through Pond
5
SCS Runoff
0.194
2
360
2,115
------
------
------
BMP Post -Developed
6
Reservoir
0.010
2
368
1,424
5
411.07
2,070
1.0-in Storm Thru Pond
Wet Pond -(Ashley Heights) - 2.gpw
Return Period: 1 Year
Wednesday, 09 / 28 / 2022

Hydrograph
Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 3.827 cfs
Storm frequency
= 1 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 21,336 cuft
Drainage area
= 13.550 ac
Curve number
= 62.4
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 24.00 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Pre -Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 13.550 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP Post -Developed
Hyd. No. 2 -- 1 Year
Wednesday, 09 / 28 / 2022
= 25.55 cfs
= 718 min
= 51,102 cuft
= 76.8
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.182 cfs
Storm frequency
= 1 yrs
Time to peak
= 1442 min
Time interval
= 2 min
Hyd. volume
= 41,107 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 412.39 ft
Reservoir name
= BMP Pond
Max. Storage
= 43,699 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 Hyd No. 2 Total storage used = 43,699 cult

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 5
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 0.194 cfs
Storm frequency
= 1 yrs
Time to peak
= 360 min
Time interval
= 2 min
Hyd. volume
= 2,115 cuft
Drainage area
= 13.550 ac
Curve number
= 76.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.00 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
BMP Post -Developed
Hyd. No. 5 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 60 120 180 240 300 360 420
— Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.010 cfs
Storm frequency
= 1 yrs
Time to peak
= 368 min
Time interval
= 2 min
Hyd. volume
= 1,424 cuft
Inflow hyd. No.
= 5 - BMP Post -Developed
Max. Elevation
= 411.07 ft
Reservoir name
= BMP Pond
Max. Storage
= 2,070 cuft
Storage Indication method used.
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
n nn
0 600 1200 1800 2400 3000 3600 4200 4800 5400
— Hyd No. 6 — Hyd No. 5 Total storage used = 2,070 cuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
6000
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
7.688
2
730
35,610
------
------
------
BMP Pre -Developed
2
SCS Runoff
36.20
2
718
72,602
------
------
------
BMP Post -Developed
3
Reservoir
0.635
2
1078
60,514
2
412.66
52,822
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
411.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Ashley Heights) - 2.gpw
Return Period: 2 Year
Wednesday, 09 / 28 / 2022

Hydrograph
Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 7.688 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 35,610 cuft
Drainage area
= 13.550 ac
Curve number
= 62.4
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 24.00 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Pre -Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 36.20 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 72,602 cuft
Drainage area
= 13.550 ac
Curve number
= 76.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Post -Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
12
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.635 cfs
Storm frequency
= 2 yrs
Time to peak
= 1078 min
Time interval
= 2 min
Hyd. volume
= 60,514 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 412.66 ft
Reservoir name
= BMP Pond
Max. Storage
= 52,822 cuft
Storage Indication method used
Q (cfs)
40.00
20.00
10.00
0.00
0 600
— Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 2 Total storage used = 52,822 cuft
Q (cfs)
40.00
30.00
20.00
10.00
1 0.00
6000
Time (min)

Hydrograph Summary Report
15
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
21.74
2
730
84,946
------
------
------
BMP Pre -Developed
2
SCS Runoff
67.92
2
716
137,646
------
------
------
BMP Post -Developed
3
Reservoir
3.438
2
782
124,895
2
413.38
78,264
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
411.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Ashley Heights) - 2.gpw
Return Period: 10 Year
Wednesday, 09 / 28 / 2022

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 13.550 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.45 in
Storm duration
= 24 hrs
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP Pre -Developed
Hyd. No. 1 -- 10 Year
Wednesday, 09 / 28 / 2022
= 21.74 cfs
= 730 min
= 84,946 cuft
= 62.4
= 0 ft
= 24.00 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

17
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff Peak discharge
= 67.92 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 137,646 cuft
Drainage area
= 13.550 ac
Curve number
= 76.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Post -Developed
Q (cfs)
Hyd. No. 2 -- 10 Year
Q (cfs)
70.00
1 1
1 1 70.00
:'711II1)r.�� i ��MM11 1111
►��I��I�1c������: ������S��I��I�I
0.00 ' f 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.438 cfs
Storm frequency
= 10 yrs
Time to peak
= 782 min
Time interval
= 2 min
Hyd. volume
= 124,895 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 413.38 ft
Reservoir name
= BMP Pond
Max. Storage
= 78,264 cuft
Storage Indication method used.
Q (cfs)
70.00
40.00
20.00
10.00
0.00
0 600
— Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Total storage used = 78,264 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
49.06
2
728
182,325
------
------
------
BMP Pre -Developed
2
SCS Runoff
121.39
2
716
251,023
------
------
------
BMP Post -Developed
3
Reservoir
23.97
2
726
237,854
2
414.59
123,812
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
411.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Ashley Heights) - 2.gpw
Return Period: 100 Year
Wednesday, 09 / 28 / 2022

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 13.550 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP Pre -Developed
Hyd. No. 1 -- 100 Year
Wednesday, 09 / 28 / 2022
= 49.06 cfs
= 728 min
= 182,325 cuft
= 62.4
= 0 ft
= 24.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 09 / 28 / 2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 121.39 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 251,023 cuft
Drainage area
= 13.550 ac
Curve number
= 76.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
BMP Post -Developed
Hyd. No. 2 -- 100 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' 1 1 1 1
' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Wednesday, 09 / 28 / 2022
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 23.97 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 237,854 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 414.59 ft
Reservoir name
= BMP Pond
Max. Storage
= 123,812 cuft
Storage Indication method used.
Q (cfs)
Post Through Pond
Hyd. No. 3 -- 100 Year Q (cfs)
0 240
— Hyd No. 3
480 720
Hyd No. 2
960 1200 1440 1680 1920
Time (min)
Total storage used = 123,812 cult

OF CONCENTRATION
ng Conditions DA
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007ml-y0.8)/(P2"0.5)(s"0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R21IS112/ n
Basin Comments
Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T'
Length Elev2 Elev3
Slope
Condition
Vavg
T12
Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T�,
T­ IL
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt
TR-55 Fig. 3-1
fl/sec
Flow Area (fl-2) (fl fl fl fl/fl (fps)
10 min 0.67c hrs
1
100 437.9 435.5 0.024
3.71 0.24
12.32
1556 435.5 406
0.01896
Unpaved
2.23
11.63
23.95
23.95 0.24 1

WATER QUALITY/QUANTITY
WET POND SCM #3

OWAIWO 3MOH OVOtl NOIIVA8353tl }- a
ue�� w ,�" S LHDIHII JL3IHSt G 7
3Av�S OL S.LN3W3AOUJWi II"III e i
SlIV13a 1N3W30VNVW 831VMWa01S
W(A— •,. �' ,. �:` 1F5A.::4a +� I'}Sr:i a< ,i''► _
// I/�'�r^ /�j,�, —�—�' . � �,•IYeI`r ;� s���+,}L %•ll,�iF�! �(PZ
I. ,r fir. , . `, i ;•f�--.� •-__• _ .`. ,/rf��IAA
—17
le
ji

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Project Name
Utility Improvements to Serve Ashley Heights
2
Project Area ac
91.286 _
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
-
5
Is this project High or Low Density?
High
6
jDoes this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
N/A
8
Will the vegetated setback remain vegetated?
N/A
9
If BUA is pro2osed in the setback does it meet NCAC 02H.1003 4 c-d ?
No
10
Is streambank stabilization proposed on this.project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
1
0
12
Bioretention Cell
13
Wet Pond
2
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
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
28
Name and Title: _
Organization:
Street address:
Carlo Pardo, PE
Bowman North Carolina, Ltd.
29
4006 Barrett Drive, Suite 104
30
City, State, Zip:
Raleigh, NC 27609
31
Phone number(s):
Email:
919-553-6570
32
[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.
,�1111flllllil"t.11
o s s '
a,y •. 4
SEAL
051571 -
1�+0 I E
1�a_
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a hi h density project?
Yes
2
If so, number of drainage areas/SCMs
3
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
AREA INFORMATION
Entire Site
1
2
3
4
T e of SCM
-
Infiltration Basin
Wet Pond
Wet Pond
5
Total draina a area s ft
3976419 sf
519352 sf
590407 sf
2729441 sf
6
Onsite draina a areas ft
519052 sf
590407 sf
2619583 sf
7
Offsite draina a area s ft
300 sf
109858 sf
8
Total BUA in project (sq ft
768212 sf
102967 sf
133829 sf
641574 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
528000 sf
68000 sf
92000 sf
368000 sf
10permitting)
New BUA not on subdivided lots (subject to
s
240212 sf
34667 sf
41829 sf
163716 sf
11
10ffsite BUA (sq ft
300 sf
109858 sf
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
34418 sf
4896 sf
5822 sf
23700 sf
Roof (sq ft
Roadway s ft
205794 sf
29771 sf
36007 sf
140016 sf
Future (sq ft
Other, please specify in the comment box
below (sq ft
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15permitting)
Existing BUA that will remain (not subject to
s ft
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
19.32%
19.84%
22.67%
23.51%
19
Design storm inches
1.0 in
1.0 in
1.0 in
20
Design volume of SCM cu ft
10232 cf
43908 cf
163392 cf
21 Calculation method for design volume Simple Method Simple Method Simple Method
DDITIONAL INFORMATION
Please use this space to provide any additional information about the
r22drainage area(s):

WET POND
1 11 Drainage area number 2 3
21 Minimum required treatment volume (cu ft) 12497 cf 59491 cf
NERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
N/A
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
151
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
161
Does the SCM follow the device specific MDC?
Yes
Yes
17
Was the SCM designed b an NC licensedprofessional?
Yes
Yes
WET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
405.00
409.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
406.00
410.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
410.50
414.50
23
Elevation of the permanent pool (fmsl)
411.00
415.00
24
Elevation of the top of the vegetated shelf (fmsl)
411.50
415.50
25
Elevation of the temporary pool (fmsl)
412.40
417.10
26
Surface area of the main permanent pool (square feet)
21945
56230
27
Volume of the main permanent pool (cubic feet)
90710 cf
245796 cf
28
Average depth of the main pool (feet)
4.46 ft
4.61 ft
29
Average depth equation used
Equation 3
Equation 3
301
If using equation 3, main pool perimeter (feet)
577.0 ft
1051.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
3.0 ft
32
Volume of the forebay (cubic feet)
14673 cf
43558 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
34
Clean -out depth for forebay (inches)
36 in
48 in
35
Design volume of SCM (cu ft)
43908 cf
163392 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
371
If orifice, orifice diameter (inches)
2.50 in
4.50 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
3.67
3.78
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
Yes
431
Depth of forebay at entrance (inches)
48 in
60 in
44
Depth of forebay at exit (inches)
36 in
48 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
r, 24-hr storm?
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC 9 is met.
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
Hybrid Bermuda
54
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Wet Pond 1 10:32 AM 2/27/2023

Bowman North Carolina, Ltd.
Ashley Heights, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage Area (acres):
62.66
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A
CaB Candor Sand
21.42
34%
C
BaB Blaney Loamy Sand
34.58
55%
C
GdB Gilead Loamy Sand
0.00
0%
C
VaB Vaucluse Loamy Sand
6.67
11%
Existing Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Wooded -
Good Stand A 21.42
25
8.5
Wooded -
Good Stand C 41.24
70
46.1
Cumulative Curve # =
54.6

Bowman North Carolina, Ltd.
Ashley Heights, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions
Drainage Area (acres): 62.66
Existing Soil Groups
Soil Group Map Symbol Soil Description
Acres
Percent of DA
A CaB Candor Sand
21.42
34%
C BaB Blaney Loamy Sand
34.58
55%
C GdB Gilead Loamy Sand
0.00
0%
C VaB Vaucluse Loamy Sand
6.67
11%
Proposed Land Uses
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Open Space - Good Condition A 11.09
55
9.7
Open Space - Good Condition C 26.42
74
31.2
Wooded - Good Stand A 3.76
25
1.5
Wooded - Good Stand C 6.67
70
7.4
Impervious Area A/C 14.73
98
23.0
Cumulative
Curve # =
72.9

Proposed Wet Pond
Project Information
Project Name:
Ashley Heights
Project #:
220151-01-001
Designed by:
CID Date:
Revised by:
Date:
Checked by:
Date:
2/27/2023
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 62.66 Acres 2,729,441 sf
Impervious Area (IA) = 14.73 Acres 641,574 sf
Percent Impervious (1) = 23.51 % 23.51 %
Required Surface Area
Permament Pool Depth: 4.61 ft
SA/DA = 0.725
Min Req'd Surface Area = 19,777 sf (at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.262 in/in
Storage Volume Required = 59,491 cf (above Permanent Pool)
Elevations
Top of Pond Elevation = 421.00 ft
Temporary Pool Elevation = 417.10 ft
Permanent Pool Elevation = 415.00 ft
Shelf Begining Elevation =
415.50 ft
Forebay Weir =
414.00 ft
Shelf Ending Elevation =
414.50 ft
Bottom Elevation =
410.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 56,230 sf
Volume of Temporary Storage = 163,392 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Volume of Storage for Design Storm = 163,392
( 56230 > 19777 ) sf
Yes ( 163392 > 59491 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Name: Ashley Heights
Project #: 220151-01-001
Designed by: CID Date: 2/27/2023
Checked by: Date:
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Q3 = 0.0437 CD - D2 (Z-D/24-Ei)^(1/2)
Qz = 0.372 CD ' D'(Z-Ei)^(3i2)
m •
Orifice Diameter (D) =
/ ' in
Cd =
0.6
Ei =
415
Orifice Inv.
Zone 1 Range =
0.00
to 415
Zone 2 Range =
415
to 415.1
Zone 3 Range =
415.1
to 416
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
415.00
71,000
0
0.00
2.00
0.000
--
415.50
75135
36,534
0.50
3.00
0.297
2,051
416.00
77720
38,214
0.50
3.00
0.479
1,331
417.00
1 82930
80,325
1.00
3.00
0.715
1,873
417.10
83455
8,319
0.10
3.00
0.734
189
Total
--
163,392
--
--
--
5,444
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 163,392 of
Total Time = 5,444 min
Total Time = 3.78 days
2/27/2023 Prop Wet Pond- new design (Ashley Heights) - 3.xls 1 of 1

Project: Pond #1 Date: 9/28/2022
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
415
56,230
27,334
245,796
A2 (Perm -Pool)
414.5
53,105
26,295
218,463
Al (Bottom -Shelf)
414
52,075
51,055
192,168
413
50,035
49,030
141,113
412
48,025
47,030
92,083
411
46,035
45,053
45,053
410
44,070
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2
FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
415
8,305
5,535
13,840
6,751
43,558
414.5
7,925
5,240
13,165
6,419
36,806
414
7,555
4,955
12,510
11,875
30,388
413
6,835
4,405
11,240
10,630
18,513
412
6,140
3,880
10,020
7,883
7,883
411
4,060
1,685
5,745
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
17.7% *Between 15% & 20%
4.11 *At least 3' average depth
Vpp
245,796
permeter of shelf
1051
width of shelf
3
Al (Bottom -Shelf):
53,105
Average Depth = 4.61

Proposed Wet Pond
Project Information
Project Name: Ashley Heights
Project #: 220151-01-001
Designed by: CID Date:
Revised by: Date:
Checked by: Date:
Site Information
2/27/2023
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
62.66 Acres
Impervious Area (IA) =
14.73 Acres
Percent Impervious (I) =
23.51 % (Drainage Area)
Orifice Sizing
Orifice Size = 4.50 in
Drawdown Time = 3.78 days
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:
176.0
cf
Weight:
10982
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
13,179
Ibs
Volume of Concrete Req'd:
87.9
cf
(Diameter)
(Incremental Draw Down Method)
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 133.5 cf (4'x4' riser x 6' = 96sf, 5'x5' footing x 1.5'=37.5cf)

SOD AREAS ABOVE
0
10
NORMAL POOEELVATION
L
MAIN POND'.
� AREA
24)) OUTLET PIPE�
REFER TO GRADING\\�
PLAN'
FES
E LE V_ 414.6
CONCRETE
SEEPAGE COLLAR
We
OUTLET CONTROL
STRUCTURE REFER
TO DETAILS ON
THIS SHEET
INV_415.0
STORMWATER
MANAGEMENT
EASEMENT
I
I
CLASS 2 RIP -RAP � y'
COVERED WITH �
CLASS A RIP -RAP
OVER FILTER FABRIC
AT FOREBAY WEIR "
�",, � al -14 N � m � Me I � 04
TOP OF
EMBANKMENT
ELEV-421.0
IT60011112
a
LITORAL SHELF
AREA-6,255 SF
REFER TO DETAIL
FOR PLANTINGS
40 80 160 320
( IN FEET )
STORM DRAINAGE �
BY OTHERS
1,7
STORMWATER
MANAGEMENT �
EASEMENT
INLET PIPE WITH
RIP -RAP APRON �
v
CLASS 2 RIP -RAP
COVERED WITH
CLASS A RIP -RAP
� OVER FILTER FABRIC
AT FOREBAY WEIR
FOREBAY AREA
INLET PIPE WITH
RIP —RAP APRON
lo/
STORM DRAINAGE �
BY OTHERS
PLAN VIEW
1 inch = 80
ft.

STAGE/STORAGE TABLE
STAGE (FT)
ELEVATION (FT)
CONTOUR AREA
(SF)
INCREMENTAL
STORAGE (CF)
TOTAL STORAGE
(CF)
0.0
415.0
71000
0
0
0.5
415.5
75135
36534
36534
1.0
416.0
77720
38214
74748
2.0
417.0
82930
80325
155073
2.1
417.1
83455
8319
163392(WQV)
3.0
418.0
87800
77065
240457
4.0
419.0
91825
89813
330269
5.0
420.0
95910
93868
424137
6.0
421.0
100055
97983
522119
STORMWATER MANAGEMENT DESIGN WET DETENTION POND #3:
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC
PROJECT COORDINATES:
ff MAN all
LUMBER
QUEWHIFFLE
14-2-14
C
0304020302
35.942670N)
CREEK
- 79,36 6191 OW
DRAINAGE AREA TO POND: 62.66 ACRES
SITE IMPERVIOUS AREA TO POND: 12.21 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 2.52 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 14.73 ACRES
PRE -DEVELOPED
TO POND
POST -DEVELOPED
TO POND
POST DEVELOPED
THROUGH POND
DRAINAGE AREA:
62.66
AC
62.66 AC
CURVE NUMBER:
54.6
72.9
TIME OF CONCENTRATION:
31.9 MIN
5,0 MIN
1.0" STORM EVENT:
0.501 CFS
0.006
CFS
1-YEAR STORM EVENT:
3.507
CFS
94.73 CFS
0.704
CFS
2-YEAR STORM EVENT:
11.24
CFS
140,37 CFS
3.489
CFS
10-YEAR STORM EVENT:
51.23
CFS
277.73 CFS
21.83
CFS
100-YEAR STORM EVENT:
145.9
CFS
520.17 CFS
117.08
CFS

36"
4' MIN
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
24" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED
PER DIRECTION OF GEOTECHNICAL
ENGINEER
CUTOFF TRENCH
APPROXIMATE SIZE
EXCAVATE AND BACKFILL
WITH COMPACTED
STRUCTURAL FILL AS
DIRECTED BY GEOTECHNICAL
ENGINEER
37'-24" HDPE @ 1.08%
pj
� 6° CLAY SOIL
LINER ON INSIDE
FACE OF
EMBANKMENT
3' MIN
6.0'x6.0'
SEEPAGE COLLAR
SEE DETAIL
6FT LITTORAL
SH ELF
6" TOPSOIL ABOVE
6" CLAY LINER
ON LITTORAL SHELF
N
TRASH RACK
REFER TO DETAIL
THIS SHEET
6
�1
REFER TO DETAIL
FOR INCREMENTAL
WEIR
4'x4' PRECAST
CONCRETE RISER
(INSTALL STEPS
AS NECESSARY)
TOP OF EMBANKMENT ELEVATION=421.0
100 YEAR STORM ELEVATION=420.89
10 YEAR STORM ELEVATION=418.45
2 YEAR STORM ELEVATION=417.37
1 YEAR STORM ELEVATION=417.09
NOTE: 1.0" STORM ELEVATION IS 415.05 AND INTERMEDIATE
WEIR IS ELEVATION 417.1. THERE IS ADDITIONAL STORAGE
DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
INTERMEDIATE WEIR ELEVATION.
1.0—INCH STORM
ELEVATION=415.05 EXISTING GRADE=422.Of
INV=415.0
NORMAL POND ELEVATION=415.0
ol
° < -' ' • PVC
ELBOW
d. SEE
DETAIL
ELEV=413.0
° 4 V
' "° = °
2
° :
NOTE: PUMPS SHALL BE USED TO DRAIN 1
.°
1
THE POND WHEN NECESSARY. REFER TO DETAIL
1
THIS SHEET FOR DEWATERING REQUIREMENTS.
4' VIIN.
ASTM C-923 SEAL
KEY
BETWEEN BARREL & RISER.
RISER BASE TO BE FILLED
WITH CONC. TO INVERT OF
BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=410.0
BARREL
CONCRETE SHALL BE
8"X8"X1"X12" LONG ANGLE(6 TOT. REQUIRED) TO ANCHOR RISER TO
ANGLES ARE SECURED PLACED IN RISER AFTER
(BOTTOM OF SEDIMENT STORAGE)=409.0
BASE. PROVIDE 2
3/4,A307 BOLTS FROM ANGLE TO RISER AND
TO BASE AND RISER.
2—A307 J HOOKS
3/4„ DIA. X 12 LONG FROM ANGLE TO BASE.
ANGLE TO
BE FIELD COATED WITH ZINC RICH PAINT AFTER
CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
STEEL.
6" CLAY SOIL
5'x5'x1.5' CONC. BASE
REINFORCE WITH #4 BARS AT 12" O.C. TOP
LINER
AND BOTTOM OF EACH
DIRECTION PROVIDE 3" MIN. CLEARANCE
MAIN POOL
BETWEEN EDGE OF CONC.
AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.

6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
FOREBAY
6" TOPSOIL ABOVE
6" CLAY LINER
ON LITTORAL SHELF
6FT LITTORAL
SHELF
2
6: .
3:1
CLASS 2 RIP -RAP
COVERED WITH CLASS A RIP -RAP
OVER FILTER FABRIC
MIN. 4' WEIR AT ELEV=414.0
FOREBAY
TOP
ELEV=
417.0
WIDTH
AT
TOP
= 2.0
FT
BOTTOM OF SEDIMENT
STORAGE/EXIT
ELEV=413.0
NOTE: PUMPS SHALL BE USED TO DRAIN
THE FOREBAY WHEN NECESSARY. REFER TO DETAIL
SEDIMENT STORAGE THIS SHEET FOR DEWATERING REQUIREMENTS.
TOP FOREBAY BOTTOM
ELEV=411.0
FOREBAY ENTRANCE SHALL BE
DEEPER THAN FOREBAY EXIT
NORMAL POND ELEVATION
BOTTOM LITTORAL SHELF ELEV.
FOREBAY
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
STORAGE/ENTRANCE
ELEV=410.0

1A/ _
PERM. POND ELEV.
rno nr crgUCTURE NOT SHOWN FOR CLARITY
TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
415.0
6" PVC SCREW CAP
FOR CLEANING ACCESS
6"x6" PVC 1
41))2DIA. HOLE DRILLED
INTO BOTTOM CAP
SCALE: N.T.S.
DICE-D OTDI 10TI IDC
PVC DRAIN OUTLET
SCALE: N.T.S.

FLOW
LONG
TOP OF EMBANKMENT
SPILLWAY
Q(l 00)
SLOPE(%)
H
B
W
SS
CHANNEL LINING
ELEVATION
SPILLWAY ELEVATION
117.08
STRAW WITH NET NAG
SPILLWAY
CFS
5.00%
1.0'
30.0'
36.0'
3:1
SHOREMAX W/ P300
421.0
420.0
EXTEND LINING TO
TOP OF SPILLWAY
s� H
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL.
W
EXTEND LINING TO
TOP OF SPILLWAY
CHANNEL LINING
I
GRASS SPILLWAY DETAIL
C�D
TOP OF EMBANKMENT-421.0
SPILLWAY ELEVATION-420.0
GRASS SOD ON SPILLWAY
AND SIDE SLOPES

Hydrograph
Report
11
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk,
Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 117.08 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 1,022,026 cuft
Inflow hyd. No.
= 2 - BMP Post-Developgdservoir name
= BMP Pond
Max. Elevation
= 420.89 ft
Max. Storage
= 511,198 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
11.77
180.21
417.21
1.474
0.698
----- ----- 0.744
-----
-----
----- ----- 1.442
11.80
221.13
417.49
5.479
0.648
----- ----- 4.793
-----
-----
----- ----- 5.441
11.83
281.92
417.82
12.76
0.452
----- ----- 12.31
-----
-----
----- ----- 12.76
11.87
359.80
418.24
19.55
0.361
----- ----- 19.19
-----
-----
----- ----- 19.55
11.90
450.20
418.75
24.24
0.227
----- ----- 20.97
3.035
-----
----- ----- 24.24
11.93
520.17 <<
419.35
27.45
0.126
----- ----- 19.00
8.309
-----
----- ----- 27.44
11.97
510.46
419.97
30.04
0.085
----- ----- 18.51
11.42
-----
----- ----- 30.02
12.00
404.86
420.48
31.94
0.068
----- ----- 18.56
13.28
32.87
----- ----- 64.78
12.03
256.43
420.78
33.02
0.060
----- ----- 18.69
14.25
68.71
----- ----- 101.72
12.07
141.92
420.89 <<
33.40
0.058
----- ----- 18.73
14.57
83.72
----- ----- 117.08
12.10
88.44
420.89
33.39
0.058 -----
----- 18.73
14.56
83.43 -----
----- 116.78
12.13
72.87
420.85
33.25
0.059 -----
----- 18.72
14.45
77.80 -----
----- 111.03
12.17
69.89
420.80
33.10
0.060 -----
----- 18.71
14.33
71.62 -----
----- 104.72
12.20
67.05
420.76
32.95
0.061 -----
----- 18.68
14.19
66.29 -----
----- 99.22
12.23
64.19
420.72
32.82
0.062 -----
----- 18.65
14.07
61.36 -----
----- 94.13
12.27
61.31
420.69
32.69
0.062 -----
----- 18.63
13.96
56.86 -----
----- 89.50
12.30
58.41
420.65
32.57
0.063 -----
----- 18.62
13.85
52.78 -----
----- 85.32
12.33
55.49
420.62
32.46
0.064 -----
----- 18.61
13.76
48.88 -----
----- 81.31
12.37
52.55
420.59
32.35
0.065 -----
----- 18.60
13.66
45.23 -----
----- 77.55
12.40
49.60
420.56
32.24
0.066 -----
----- 18.59
13.56
41.86 -----
----- 74.08
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
12.43
46.63
420.53
32.13
0.066
----- ----- 18.58
13.46
38.56 ----- -----
70.67
12.47
43.63
420.50
32.03
0.067
----- ----- 18.57
13.37
35.31 ----- -----
67.32
12.50
40.63
420.47
31.92
0.068
----- ----- 18.55
13.27
32.40 ----- -----
64.29
12.53
37.86
420.44
31.82
0.069
----- ----- 18.54
13.16
29.50 ----- -----
61.27
12.57
35.78
420.41
31.71
0.069
----- ----- 18.52
13.06
26.68 ----- -----
58.33
12.60
34.49
420.39
31.62
0.070
----- ----- 18.51
12.97
24.14 ----- -----
55.69
12.63
33.66
420.36
31.52
0.071
----- ----- 18.51
12.89
21.92 ----- -----
53.39
12.67
33.00
420.34
31.44
0.072
----- ----- 18.51
12.81
19.86 ----- -----
51.25
12.70
32.33
420.32
31.36
0.072
----- ----- 18.52
12.74
17.95 ----- -----
49.27
12.73
31.65
420.30
31.28
0.073
----- ----- 18.52
12.67
16.21 ----- -----
47.47
12.77
30.98
420.28
31.21
0.074
----- ----- 18.51
12.60
14.80 ----- -----
45.99
12.80
30.30
420.26
31.15
0.074
----- ----- 18.51
12.54
13.46 ----- -----
44.58
12.83
29.62
420.24
31.08
0.075
----- ----- 18.51
12.48
12.18 ----- -----
43.24
12.87
28.94
420.23
31.02
0.076
----- ----- 18.51
12.42
10.96 ----- -----
41.96
12.90
28.26
420.21
30.96
0.076
----- ----- 18.51
12.36
9.788 ----- -----
40.74
12.93
27.58
420.20
30.91
0.077
----- ----- 18.51
12.31
8.726 ----- -----
39.62
12.97
26.89
420.18
30.85
0.077
----- ----- 18.51
12.25
7.882 ----- -----
38.72
13.00
26.20
420.17
30.80
0.078
----- ----- 18.51
12.19
7.053 ----- -----
37.83
13.03
25.54
420.15
30.74
0.078
----- ----- 18.50
12.14
6.237 ----- -----
36.96
13.07
24.99
420.14
30.69
0.079
----- ----- 18.50
12.09
5.440 ----- -----
36.11
13.10
24.53
420.13
30.64
0.079
----- ----- 18.50
12.03
4.667 ----- -----
35.28
13.13
24.15
420.11
30.59
0.080
----- ----- 18.50
11.98
3.921 ----- -----
34.48
13.17
23.78
420.10
30.54
0.080
----- ----- 18.49
11.94
3.203 ----- -----
33.71
13.20
23.41
420.09
30.50
0.081
----- ----- 18.50
11.89
2.801 ----- -----
33.27
13.23
23.04
420.08
30.45
0.081
----- ----- 18.50
11.84
2.421 ----- -----
32.84
13.27
22.67
420.06
30.40
0.082
----- ----- 18.50
11.79
2.043 ----- -----
32.42
13.30
22.30
420.05
30.36
0.082
----- ----- 18.50
11.75
1.667 ----- -----
32.00
13.33
21.93
420.04
30.31
0.083
----- ----- 18.50
11.70
1.293 ----- -----
31.58
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
13.37
21.56
420.03
30.27
0.083
----- ----- 18.50
11.65
0.920 ----- -----
31.16
13.40
21.19
420.02
30.22
0.083
----- ----- 18.50
11.61
0.550 ----- -----
30.74
13.43
20.82
420.01
30.18
0.084
----- ----- 18.51
11.56
0.180 ----- -----
30.33
13.47
20.44
419.99
30.13
0.084
----- ----- 18.51
11.51
----- ----- -----
30.10
13.50
20.07
419.98
30.08
0.085
----- ----- 18.51
11.46
----- ----- -----
30.06
13.53
19.70
419.97
30.03
0.086
----- ----- 18.51
11.41
----- ----- -----
30.01
13.57
19.37
419.95
29.98
0.086
----- ----- 18.52
11.35
----- ----- -----
29.95
13.60
19.08
419.94
29.92
0.087
----- ----- 18.52
11.29
----- ----- -----
29.90
13.63
18.81
419.93
29.87
0.088
----- ----- 18.52
11.23
----- ----- -----
29.85
13.67
18.54
419.91
29.81
0.088
----- ----- 18.53
11.18
----- ----- -----
29.79
13.70
18.27
419.90
29.76
0.089
----- ----- 18.53
11.11
----- ----- -----
29.73
13.73
18.00
419.88
29.70
0.090
----- ----- 18.54
11.05
----- ----- -----
29.68
13.77
17.74
419.87
29.64
0.090
----- ----- 18.54
10.98
----- ----- -----
29.62
13.80
17.47
419.85
29.58
0.091
----- ----- 18.55
10.92
----- ----- -----
29.56
13.83
17.20
419.84
29.51
0.092
----- ----- 18.56
10.85
----- ----- -----
29.50
13.87
16.93
419.82
29.45
0.093
----- ----- 18.56
10.78
----- ----- -----
29.44
13.90
16.66
419.81
29.39
0.094
----- ----- 18.57
10.71
----- ----- -----
29.37
13.93
16.39
419.79
29.32
0.094
----- ----- 18.58
10.64
----- ----- -----
29.31
13.97
16.12
419.77
29.25
0.095
----- ----- 18.59
10.56
----- ----- -----
29.24
14.00
15.85
419.76
29.18
0.096
----- ----- 18.60
10.48
----- ----- -----
29.18
14.03
15.60
419.74
29.11
0.097
----- ----- 18.61
10.40
----- ----- -----
29.11
14.07
15.40
419.72
29.04
0.098
----- ----- 18.62
10.32
----- ----- -----
29.04
14.10
15.26
419.70
28.97
0.099
----- ----- 18.63
10.24
----- ----- -----
28.97
14.13
15.16
419.69
28.90
0.100
----- ----- 18.64
10.15
----- ----- -----
28.89
14.17
15.06
419.67
28.82
0.102
----- ----- 18.65
10.07
----- ----- -----
28.82
14.20
14.97
419.65
28.75
0.103
----- ----- 18.66
9.977
----- ----- -----
28.74
14.23
14.88
419.63
28.68
0.104
----- ----- 18.67
9.889
----- ----- -----
28.67
14.27
14.79
419.62
28.60
0.105
----- ----- 18.69
9.801
----- ----- -----
28.59
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
14.30
14.70
419.60
28.53
0.106
----- ----- 18.70
9.711 ----- ----- -----
28.52
14.33
14.60
419.58
28.46
0.107
----- ----- 18.71
9.618 ----- ----- -----
28.44
14.37
14.51
419.56
28.38
0.109
----- ----- 18.73
9.524 ----- ----- -----
28.36
14.40
14.42
419.55
28.30
0.110
----- ----- 18.75
9.429 ----- ----- -----
28.29
14.43
14.33
419.53
28.23
0.111
----- ----- 18.77
9.335 ----- ----- -----
28.21
14.47
14.23
419.51
28.15
0.112
----- ----- 18.78
9.241 ----- ----- -----
28.14
14.50
14.14
419.49
28.08
0.114
----- ----- 18.80
9.143 ----- ----- -----
28.06
14.53
14.05
419.47
28.00
0.115
----- ----- 18.83
9.041 ----- ----- -----
27.98
14.57
13.96
419.46
27.92
0.117
----- ----- 18.85
8.939 ----- ----- -----
27.90
14.60
13.86
419.44
27.84
0.118
----- ----- 18.87
8.837 ----- ----- -----
27.83
14.63
13.77
419.42
27.76
0.120
----- ----- 18.89
8.735 ----- ----- -----
27.75
14.67
13.68
419.40
27.69
0.121
----- ----- 18.92
8.633 ----- ----- -----
27.67
14.70
13.58
419.38
27.60
0.123
----- ----- 18.94
8.524 ----- ----- -----
27.59
14.73
13.49
419.37
27.52
0.125
----- ----- 18.97
8.413 ----- ----- -----
27.51
14.77
13.40
419.35
27.44
0.126
----- ----- 19.00
8.302 ----- ----- -----
27.43
14.80
13.30
419.33
27.36
0.128
----- ----- 19.03
8.191 ----- ----- -----
27.35
14.83
13.21
419.31
27.28
0.130
----- ----- 19.06
8.080 ----- ----- -----
27.27
14.87
13.11
419.29
27.20
0.132
----- ----- 19.09
7.966 ----- ----- -----
27.19
14.90
13.02
419.28
27.11
0.134
----- ----- 19.13
7.844 ----- ----- -----
27.11
14.93
12.93
419.26
27.03
0.136
----- ----- 19.17
7.722 ----- ----- -----
27.02
14.97
12.83
419.24
26.94
0.138
----- ----- 19.20
7.599 ----- ----- -----
26.94
15.00
12.74
419.22
26.86
0.140
----- ----- 19.24
7.477 ----- ----- -----
26.86
15.03
12.64
419.20
26.77
0.142
----- ----- 19.27
7.354 ----- ----- -----
26.77
15.07
12.55
419.19
26.69
0.144
----- ----- 19.32
7.222 ----- ----- -----
26.68
15.10
12.46
419.17
26.60
0.146
----- ----- 19.36
7.086 ----- ----- -----
26.59
15.13
12.36
419.15
26.51
0.149
----- ----- 19.41
6.951 ----- ----- -----
26.50
15.17
12.27
419.13
26.42
0.151
----- ----- 19.45
6.815 ----- ----- -----
26.41
15.20
12.17
419.11
26.33
0.153
----- ----- 19.49
6.679 ----- ----- -----
26.33
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
15.23
12.08
419.10
26.24
0.156
----- ----- 19.54
6.540 ----- ----- -----
26.24
15.27
11.98
419.08
26.15
0.159
----- ----- 19.60
6.388 ----- ----- -----
26.14
15.30
11.89
419.06
26.05
0.162
----- ----- 19.65
6.237 ----- ----- -----
26.05
15.33
11.79
419.04
25.96
0.164
----- ----- 19.71
6.085 ----- ----- -----
25.96
15.37
11.70
419.02
25.87
0.167
----- ----- 19.76
5.934 ----- ----- -----
25.86
15.40
11.60
419.01
25.77
0.170
----- ----- 19.82
5.782 ----- ----- -----
25.77
15.43
11.51
418.99
25.67
0.173
----- ----- 19.88
5.611 ----- ----- -----
25.67
15.47
11.41
418.97
25.56
0.177
----- ----- 19.95
5.432 ----- ----- -----
25.56
15.50
11.32
418.95
25.46
0.181
----- ----- 20.03
5.252 ----- ----- -----
25.46
15.53
11.22
418.93
25.35
0.184
----- ----- 20.10
5.073 ----- ----- -----
25.35
15.57
11.12
418.91
25.25
0.188
----- ----- 20.17
4.894 ----- ----- -----
25.25
15.60
11.03
418.89
25.14
0.192
----- ----- 20.24
4.704 ----- ----- -----
25.14
15.63
10.93
418.87
25.02
0.196
----- ----- 20.33
4.498 ----- ----- -----
25.02
15.67
10.84
418.86
24.91
0.200
----- ----- 20.42
4.292 ----- ----- -----
24.91
15.70
10.74
418.84
24.79
0.205
----- ----- 20.50
4.085 ----- ----- -----
24.79
15.73
10.65
418.82
24.68
0.209
----- ----- 20.59
3.880 ----- ----- -----
24.68
15.77
10.55
418.80
24.56
0.213
----- ----- 20.68
3.671 ----- ----- -----
24.56
15.80
10.45
418.78
24.43
0.219
----- ----- 20.80
3.416 ----- ----- -----
24.43
15.83
10.36
418.76
24.30
0.225
----- ----- 20.91
3.162 ----- ----- -----
24.30
15.87
10.26
418.74
24.17
0.230
----- ----- 21.03
2.908 ----- ----- -----
24.17
15.90
10.17
418.72
24.04
0.236
----- ----- 21.15
2.655 ----- ----- -----
24.04
15.93
10.07
418.71
23.91
0.241
----- ----- 21.27
2.403 ----- ----- -----
23.91
15.97
9.972
418.69
23.77
0.248
----- ----- 21.39
2.134 ----- ----- -----
23.77
16.00
9.876
418.67
23.62
0.254
----- ----- 21.51
1.857 ----- ----- -----
23.62
16.03
9.786
418.65
23.47
0.261
----- ----- 21.62
1.582 ----- ----- -----
23.47
16.07
9.715
418.63
23.32
0.268
----- ----- 21.74
1.307 ----- ----- -----
23.32
16.10
9.665
418.61
23.17
0.274
----- ----- 21.86
1.035 ----- ----- -----
23.17
16.13
9.627
418.60
23.02
0.281
----- ----- 21.95
0.791 ----- ----- -----
23.02
Continues on next page...

16
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
16.17
9.593
418.58
22.88
0.286
----- ----- 21.94
0.644 ----- ----- -----
22.87
16.20
9.560
418.56
22.73
0.292
----- ----- 21.94
0.499 ----- ----- -----
22.73
16.23
9.527
418.54
22.58
0.297
----- ----- 21.93
0.355 ----- ----- -----
22.58
16.27
9.493
418.53
22.44
0.303
----- ----- 21.92
0.212 ----- ----- -----
22.44
16.30
9.459
418.51
22.29
0.308
----- ----- 21.91
0.070 ----- ----- -----
22.29
16.33
9.426
418.49
22.15
0.312
----- ----- 21.84
0.000 ----- ----- -----
22.15
16.37
9.393
418.47
22.01
0.316
----- ----- 21.70
0.000 ----- ----- -----
22.01
16.40
9.359
418.46
21.88
0.320
----- ----- 21.56
0.000 ----- ----- -----
21.88
16.43
9.326
418.44
21.74
0.323
----- ----- 21.42
0.000 ----- ----- -----
21.74
16.47
9.292
418.42
21.61
0.326
----- ----- 21.28
0.000 ----- ----- -----
21.61
16.50
9.258
418.41
21.47
0.330
----- ----- 21.14
0.000 ----- ----- -----
21.47
16.53
9.225
418.39
21.32
0.333
----- ----- 20.98
----- ----- ----- -----
21.32
16.57
9.191
418.38
21.14
0.336
----- ----- 20.80
----- ----- ----- -----
21.14
16.60
9.158
418.36
20.96
0.339
----- ----- 20.62
----- ----- ----- -----
20.96
16.63
9.124
418.34
20.78
0.342
----- ----- 20.44
----- ----- ----- -----
20.78
16.67
9.090
418.33
20.61
0.345
----- ----- 20.27
----- ----- ----- -----
20.61
16.70
9.056
418.31
20.44
0.347
----- ----- 20.09
----- ----- ----- -----
20.44
16.73
9.023
418.30
20.27
0.350
----- ----- 19.92
----- ----- ----- -----
20.27
16.77
8.989
418.28
20.08
0.353
----- ----- 19.73
----- ----- ----- -----
20.08
16.80
8.955
418.27
19.90
0.356
----- ----- 19.55
----- ----- ----- -----
19.90
16.83
8.921
418.25
19.72
0.359
----- ----- 19.36
----- ----- ----- -----
19.72
16.87
8.888
418.24
19.55
0.362
----- ----- 19.18
----- ----- ----- -----
19.54
16.90
8.854
418.23
19.37
0.364
----- ----- 19.01
----- ----- ----- -----
19.37
16.93
8.820
418.21
19.20
0.367
----- ----- 18.83
----- ----- ----- -----
19.20
16.97
8.787
418.20
19.02
0.370
----- ----- 18.65
----- ----- ----- -----
19.02
17.00
8.752
418.18
18.84
0.373
----- ----- 18.46
----- ----- ----- -----
18.84
17.03
8.718
418.17
18.65
0.375
----- ----- 18.28
----- ----- ----- -----
18.65
17.07
8.684
418.16
18.47
0.378
----- ----- 18.09
----- ----- ----- -----
18.47
Continues on next page...

17
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
17.10
8.651
418.14
18.29
0.381
----- ----- 17.91 ----- ----- ----- -----
18.29
17.13
8.617
418.13
18.12
0.383
----- ----- 17.73 ----- ----- ----- -----
18.12
17.17
8.582
418.12
17.94
0.386
----- ----- 17.56 ----- ----- ----- -----
17.94
17.20
8.548
418.11
17.77
0.389
----- ----- 17.38 ----- ----- ----- -----
17.77
17.23
8.514
418.09
17.60
0.391
----- ----- 17.20 ----- ----- ----- -----
17.59
17.27
8.480
418.08
17.41
0.394
----- ----- 17.01 ----- ----- ----- -----
17.41
17.30
8.446
418.07
17.22
0.396
----- ----- 16.83 ----- ----- ----- -----
17.22
17.33
8.412
418.06
17.04
0.399
----- ----- 16.64 ----- ----- ----- -----
17.04
17.37
8.378
418.05
16.87
0.401
----- ----- 16.46 ----- ----- ----- -----
16.87
17.40
8.344
418.04
16.69
0.404
----- ----- 16.29 ----- ----- ----- -----
16.69
17.43
8.310
418.03
16.52
0.406
----- ----- 16.11 ----- ----- ----- -----
16.52
17.47
8.276
418.01
16.35
0.409
----- ----- 15.94 ----- ----- ----- -----
16.35
17.50
8.241
418.00
16.19
0.411
----- ----- 15.77 ----- ----- ----- -----
16.18
17.53
8.207
417.99
16.00
0.413
----- ----- 15.59 ----- ----- ----- -----
16.00
17.57
8.173
417.98
15.81
0.416
----- ----- 15.40 ----- ----- ----- -----
15.81
17.60
8.139
417.97
15.63
0.418
----- ----- 15.21 ----- ----- ----- -----
15.63
17.63
8.105
417.96
15.44
0.420
----- ----- 15.02 ----- ----- ----- -----
15.44
17.67
8.071
417.95
15.26
0.423
----- ----- 14.84 ----- ----- ----- -----
15.26
17.70
8.036
417.94
15.09
0.425
----- ----- 14.66 ----- ----- ----- -----
15.09
17.73
8.001
417.93
14.91
0.427
----- ----- 14.49 ----- ----- ----- -----
14.91
17.77
7.967
417.92
14.75
0.429
----- ----- 14.32 ----- ----- ----- -----
14.75
17.80
7.933
417.91
14.58
0.431
----- ----- 14.15 ----- ----- ----- -----
14.58
17.83
7.899
417.90
14.40
0.433
----- ----- 13.96 ----- ----- ----- -----
14.40
17.87
7.865
417.89
14.21
0.435
----- ----- 13.77 ----- ----- ----- -----
14.21
17.90
7.830
417.89
14.03
0.438
----- ----- 13.59 ----- ----- ----- -----
14.03
17.93
7.795
417.88
13.85
0.440
----- ----- 13.41 ----- ----- ----- -----
13.85
17.97
7.761
417.87
13.67
0.442
----- ----- 13.23 ----- ----- ----- -----
13.67
18.00
7.727
417.86
13.50
0.444
----- ----- 13.06 ----- ----- ----- -----
13.50
Continues on next page...

18
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
18.03
7.692
417.85
13.33
0.445
----- ----- 12.89 ----- ----- ----- -----
13.33
18.07
7.658
417.84
13.17
0.447
----- ----- 12.72 ----- ----- ----- -----
13.17
18.10
7.623
417.84
13.01
0.449
----- ----- 12.56 ----- ----- ----- -----
13.01
18.13
7.589
417.83
12.86
0.451
----- ----- 12.41 ----- ----- ----- -----
12.86
18.17
7.554
417.82
12.71
0.453
----- ----- 12.25 ----- ----- ----- -----
12.70
18.20
7.520
417.82
12.55
0.458
----- ----- 12.08 ----- ----- ----- -----
12.54
18.23
7.485
417.81
12.39
0.465
----- ----- 11.91 ----- ----- ----- -----
12.38
18.27
7.451
417.80
12.23
0.472
----- ----- 11.75 ----- ----- ----- -----
12.22
18.30
7.416
417.79
12.08
0.479
----- ----- 11.58 ----- ----- ----- -----
12.06
18.33
7.382
417.79
11.93
0.485
----- ----- 11.43 ----- ----- ----- -----
11.91
18.37
7.348
417.78
11.78
0.491
----- ----- 11.27 ----- ----- ----- -----
11.76
18.40
7.313
417.78
11.64
0.497
----- ----- 11.12 ----- ----- ----- -----
11.62
18.43
7.278
417.77
11.51
0.503
----- ----- 10.97 ----- ----- ----- -----
11.48
18.47
7.243
417.76
11.37
0.509
----- ----- 10.83 ----- ----- ----- -----
11.34
18.50
7.209
417.76
11.24
0.515
----- ----- 10.69 ----- ----- ----- -----
11.21
18.53
7.174
417.75
11.11
0.521
----- ----- 10.56 ----- ----- ----- -----
11.08
18.57
7.139
417.75
10.99
0.526
----- ----- 10.42 ----- ----- ----- -----
10.95
18.60
7.104
417.74
10.87
0.531
----- ----- 10.29 ----- ----- ----- -----
10.82
18.63
7.070
417.74
10.75
0.537
----- ----- 10.17 ----- ----- ----- -----
10.70
18.67
7.035
417.73
10.63
0.542
----- ----- 10.04 ----- ----- ----- -----
10.58
18.70
7.001
417.73
10.52
0.545
----- ----- 9.925 ----- ----- ----- -----
10.47
18.73
6.966
417.72
10.42
0.548
----- ----- 9.815 ----- ----- ----- -----
10.36
18.77
6.931
417.72
10.31
0.551
----- ----- 9.707 ----- ----- ----- -----
10.26
18.80
6.896
417.71
10.21
0.554
----- ----- 9.601 ----- ----- ----- -----
10.16
18.83
6.862
417.71
10.11
0.557
----- ----- 9.498 ----- ----- ----- -----
10.05
18.87
6.827
417.70
10.02
0.560
----- ----- 9.397 ----- ----- ----- -----
9.956
18.90
6.792
417.70
9.920
0.562
----- ----- 9.297 ----- ----- ----- -----
9.859
18.93
6.757
417.70
9.826
0.565
----- ----- 9.199 ----- ----- ----- -----
9.764
Continues on next page...

19
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
18.97
6.722
417.69
9.734
0.568
----- ----- 9.104 ----- ----- ----- -----
9.671
19.00
6.687
417.69
9.644
0.570
----- ----- 9.010 ----- ----- ----- -----
9.580
19.03
6.652
417.68
9.556
0.573
----- ----- 8.918 ----- ----- ----- -----
9.491
19.07
6.618
417.68
9.469
0.575
----- ----- 8.827 ----- ----- ----- -----
9.403
19.10
6.583
417.68
9.384
0.578
----- ----- 8.739 ----- ----- ----- -----
9.317
19.13
6.547
417.67
9.300
0.580
----- ----- 8.652 ----- ----- ----- -----
9.232
19.17
6.512
417.67
9.219
0.582
----- ----- 8.566 ----- ----- ----- -----
9.149
19.20
6.478
417.66
9.138
0.585
----- ----- 8.483 ----- ----- ----- -----
9.067
19.23
6.443
417.66
9.059
0.587
----- ----- 8.400 ----- ----- ----- -----
8.987
19.27
6.408
417.66
8.981
0.589
----- ----- 8.319 ----- ----- ----- -----
8.908
19.30
6.373
417.65
8.905
0.591
----- ----- 8.240 ----- ----- ----- -----
8.831
19.33
6.338
417.65
8.830
0.593
----- ----- 8.162 ----- ----- ----- -----
8.755
19.37
6.303
417.65
8.756
0.595
----- ----- 8.085 ----- ----- ----- -----
8.680
19.40
6.268
417.64
8.682
0.597
----- ----- 8.008 ----- ----- ----- -----
8.606
19.43
6.233
417.64
8.611
0.599
----- ----- 7.934 ----- ----- ----- -----
8.534
19.47
6.198
417.64
8.543
0.601
----- ----- 7.866 ----- ----- ----- -----
8.467
19.50
6.163
417.63
8.475
0.602
----- ----- 7.799 ----- ----- ----- -----
8.402
19.53
6.128
417.63
8.409
0.603
----- ----- 7.734 ----- ----- ----- -----
8.337
19.57
6.093
417.63
8.343
0.604
----- ----- 7.669 ----- ----- ----- -----
8.273
19.60
6.058
417.62
8.279
0.606
----- ----- 7.605 ----- ----- ----- -----
8.211
19.63
6.023
417.62
8.215
0.607
----- ----- 7.542 ----- ----- ----- -----
8.149
19.67
5.987
417.62
8.152
0.608
----- ----- 7.479 ----- ----- ----- -----
8.087
19.70
5.952
417.62
8.090
0.609
----- ----- 7.418 ----- ----- ----- -----
8.027
19.73
5.918
417.61
8.028
0.610
----- ----- 7.357 ----- ----- ----- -----
7.967
19.77
5.883
417.61
7.967
0.611
----- ----- 7.296 ----- ----- ----- -----
7.908
19.80
5.847
417.61
7.907
0.612
----- ----- 7.237 ----- ----- ----- -----
7.850
19.83
5.811
417.60
7.847
0.613
----- ----- 7.178 ----- ----- ----- -----
7.792
19.87
5.776
417.60
7.789
0.615
----- ----- 7.120 ----- ----- ----- -----
7.735
Continues on next page...

20
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
19.90
5.742
417.60
7.730
0.616
----- ----- 7.062 ----- ----- ----- -----
7.678
19.93
5.707
417.60
7.673
0.617
----- ----- 7.006 ----- ----- ----- -----
7.622
19.97
5.671
417.59
7.616
0.618
----- ----- 6.949 ----- ----- ----- -----
7.567
20.00
5.636
417.59
7.560
0.619
----- ----- 6.894 ----- ----- ----- -----
7.512
20.03
5.603
417.59
7.504
0.620
----- ----- 6.839 ----- ----- ----- -----
7.458
20.07
5.580
417.59
7.450
0.621
----- ----- 6.785 ----- ----- ----- -----
7.405
20.10
5.566
417.58
7.396
0.622
----- ----- 6.731 ----- ----- ----- -----
7.353
20.13
5.557
417.58
7.342
0.623
----- ----- 6.679 ----- ----- ----- -----
7.302
20.17
5.551
417.58
7.291
0.624
----- ----- 6.628 ----- ----- ----- -----
7.252
20.20
5.544
417.58
7.241
0.625
----- ----- 6.578 ----- ----- ----- -----
7.203
20.23
5.537
417.57
7.192
0.625
----- ----- 6.530 ----- ----- ----- -----
7.155
20.27
5.530
417.57
7.144
0.626
----- ----- 6.482 ----- ----- ----- -----
7.109
20.30
5.524
417.57
7.098
0.627
----- ----- 6.437 ----- ----- ----- -----
7.064
20.33
5.517
417.57
7.053
0.628
----- ----- 6.392 ----- ----- ----- -----
7.020
20.37
5.510
417.57
7.008
0.629
----- ----- 6.348 ----- ----- ----- -----
6.977
20.40
5.504
417.56
6.965
0.630
----- ----- 6.305 ----- ----- ----- -----
6.935
20.43
5.497
417.56
6.923
0.630
----- ----- 6.263 ----- ----- ----- -----
6.894
20.47
5.491
417.56
6.882
0.631
----- ----- 6.223 ----- ----- ----- -----
6.854
20.50
5.484
417.56
6.841
0.632
----- ----- 6.183 ----- ----- ----- -----
6.815
20.53
5.477
417.56
6.802
0.633
----- ----- 6.144 ----- ----- ----- -----
6.776
20.57
5.471
417.55
6.764
0.633
----- ----- 6.106 ----- ----- ----- -----
6.739
20.60
5.463
417.55
6.726
0.634
----- ----- 6.069 ----- ----- ----- -----
6.703
20.63
5.457
417.55
6.690
0.635
----- ----- 6.033 ----- ----- ----- -----
6.667
20.67
5.450
417.55
6.658
0.635
----- ----- 6.001 ----- ----- ----- -----
6.636
20.70
5.444
417.55
6.628
0.635
----- ----- 5.969 ----- ----- ----- -----
6.605
20.73
5.437
417.55
6.598
0.636
----- ----- 5.938 ----- ----- ----- -----
6.574
20.77
5.431
417.54
6.568
0.636
----- ----- 5.908 ----- ----- ----- -----
6.544
20.80
5.424
417.54
6.540
0.636
----- ----- 5.879 ----- ----- ----- -----
6.515
Continues on next page...

21
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
20.83
5.417
417.54
6.511
0.637
----- ----- 5.850 ----- ----- ----- -----
6.487
20.87
5.410
417.54
6.484
0.637
----- ----- 5.822 ----- ----- ----- -----
6.459
20.90
5.403
417.54
6.457
0.637
----- ----- 5.794 ----- ----- ----- -----
6.431
20.93
5.397
417.54
6.430
0.637
----- ----- 5.767 ----- ----- ----- -----
6.404
20.97
5.390
417.53
6.404
0.638
----- ----- 5.740 ----- ----- ----- -----
6.378
21.00
5.383
417.53
6.378
0.638
----- ----- 5.714 ----- ----- ----- -----
6.352
21.03
5.377
417.53
6.353
0.638
----- ----- 5.688 ----- ----- ----- -----
6.327
21.07
5.370
417.53
6.329
0.639
----- ----- 5.663 ----- ----- ----- -----
6.302
21.10
5.363
417.53
6.305
0.639
----- ----- 5.639 ----- ----- ----- -----
6.278
21.13
5.357
417.53
6.281
0.639
----- ----- 5.614 ----- ----- ----- -----
6.254
21.17
5.350
417.53
6.258
0.639
----- ----- 5.591 ----- ----- ----- -----
6.230
21.20
5.344
417.53
6.235
0.640
----- ----- 5.567 ----- ----- ----- -----
6.207
21.23
5.336
417.52
6.213
0.640
----- ----- 5.545 ----- ----- ----- -----
6.184
21.27
5.329
417.52
6.191
0.640
----- ----- 5.522 ----- ----- ----- -----
6.162
21.30
5.323
417.52
6.170
0.640
----- ----- 5.500 ----- ----- ----- -----
6.140
21.33
5.316
417.52
6.148
0.640
----- ----- 5.478 ----- ----- ----- -----
6.119
21.37
5.309
417.52
6.128
0.641
----- ----- 5.457 ----- ----- ----- -----
6.098
21.40
5.303
417.52
6.107
0.641
----- ----- 5.436 ----- ----- ----- -----
6.077
21.43
5.296
417.52
6.087
0.641
----- ----- 5.416 ----- ----- ----- -----
6.057
21.47
5.289
417.52
6.067
0.641
----- ----- 5.396 ----- ----- ----- -----
6.037
21.50
5.283
417.52
6.048
0.642
----- ----- 5.376 ----- ----- ----- -----
6.017
21.53
5.276
417.51
6.029
0.642
----- ----- 5.356 ----- ----- ----- -----
5.998
21.57
5.268
417.51
6.011
0.642
----- ----- 5.338 ----- ----- ----- -----
5.979
21.60
5.262
417.51
5.992
0.642
----- ----- 5.318 ----- ----- ----- -----
5.961
21.63
5.255
417.51
5.974
0.642
----- ----- 5.300 ----- ----- ----- -----
5.942
21.67
5.249
417.51
5.956
0.643
----- ----- 5.282 ----- ----- ----- -----
5.924
21.70
5.242
417.51
5.938
0.643
----- ----- 5.264 ----- ----- ----- -----
5.907
21.73
5.235
417.51
5.921
0.643
----- ----- 5.246 ----- ----- ----- -----
5.889
Continues on next page...

22
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
21.77
5.228
417.51
5.904
0.643
----- ----- 5.229 ----- ----- ----- -----
5.872
21.80
5.222
417.51
5.888
0.643
----- ----- 5.212 ----- ----- ----- -----
5.855
21.83
5.216
417.51
5.871
0.643
----- ----- 5.195 ----- ----- ----- -----
5.839
21.87
5.208
417.51
5.855
0.644
----- ----- 5.179 ----- ----- ----- -----
5.822
21.90
5.201
417.50
5.839
0.644
----- ----- 5.162 ----- ----- ----- -----
5.806
21.93
5.195
417.50
5.824
0.644
----- ----- 5.146 ----- ----- ----- -----
5.790
21.97
5.188
417.50
5.808
0.644
----- ----- 5.130 ----- ----- ----- -----
5.775
22.00
5.181
417.50
5.793
0.644
----- ----- 5.115 ----- ----- ----- -----
5.759
22.03
5.175
417.50
5.778
0.644
----- ----- 5.100 ----- ----- ----- -----
5.744
22.07
5.167
417.50
5.763
0.645
----- ----- 5.084 ----- ----- ----- -----
5.729
22.10
5.161
417.50
5.749
0.645
----- ----- 5.069 ----- ----- ----- -----
5.714
22.13
5.154
417.50
5.734
0.645
----- ----- 5.055 ----- ----- ----- -----
5.700
22.17
5.147
417.50
5.720
0.645
----- ----- 5.040 ----- ----- ----- -----
5.685
22.20
5.140
417.50
5.706
0.645
----- ----- 5.026 ----- ----- ----- -----
5.671
22.23
5.133
417.50
5.692
0.645
----- ----- 5.012 ----- ----- ----- -----
5.657
22.27
5.127
417.50
5.679
0.646
----- ----- 4.998 ----- ----- ----- -----
5.644
22.30
5.120
417.50
5.666
0.646
----- ----- 4.984 ----- ----- ----- -----
5.630
22.33
5.113
417.49
5.652
0.646
----- ----- 4.971 ----- ----- ----- -----
5.617
22.37
5.106
417.49
5.639
0.646
----- ----- 4.958 ----- ----- ----- -----
5.603
22.40
5.100
417.49
5.626
0.646
----- ----- 4.944 ----- ----- ----- -----
5.590
22.43
5.093
417.49
5.614
0.646
----- ----- 4.931 ----- ----- ----- -----
5.578
22.47
5.086
417.49
5.601
0.646
----- ----- 4.918 ----- ----- ----- -----
5.565
22.50
5.079
417.49
5.589
0.647
----- ----- 4.906 ----- ----- ----- -----
5.552
22.53
5.072
417.49
5.576
0.647
----- ----- 4.893 ----- ----- ----- -----
5.540
22.57
5.066
417.49
5.564
0.647
----- ----- 4.881 ----- ----- ----- -----
5.527
22.60
5.059
417.49
5.552
0.647
----- ----- 4.869 ----- ----- ----- -----
5.515
22.63
5.052
417.49
5.541
0.647
----- ----- 4.856 ----- ----- ----- -----
5.503
22.67
5.045
417.49
5.529
0.647
----- ----- 4.844 ----- ----- ----- -----
5.491
Continues on next page...

23
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
22.70
5.038
417.49
5.517
0.647
----- ----- 4.833 ----- ----- ----- -----
5.480
22.73
5.032
417.49
5.506
0.647
----- ----- 4.821 ----- ----- ----- -----
5.468
22.77
5.025
417.49
5.494
0.648
----- ----- 4.809 ----- ----- ----- -----
5.457
22.80
5.018
417.49
5.483
0.648
----- ----- 4.798 ----- ----- ----- -----
5.445
22.83
5.011
417.48
5.472
0.648
----- ----- 4.786 ----- ----- ----- -----
5.434
22.87
5.004
417.48
5.461
0.648
----- ----- 4.775 ----- ----- ----- -----
5.423
22.90
4.997
417.48
5.450
0.648
----- ----- 4.764 ----- ----- ----- -----
5.412
22.93
4.990
417.48
5.439
0.648
----- ----- 4.753 ----- ----- ----- -----
5.401
22.97
4.983
417.48
5.429
0.648
----- ----- 4.742 ----- ----- ----- -----
5.390
23.00
4.977
417.48
5.418
0.648
----- ----- 4.731 ----- ----- ----- -----
5.379
23.03
4.970
417.48
5.408
0.648
----- ----- 4.720 ----- ----- ----- -----
5.369
23.07
4.963
417.48
5.397
0.649
----- ----- 4.710 ----- ----- ----- -----
5.358
23.10
4.956
417.48
5.387
0.649
----- ----- 4.699 ----- ----- ----- -----
5.348
23.13
4.949
417.48
5.377
0.649
----- ----- 4.689 ----- ----- ----- -----
5.338
23.17
4.942
417.48
5.367
0.649
----- ----- 4.678 ----- ----- ----- -----
5.327
23.20
4.936
417.48
5.357
0.649
----- ----- 4.669 ----- ----- ----- -----
5.317
23.23
4.929
417.48
5.347
0.649
----- ----- 4.658 ----- ----- ----- -----
5.307
23.27
4.922
417.48
5.337
0.649
----- ----- 4.648 ----- ----- ----- -----
5.297
23.30
4.915
417.48
5.327
0.649
----- ----- 4.638 ----- ----- ----- -----
5.287
23.33
4.908
417.48
5.318
0.649
----- ----- 4.628 ----- ----- ----- -----
5.278
23.37
4.901
417.48
5.308
0.650
----- ----- 4.619 ----- ----- ----- -----
5.268
23.40
4.895
417.48
5.298
0.650
----- ----- 4.609 ----- ----- ----- -----
5.258
23.43
4.888
417.47
5.289
0.650
----- ----- 4.599 ----- ----- ----- -----
5.249
23.47
4.881
417.47
5.280
0.650
----- ----- 4.589 ----- ----- ----- -----
5.239
23.50
4.874
417.47
5.270
0.650
----- ----- 4.580 ----- ----- ----- -----
5.230
23.53
4.867
417.47
5.261
0.650
----- ----- 4.570 ----- ----- ----- -----
5.220
23.57
4.861
417.47
5.252
0.650
----- ----- 4.561 ----- ----- ----- -----
5.211
23.60
4.853
417.47
5.243
0.650
----- ----- 4.552 ----- ----- ----- -----
5.202
Continues on next page...

24
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
23.63
4.846
417.47
5.234
0.650
----- ----- 4.542 ----- ----- ----- -----
5.193
23.67
4.840
417.47
5.224
0.650
----- ----- 4.533 ----- ----- ----- -----
5.184
23.70
4.833
417.47
5.215
0.651
----- ----- 4.524 ----- ----- ----- -----
5.175
23.73
4.826
417.47
5.207
0.651
----- ----- 4.515 ----- ----- ----- -----
5.166
23.77
4.819
417.47
5.198
0.651
----- ----- 4.506 ----- ----- ----- -----
5.157
23.80
4.812
417.47
5.189
0.651
----- ----- 4.497 ----- ----- ----- -----
5.148
23.83
4.806
417.47
5.180
0.651
----- ----- 4.488 ----- ----- ----- -----
5.139
23.87
4.799
417.47
5.172
0.651
----- ----- 4.479 ----- ----- ----- -----
5.130
23.90
4.791
417.47
5.163
0.651
----- ----- 4.470 ----- ----- ----- -----
5.121
23.93
4.784
417.47
5.155
0.651
----- ----- 4.461 ----- ----- ----- -----
5.113
23.97
4.778
417.47
5.146
0.651
----- ----- 4.453 ----- ----- ----- -----
5.104
24.00
4.771
417.47
5.138
0.651
----- ----- 4.444 ----- ----- ----- -----
5.095
24.03
3.813
417.47
5.117
0.652
----- ----- 4.423 ----- ----- ----- -----
5.074
24.07
1.906
417.46
5.060
0.652
----- ----- 4.364 ----- ----- ----- -----
5.017
24.10
0.635
417.46
4.968
0.653
----- ----- 4.271 ----- ----- ----- -----
4.925
24.13
0.000
417.45
4.862
0.655
----- ----- 4.164 ----- ----- ----- -----
4.819
24.17
0.000
417.44
4.751
0.656
----- ----- 4.052 ----- ----- ----- -----
4.708
24.20
0.000
417.44
4.643
0.657
----- ----- 3.943 ----- ----- ----- -----
4.599
24.23
0.000
417.43
4.537
0.658
----- ----- 3.835 ----- ----- ----- -----
4.494
24.27
0.000
417.43
4.434
0.659
----- ----- 3.731 ----- ----- ----- -----
4.390
24.30
0.000
417.42
4.333
0.661
----- ----- 3.629 ----- ----- ----- -----
4.289
24.33
0.000
417.41
4.234
0.662
----- ----- 3.529 ----- ----- ----- -----
4.190
24.37
0.000
417.41
4.138
0.663
----- ----- 3.431 ----- ----- ----- -----
4.094
24.40
0.000
417.40
4.043
0.664
----- ----- 3.336 ----- ----- ----- -----
4.000
24.43
0.000
417.40
3.951
0.665
----- ----- 3.242 ----- ----- ----- -----
3.908
24.47
0.000
417.39
3.861
0.666
----- ----- 3.152 ----- ----- ----- -----
3.818
24.50
0.000
417.39
3.774
0.667
----- ----- 3.063 ----- ----- ----- -----
3.730
24.53
0.000
417.38
3.687
0.668
----- ----- 2.976 ----- ----- ----- -----
3.644
Continues on next page...

25
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
24.57
0.000
417.38
3.604
0.669
----- ----- 2.891 ----- ----- ----- -----
3.560
24.60
0.000
417.37
3.522
0.670
----- ----- 2.808 ----- ----- ----- -----
3.478
24.63
0.000
417.37
3.454
0.671
----- ----- 2.739 ----- ----- ----- -----
3.410
24.67
0.000
417.36
3.389
0.672
----- ----- 2.672 ----- ----- ----- -----
3.343
24.70
0.000
417.36
3.325
0.672
----- ----- 2.606 ----- ----- ----- -----
3.278
24.73
0.000
417.35
3.263
0.673
----- ----- 2.541 ----- ----- ----- -----
3.215
24.77
0.000
417.35
3.201
0.674
----- ----- 2.478 ----- ----- ----- -----
3.152
24.80
0.000
417.34
3.141
0.675
----- ----- 2.416 ----- ----- ----- -----
3.091
24.83
0.000
417.34
3.082
0.676
----- ----- 2.355 ----- ----- ----- -----
3.031
24.87
0.000
417.33
3.024
0.676
----- ----- 2.295 ----- ----- ----- -----
2.972
24.90
0.000
417.33
2.968
0.677
----- ----- 2.237 ----- ----- ----- -----
2.914
24.93
0.000
417.33
2.912
0.678
----- ----- 2.180 ----- ----- ----- -----
2.857
24.97
0.000
417.32
2.858
0.678
----- ----- 2.123 ----- ----- ----- -----
2.802
25.00
0.000
417.32
2.804
0.679
----- ----- 2.068 ----- ----- ----- -----
2.747
25.03
0.000
417.31
2.751
0.680
----- ----- 2.014 ----- ----- ----- -----
2.694
25.07
0.000
417.31
2.700
0.680
----- ----- 1.961 ----- ----- ----- -----
2.641
25.10
0.000
417.31
2.650
0.681
----- ----- 1.909 ----- ----- ----- -----
2.590
25.13
0.000
417.30
2.600
0.682
----- ----- 1.858 ----- ----- ----- -----
2.539
25.17
0.000
417.30
2.551
0.682
----- ----- 1.808 ----- ----- ----- -----
2.490
25.20
0.000
417.30
2.504
0.683
----- ----- 1.759 ----- ----- ----- -----
2.442
25.23
0.000
417.29
2.457
0.683
----- ----- 1.711 ----- ----- ----- -----
2.394
25.27
0.000
417.29
2.412
0.684
----- ----- 1.663 ----- ----- ----- -----
2.348
25.30
0.000
417.29
2.367
0.685
----- ----- 1.618 ----- ----- ----- -----
2.302
25.33
0.000
417.28
2.323
0.685
----- ----- 1.572 ----- ----- ----- -----
2.257
25.37
0.000
417.28
2.280
0.686
----- ----- 1.527 ----- ----- ----- -----
2.213
25.40
0.000
417.28
2.245
0.686
----- ----- 1.493 ----- ----- ----- -----
2.180
25.43
0.000
417.27
2.211
0.687
----- ----- 1.460 ----- ----- ----- -----
2.147
25.47
0.000
417.27
2.177
0.687
----- ----- 1.427 ----- ----- ----- -----
2.115
Continues on next page...

26
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
25.50
0.000
417.27
2.144
0.688
----- ----- 1.395 ----- ----- ----- -----
2.083
25.53
0.000
417.27
2.111
0.688
----- ----- 1.364 ----- ----- ----- -----
2.052
25.57
0.000
417.26
2.079
0.689
----- ----- 1.332 ----- ----- ----- -----
2.021
25.60
0.000
417.26
2.047
0.689
----- ----- 1.301 ----- ----- ----- -----
1.991
25.63
0.000
417.26
2.016
0.690
----- ----- 1.271 ----- ----- ----- -----
1.961
25.67
0.000
417.25
1.985
0.690
----- ----- 1.241 ----- ----- ----- -----
1.931
25.70
0.000
417.25
1.955
0.691
----- ----- 1.212 ----- ----- ----- -----
1.902
25.73
0.000
417.25
1.926
0.691
----- ----- 1.183 ----- ----- ----- -----
1.874
25.77
0.000
417.25
1.896
0.691
----- ----- 1.154 ----- ----- ----- -----
1.846
25.80
0.000
417.24
1.867
0.692
----- ----- 1.126 ----- ----- ----- -----
1.818
25.83
0.000
417.24
1.839
0.692
----- ----- 1.098 ----- ----- ----- -----
1.791
25.87
0.000
417.24
1.811
0.693
----- ----- 1.071 ----- ----- ----- -----
1.764
25.90
0.000
417.24
1.783
0.693
----- ----- 1.044 ----- ----- ----- -----
1.737
25.93
0.000
417.23
1.756
0.694
----- ----- 1.018 ----- ----- ----- -----
1.711
25.97
0.000
417.23
1.729
0.694
----- ----- 0.992 ----- ----- ----- -----
1.686
26.00
0.000
417.23
1.703
0.694
----- ----- 0.966 ----- ----- ----- -----
1.660
26.03
0.000
417.23
1.677
0.695
----- ----- 0.941 ----- ----- ----- -----
1.635
26.07
0.000
417.22
1.651
0.695
----- ----- 0.916 ----- ----- ----- -----
1.611
26.10
0.000
417.22
1.626
0.696
----- ----- 0.891 ----- ----- ----- -----
1.587
26.13
0.000
417.22
1.601
0.696
----- ----- 0.867 ----- ----- ----- -----
1.563
26.17
0.000
417.22
1.576
0.696
----- ----- 0.843 ----- ----- ----- -----
1.540
26.20
0.000
417.22
1.552
0.697
----- ----- 0.820 ----- ----- ----- -----
1.516
26.23
0.000
417.21
1.529
0.697
----- ----- 0.797 ----- ----- ----- -----
1.494
26.27
0.000
417.21
1.505
0.697
----- ----- 0.774 ----- ----- ----- -----
1.471
26.30
0.000
417.21
1.482
0.698
----- ----- 0.751 ----- ----- ----- -----
1.449
26.33
0.000
417.21
1.459
0.698
----- ----- 0.729 ----- ----- ----- -----
1.427
26.37
0.000
417.21
1.437
0.699
----- ----- 0.707 ----- ----- ----- -----
1.406
26.40
0.000
417.20
1.415
0.699
----- ----- 0.686 ----- ----- ----- -----
1.385
Continues on next page...

27
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
26.43
0.000
417.20
1.393
0.699
----- ----- 0.665 ----- ----- ----- -----
1.364
26.47
0.000
417.20
1.372
0.700
----- ----- 0.644 ----- ----- ----- -----
1.344
26.50
0.000
417.20
1.351
0.700
----- ----- 0.624 ----- ----- ----- -----
1.324
26.53
0.000
417.20
1.330
0.700
----- ----- 0.604 ----- ----- ----- -----
1.304
26.57
0.000
417.19
1.310
0.701
----- ----- 0.584 ----- ----- ----- -----
1.284
26.60
0.000
417.19
1.290
0.701
----- ----- 0.564 ----- ----- ----- -----
1.265
26.63
0.000
417.19
1.270
0.701
----- ----- 0.545 ----- ----- ----- -----
1.246
26.67
0.000
417.19
1.257
0.701
----- ----- 0.532 ----- ----- ----- -----
1.233
26.70
0.000
417.19
1.247
0.701
----- ----- 0.522 ----- ----- ----- -----
1.223
26.73
0.000
417.19
1.237
0.701
----- ----- 0.511 ----- ----- ----- -----
1.213
26.77
0.000
417.18
1.227
0.702
----- ----- 0.501 ----- ----- ----- -----
1.203
26.80
0.000
417.18
1.217
0.702
----- ----- 0.491 ----- ----- ----- -----
1.193
26.83
0.000
417.18
1.207
0.702
----- ----- 0.481 ----- ----- ----- -----
1.183
26.87
0.000
417.18
1.197
0.702
----- ----- 0.471 ----- ----- ----- -----
1.173
End

2/27/23, 9:40 AM
NORTH
AMERICAN
GREEN
SPILLWAY ANALYSIS
> > > Grass Spillway
Name
Grass Spillway
Discharge
117.08
Peak Flow Period
2
Channel Slope
0.05
Channel Bottom Width
30
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%
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/
Straight
117.08 cfs
7.49 ft/s
0.51 ft
0.028
8.5 Ibs/ft2
1.6 Ibs/ft2
5.32
STABLE F
P300
Unvegetated
Underlying
Straight
117.08 cfs
7.49 ft/s
0.51 ft
0.028
5.68 Ibs/ft2
1.55 Ibs/ft2
3.66
STABLE F
Substrate
Shoremax w/
Straight
117.08 cfs
6.31 ft/s
0.61 ft
0.037
14 Ibs/ft2
1.89 Ibs/ft2
7.4
STABLE F
P300 Reinforced
Vegetation
Underlying
Straight
117.08 cfs
6.31 ft/s
0.61 ft
0.037
8.5 Ibs/ft2
1.82 Ibs/ft2
4.66
STABLE F
Substrate
https://ecmds.com/project/l 51829/spillway-analysis/240539/show 1 /1

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Pond No. 1 - BMP Pond
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 415.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 415.00
71,000
0
0
0.50 415.50
75,135
36,534
36,534
1.00 416.00
77,720
38,214
74,748
2.00 417.00
82,930
80,325
155,073
2.10 417.10
83,455
8,319
163,392
3.00 418.00
87,800
77,065
240,457
4.00 419.00
91,825
89,813
330,269
5.00 420.00
95,910
93,868
424,137
6.00 421.00
100,055
97,983
522,119
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
4.50
0.00
0.00
Crest Len (ft)
= 6.00
10.00
30.00
0.00
Span (in)
= 24.00
4.50
0.00
0.00
Crest El. (ft)
= 417.10
418.50
420.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 415.00
415.00
0.00
0.00
Weir Type
= Rect
Broad
Broad
---
Length (ft)
= 37.00
0.50
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 1.08
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
Stage (ft)
6.00
41111
4.00
c m
►41I17
191I11
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
421.00
419.00
418.00
CliVtell]
Cy[ -mile]
0.00 ' 1 1 1 1 1 1 1 1 1 1 1 1 1' 415.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0
Total Q Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.507
2
750
46,718
------
------
------
BMP Pre -Developed
2
SCS Runoff
94.73
2
718
190,968
------
------
------
BMP Post -Developed
3
Reservoir
0.704
2
1444
155,415
2
417.09
162,778
Post Through Pond
5
SCS Runoff
0.510
2
360
3,531
------
------
------
BMP Post -Developed
6
Reservoir
0.006
2
368
1,494
5
415.05
3,507
1.0-in Storm Thru Pond
Wet Pond -(Ashley Heights) - 3.gpw
Return Period: 1 Year
Monday, 02 / 27 / 2023

Hydrograph
Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 3.507 cfs
Storm frequency
= 1 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 46,718 cuft
Drainage area
= 62.660 ac
Curve number
= 54.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 31.90 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Pre -Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 62.660 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP Post -Developed
Hyd. No. 2 -- 1 Year
Monday, 02 / 27 / 2023
= 94.73 cfs
= 718 min
= 190,968 cuft
= 72.9
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.704 cfs
Storm frequency
= 1 yrs
Time to peak
= 1444 min
Time interval
= 2 min
Hyd. volume
= 155,415 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 417.09 ft
Reservoir name
= BMP Pond
Max. Storage
= 162,778 cuft
Storage Indication method used.
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
20.00
Post Through Pond
Hyd. No. 3 -- 1 Year
1200 1800 2400
Hyd No. 2
3000 3600 4200 4800 5400
Total storage used = 162,778 cuft
6000v vv
Time (min)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 5
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 0.510 cfs
Storm frequency
= 1 yrs
Time to peak
= 360 min
Time interval
= 2 min
Hyd. volume
= 3,531 cuft
Drainage area
= 62.660 ac
Curve number
= 72.9
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
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
BMP Post -Developed
Hyd. No. 5 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0 60 120 180 240 300 360 420
— Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.006 cfs
Storm frequency
= 1 yrs
Time to peak
= 368 min
Time interval
= 2 min
Hyd. volume
= 1,494 cuft
Inflow hyd. No.
= 5 - BMP Post -Developed
Max. Elevation
= 415.05 ft
Reservoir name
= BMP Pond
Max. Storage
= 3,507 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
n nn
0 600 1200 1800 2400 3000 3600 4200 4800 5400
— Hyd No. 6 Hyd No. 5 Total storage used = 3,507 cuft
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
6000
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
11.24
2
738
93,011
------
------
------
BMP Pre -Developed
2
SCS Runoff
140.37
2
718
280,756
------
------
------
BMP Post -Developed
3
Reservoir
3.489
2
948
241,678
2
417.37
186,594
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
415.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Ashley Heights) - 3.gpw
Return Period: 2 Year
Monday, 02 / 27 / 2023

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 62.660 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.71 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP Pre -Developed
Hyd. No. 1 -- 2 Year
Monday, 02 / 27 / 2023
= 11.24 cfs
= 738 min
= 93, 011 cuft
= 54.6
= 0 ft
= 31.90 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 62.660 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.71 in
Storm duration
= 24 hrs
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 02 / 27 / 2023
= 140.37 cfs
= 718 min
= 280,756 cuft
= 72.9
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.489 cfs
Storm frequency
= 2 yrs
Time to peak
= 948 min
Time interval
= 2 min
Hyd. volume
= 241,678 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 417.37 ft
Reservoir name
= BMP Pond
Max. Storage
= 186,594 cuft
Storage Indication method used.
Post Through Pond

Hydrograph Summary Report
15
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
51.23
2
736
272,911
------
------
------
BMP Pre -Developed
2
SCS Runoff
277.73
2
716
560,727
------
------
------
BMP Post -Developed
3
Reservoir
21.83
2
752
520,615
2
418.45
281,049
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
415.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Ashley Heights) - 3.gpw
Return Period: 10 Year
Monday, 02 / 27 / 2023

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 62.660 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.45 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP Pre -Developed
Hyd. No. 1 -- 10 Year
Monday, 02 / 27 / 2023
= 51.23 cfs
= 736 min
= 272,911 cuft
= 54.6
= 0 ft
= 31.90 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1
" ' ' ' ' ' ' I% ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 62.660 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.45 in
Storm duration
= 24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP Post -Developed
Hyd. No. 2 -- 10 Year
Monday, 02 / 27 / 2023
= 277.73 cfs
= 716 min
= 560,727 cuft
= 72.9
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 1 1 1­W�_ ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 21.83 cfs
Storm frequency
= 10 yrs
Time to peak
= 752 min
Time interval
= 2 min
Hyd. volume
= 520,615 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 418.45 ft
Reservoir name
= BMP Pond
Max. Storage
= 281,049 cuft
Storage Indication method used.
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00
0 600
— Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
:M
40.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 2 Total storage used = 281,049 cult

Hydrograph Summary Report
21
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
145.93
2
734
664,200
------
------
------
BMP Pre -Developed
2
SCS Runoff
520.17
2
716
1,062,942
------
------
------
BMP Post -Developed
3
Reservoir
117.08
2
724
1,022,026
2
420.89
511,198
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
------
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
415.00
0.000
1.0-in Storm Thru Pond
Wet Pond -(Ashley Heights) - 3.gpw
Return Period: 100 Year
Monday, 02 / 27 / 2023

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 62.660 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.21 in
Storm duration
= 24 hrs
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 02 / 27 / 2023
= 145.93 cfs
= 734 min
= 664,200 cuft
= 54.6
= 0 ft
= 31.90 min
= Type II
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 520.17 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,062,942 cuft
Drainage area
= 62.660 ac
Curve number
= 72.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
0.00 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

Hydrograph
Report
24
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Monday, 02 / 27 / 2023
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 117.08 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 1,022,026 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 420.89 ft
Reservoir name
= BMP Pond
Max. Storage
= 511,198 cuft
Storage Indication method used
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
J 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 — Hyd No. 2 Total storage used = 511,198 cult

OF CONCENTRATION
ng Conditions DA
OPEN CHANNEL
SHALLOW CONIC FLOW:
FLOW:
TOTAL
SHEET FLOW:
SEGMENT1
Manning's Equation:
Tc = (0.007ml-y0.8)/(P2"0.5)(s"0.4)
2-year24-hr
�SEGMENTI
Tc = L / 60'V
V = 1.49R21IS112/ n
Basin Comments
Length Elev1 Elev2 Slope
Rainfall Depth Manning's
T'
Length Elev2 Elev3
Slope
Condition
Vavg
T12
Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V
T�,
T­ IL
Tc(minimum) Tlag Basin
fl fl/fl
TP-40 in
fl
flAt
TR-55 Fig. 3-1
fl/sec
Flow Area (fl-2) (fl fl fl fl/fl (fps)
10 min 0.67c hrs
1
100 463.1 459.4 0.037
3.71 0.24
10.36
2647 459.4 418
0.01564
Unpaved
2.05
21.52
31.88
31.88 0.32 1