SW6210302_Report (SW)_20210323

Sform wafer Mcnagemenf Reporf
March 17, 2021
Utility Improvements to Serve�MAL
Maxwell Ridge `I�,Y
Calloway Road
ll/fffl�is�
Hoke County, NC
Prepared for:
Double D Engineering, PLLC
150 S. Page Street
Southern Pines, NC 28387
910-684-8646
Prepared by:
Triangle Site Design, PLLC
4004 Barrett Drive, Suite 101
Raleigh, NC 27609
[phone]
License#P-0619
TRIANGLE
S I T E D E S I G N

TABLE OF CONTENTS
OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUC
NOAA POINT PRECIPITATION FREOUENCY ESTIMATES
SHWT REPORT
WATER QUANTITY -INFILTRATION BASIN
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 calculations for the proposed residential
development Maxwell Ridge on Calloway Road in Hoke County. The project site is currently
un—developed wooded area. The proposed site consists of 14.237 ac and approximately
2.437 ac will be disturbed as part of this project for the construction of the site
improvements.
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 existing stream or wetland features on the proposed property,
The proposed
storm water management facility
(infiltration
basin) outlined in this report have
been designed
for post —development peak attenuation
to treat the impervious areas of the
development.
The infiltration basin is designed
to capture
a drainage area of 9,81 ac with
an impervious
area of 2.21 ac. The balance of
the site is
wooded and will by—pass the
proposed SCM.
The SCM is designed to treat a
1.0" storm
event.
Soils
The County Soils Survey indicates that Autryville Loamy Sand, Blaney Loamy Sand and
Vaucluse Loamy Sand soils are present on the site.

FIGURES

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Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name Rating
Acres in AOI
Percent of AOI
AuA
Autryville loamy sand, 0 A
to 2 percent slopes
5.1
33.8%
BaB
Blaney loamy sand, 2 to C
8 percent slopes
2.1
13.6%
BaD
Blaney loamy sand, 8 to
15 percent slopes
C
1.5
9.7%
VaB
Vaucluse loamy sand, 2
to 8 percent slopes
C
6.5
42.9%
Totals for Area of Interest
15.1
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 3/16/2021
1011111111111 Conservation Service National Cooperative Soil Survey Page 3 of 4

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Surface Water classifications:
Stream Index:
Stream Name:
Description:
Classification:
Date of Class
What does this
Class. mean-,
River Basin_
Zoom to
4
5
14-2-14
Quewhiffle Creek
From source to
Drowning Creek
C
November 34 1963
Lumber
P'Ckler
,, Dr
••• 1
Kearns Ln
y�.

IL
fr
40
12-D!Ot HUC (Subwatershed)
12-Digit Name:
Quewhiffle Creek
12-Digit Code:
030402030205
IG-Digit Name:
Lower Drowning Creek
10-Digit Code:
0304020302
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9/1/2020 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA*
Latitude: 34.99010, Longitude:-79.1321' 7%&
Elevation: 205.79 ft***source: ESRI Maps+
- source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin, B, Lin, T. Parcybok, M Yekta, and D Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based
point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average
recurrence interval (years)
�17trratiorl
000 10
25 50 100 200
5{rtin
0. 99
60
0,396 tZ 48
❑- i7 569
0 0 664
4-&fl 733
.668 p 817
071
76180 934
0.8fY2 0 989EEM1.
10{nln
0.695
0-632.0769
❑ 747 0 909
0-872--100&
.962--16-17
1-07-I1830
MI(O
1.
(1 21-31.49
1,2741357
1.35--1?6
1 405975
15{rtin
0.869
1.03
1.21
1.34
1.50
1.61
1.71
1.80
1.92
2.00
0 790-0-962
0-939-1-14
1.10-1.35
1.22-1-48
7-5-1-65
7 45=1 77
1.53.1-88
1-61-1-98
1.69-2.11
1 75-220
1.43
1.73
1.95
2.22
2.42
2.62
2.81
3.05
3.24
30{ninF(I
.19
8-1.32
t1 30-1:5&}
(1.57-1 91)
(1 76-2.15
(2 00-2.44)
2 18-2.66
{2.34 2.8
(2-50-3.08)
2.70-3-35]
60{rtln-37
41964
(1 637998)
2012 -45
2.30--2290
66.3.25
2 95.3.51
3.23 336
7_5
3.094.32
3-B7 4881
4.1575-19
2-hr
6
1 56 1395
1.89-2-36
2-37-2,96
2 74 3542
22-4 05
3.61 4 55
3.99 5 05
4,3795.56
4. 8-6-26
5. -6.82)
3-hr
(1 652 07)
(2- 02250)
1 t2 23.1e}
I a93.3 68]
1 (3.49.4.40)
1 (3.94-4-99)
5 t4.39-80
4-86-6.24
5-5147.15]
6,020689
8-hr
1 8-12 44
2AO-2,95
3.02 3573
3: 24 35)
(4.205 22
4 7535.93
5-32 6,58
5.9077..46]
(6 71 8,59
(7 5 93511
2.5
77-56471
47615)
26
12-hr
88
33 2
2-82-3,49
3-574.43
4. 65619
5. 26 26
(5. 0
6 1 8310
7. 5 -9 12
8 9-610.6
(9.02- 1 8
3.
771
24-hr
2 20328
(34163.97
(4, 2 5.04
5-04-5.88
-- 6.01`7305
6. 047.98
7.60 8,96
8.43 996
9-56-11.4
10-4- 2.5
2{lay
3 28 3279
3-964557
4.985575
5 8 9369]
6.8747398
7. 4 9002]
1 (8-62--10-1)
(9.531.2)
1(10 8-182.83
1118-14.0
3�ay
(3 0-4 01
4-21 41B3
5.28 6404)
6 9.77..00)
22.8.33
8.181 9839
9 03--10-5
(9.96111:6
71 2-13-
12 2-4.5
4�ay
7�iay
3.96
3 72-423
(4 31 4
192)
4.77
4.47.5-09
(5 6 5-89)
5.93
5-55.6.33
(6-337825]
6.86
G-40.7 31
(7.2G 8832)
8.14
7 57-8 57
(B-51 9678)
9.16
8 49.9.76)
t9 510-131.q)
10.2
9 43-10.9
(10 5- 2 2)
11.3
10.4-12.1
11 6-13.4
12.8
11.7-13.
1310-15.2)
14.0
12 7-14.9
14 15 6-5
10 day
8
6
3
1
4.97 561
.93-6 570
6 8 7 .1p
8: 919
9- 1010
10 4-121.8
11 4-13,❑
4 12
4-.2
1318-15;a
14.8-17 2
7.12
8.44
10.0
11.3
14.3
15.7
17.0
18.9
20.3
20�ay
6.72-7.58
1-97-8-96
9-47-10.7]
10-6.12.❑
�13.0
[1_ 2 13.8]
13-4-15-2
14 6-16.7]
15.9-18,1
17 5-20 1
18.8.21.7
30 day
(8. B 953
9.88--141 1
11 6-12.9
1218- 4.4
1415-6-3
15-t8--187.8
17 18 9 3
1$ 3-20.8
0.0, 2-7
21-2. 4-3
45�ay
10.6-121.8)
(12-5-13-9)
143-16.0
1516--17-$)
L17-6-19.7.
19-0-21-3)
1 (20_3. 2.8)
1 (216324.4
23-a 6-4)
(24z6--2 .0)
5.7
11.7
2324.6
0
60�Jay
1213 4 1}
7419--1s-5)
7,0- 8-8
1a-5.20.6
202fi 2.9
23.S26.3
25os27:9
2628-301
2530
r
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 Tog
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=34.9901 Won =-79.1321 &data=depth&units=english&series=pds 1/4

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
February 6, 2021
Re: Seasonal High -Water Table Identification and Soil Infiltration Rates: Maxwell Ridge; Hoke County
NC Parcels (Altparno) 10034 and 10035 (Calloway Road)
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 Stornni,ater 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 a chroma of 2 or less (in Munsell color
notation) in mottles or the horizon matrix. 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 Kk„
Soils evaluated on this property are typical of those within the Blaney Loamy Sand series (BaB, BaD) and
the Vancluse Loamy Sand series (VaB). These soil series consist of deep, well drained soils with varying
rates of permeability. Infiltration rates were measured to determine if soil conditions were suitable for the
installation of stormwater infiltration trenches. Infiltration rates were measured using a Johnson Constant
Head Permeameter. Measurements were recorded at varying intervals until equilibrium was reached.
A summary of observations within the proposed Stormwater BMP Device is shown in the table below.
BMP Device Site #1
SHWT
Munsell Color
Ksat
Ksat
(inches below
Notation
(48"; SL/SCL
(78"; SCL/SC)
round surface)
Transition
84"(7') (SHWT
2.5Y 8/1
6" / hour
.8" / hour
elevation 344')
2.5Y 7/1
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

Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
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

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WATER QUANTITY -INFILTRATION BASIN

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name
2 Project Area (ac)
3 Coastal Wetland Area ac
4 Surface Water Area (ac)
5 1 Is this project High or Low Density?
6 Does this project use an off -site SCM?
lity Improvements to Serve Maxwell
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided (feet)
30
8
Will the ve etated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d ?
No
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
_11
Infiltration System
1
12
Bioretention Cell
0
0
13
Wet Pond
14
Stormwater Wetland
0
15 1
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
0
26 1
Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Organization:
Street address:
City, State, Zi :
Phone number(s):
Email:
Matt Lowder, PE
Triangle Site Design, PLLC
28
29
4004 Barrett Drive Suite 101
30
Raleigh, NC 27609
31
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.
CI
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4Siq,.tu,e.f Designer
Date
5/(7 1 -)-

DRAINAGE AREAS
1
1 Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
1
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
4
Type of SCM
-
Infiltration Basin
5
Total drainage areas .ft
427388
427388
6
Onsite drainage area (sq ft
427388
427388
7
Offsite drainage areas ft
8
Total BUA in project (sq ft
96311 sf
96311 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
10
New BUA not on subdivided lots (subject to
permitting) (sf)
11
^
Offsite BUA s ft
12
Breakdown of new BUA not on subdivided lots:
Parkin sq ft
- Sidewalk (sq ft
3805 sf
3805 sf
- Roof (sq ft
64000 sf
64000 sf
Roadway s ft
28506 sf
28506 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)
15[permitting)
Existing BUA that will remain (not subject to
sq ft)
_
16
1 Existing BUA that is already permitted (sq ft)
17
1 Existina BUA that will be removed (sq ft)
_
18
Percent BUA
23%
19
Design storm inches
1.0 in
20
Desi n volume of SCM cu ft
9004 cf
21
Calculation method for design volume
Simple Method
ADDITfONAL INFORMATION
22
Please use this space to provide any additional information about the
[drainage area(s):

INFILTRATION SYSTEM
F2
1 Drainage area number 1
Minimum required treatment volume (cu ft) 9004 c
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
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC 9 ?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Is there an O&M Plan that complies with General MDC (12)?
Yes
r15
16
Does the SCM follow the devices ecific MDC?
Yes
17
Was the SCM desioned by an NC licensed arofessional?
Yes
18 1 Proposed slope of the subgrade surface (%) 0%
19 jAreterraces or bafflesprovided? No
20 1 Type of pretreatment: Forebay
snlls Data
21
Was the soil investigated in the footprint and at the elevation of the
infiltrations stem?
Yes
22
SHWT elevation (fmsl)
344.00
23
De th to SHWT per soils report (in)
84.00
24
Ground elevation at boring in soils report (fmsl)
351.00
25
1 Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet?
Yes
26
ISoil infiltration rate (in/hr)
6.00
27 IFactor
of safe (FS) (2 is recommended)-
2.00
Elevations
29 Bottom elevation (fmsl)
347 ft
30 Stora a elevation fmsl
349. ft
31 Bypass elevation (fmsl)
351.7 ft
For Basins On!
32
1Bottom surface area(ft)5205
ft
33
IStorage elevation surface area(ft)
8660. 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 ort been provided?
Volumes/Drawdown
44 Design volume of SCM cu ft)
9004 cf
45 1 Time to draw down hours 72 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about the
infiltration system(s):
Infiltration 1 8:57 AM 3/17/2021

oar e '
--f q A

Infiltration Basin Design
Site Information
Sub Area Location:
Drainage To Infiltration Basin
Drainage Area (DA) =
9.81 Acres 427388 sf
Impervious Area (IA) =
11
2.21 Acres 963sf
Percent Impervious (1) =
22.5 %
Required Water Quality Volume
Design Storm = 1 inch
Determine Rv Value = 0.05 + .009 (1) = 0.25 in/in
Water Quality Volume = 0.207 ac-ft
Water Quality Volume = 9,004 cf
Water Quality Volume = 0.253 inches of runoff
NOAA 1 ear, 24-hour event = 3,07 inches
Minimum Surface Area
SA =
(12"FS"DV)/(K*T)
Factor of Safety (FS) =
2
Design Volume (DV) =
9004.1 cf
Hydraulic Conductivity of Soil =
6.00 in/hr
Max Dewatering Time =
72 hours
SA =
500.2 sf

Triangle Site Design, PLLC
Maxwell Ridge, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #1
Drainage Area (acres): 9.81
Existing Soil Groups:
soil Grouo Map Symbol Soil Description
Acres
Percent of DA
A AuA Autryville Loamy Sand
3.08
31%
C BaB Blaney Loamy Sand
1.01
10%
C BaD Blaney Loamy Sand
1.33
14%
C VaB Vaucluse Loamy Sand
4.39
45%
Existing Land Uses:
Land Use Description Exisfino Soil Groyp Acres
Curve #
WeOhled CN
Wooded - Good Stand A 3.08
50
15.7
Wooded - Good Stand C 6.73
70
48.0
Cumulative Curve # =
63.7

Triangle Site Design, PLLC
Maxwell Ridge, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions to Infiltration Basin #
Drainage Area (acres Z 9.81
Existing Soil Groups:
Soil Grouo Map Svmbol
Soil Description
Acres
Percent of DA
A AuA
Autryville Loamy Sand
3.08
31%
C BaB
Blaney Loamy Sand
1.01
10%
C BaD
Blaney Loamy Sand
1.33
14%
C VaB
Vaucluse Loamy Sand
4.39
45%
Proposed Land Uses:
Land Use Description
Existing Soil Group Acres
Curve #
Weighted CN
Impervious Area -Residential Lots
A/C 1.47
98
14.7
Impervious Area-Sidewalk/Road
A/C 0.74
98
7.4
Wooded - Good Stand
A 2.30
50
11.7
Wooded - Good Stand
C 5.30
70
37.8
Cumulative
Curve # =
71.6

Impervious Area Summary
Impervious Area to Wet Pond
SF
Acres
Road
28,506
0.654
Sidewalk
3,805
0.087
Lots (1-16) (@4,00sf/Lots)
64,000
1.469
IA
i 96,311
i 2.21

1 I '
TOP OF EYRWKYENf
ElEV=353.0.
1 rr r/
GRASS SPILLWAY Yl
REFER O DETAJL
TM S SHEET
I
YANAGEHTEER / t w//
EASEMENT
•J / OBSERVATION WILL
Lh
p
C31*
T /
rIr 11
I 1
GRAPHIC SCALE
30 15 37
1 INCH = 30 FEET
PLAN VIEW

' STAGE/STORAGE TABLE
INFILTRATION BASIN
STAGE
ELEVATION
CONTOUR
INCREMENTAL
TOTAL
(FT)
i (FT) _
AREA (�F
_STORAGE (CJ
STORAGE (CFS
0.0
347.0
5205
0
0
1.0
348.0
6905
6055
6055
2.0
349.0
8660
7783
13838
3.0
350.0
10470
9565
23403
4.0
351.0
12340
11405
34808
5.0
352.0
14265
13303
48110
6.0
353.0
16245
15255
63365
STORMWATER MANAGEMENT DESIGN
INFILTRATION BASIN
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
LUMBER
QUEWHIFFLE CREEK
14-2-14
C
03040203
POND DESIGN SUMMARY
DRAINAGE AREA TO POND:
9.81 ACRES
SITE IMPERVIOUS AREA TO POND: 2.21 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 2.21 ACRES
PRE -DEVELOPED POST -DEVELOPED
DRAINAGE AREA: 9.81 AC 9.81 AC
CURVE NUMBER: 63.7 71.6
INFILTRATION RATE: 6.0 IN/HR
1.0" STORM EVENT:
0.062
CFS
1-YEAR STORM EVENT:
3.117 CFS
13.24
CFS
2-YEAR STORM EVENT:
6.083 CFS
20.14
CFS
10-YEAR STORM EVENT:
16.84 CFS
41.65
CFS
100-YEAR STORM EVENT:
37.84 CFS
80.58
CFS
POST DEVELOPED
THROUGH POND
0.000 CFS
0.000 CFS
0.000 CFS
0.000 CFS
51.14 CFS

L1
-
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8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066 Wednesday, Mar 17, 2021
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 51.14 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 56,030 cuft
Inflow hyd. No.
= 2 - SCM Past -Developed
Reservoir name
= BMP Pond
Max. Elevation
= 352.73 ft
Max. Storage
= 58,616 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table
( Printed values - 1.00% of Op.)
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A
Wr B Wr C Wr D
Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs
cfs
cfs
11.93
80.58 <<
352.07
-----
------ --- --- 11.80
----- -- -----
2.001
11.80
11.97
79.19
352.49
-----
----- ---- _- 36.68
----- - -- _---
2.117
36.68
12.00
62.90
352.69 <<
_---
-_--- ----- ----- 51.14
----- ----
2.171
51.14 <<
12.03
39.93
352.68
-----
----- ----- ----- 50.27
----- ----- -----
2.167
50.27
12.07
22.13
352.55
-----
----- ----- ----- 40.59
----- ----- -----
2.132
40.59
12.10
13.80
352.39
-----
----- ----- ----- 30.07
--- ----- -----
2.090
30.07
12.13
11.36
352.27
-----
----- ----- ----- 22.43
----- ----- -----
2.055
22.43
12.17
10.89
352.18
-----
----- ----- ----- 17.55
----- ----- -----
2.032
17.56
12.20
10.45
352.13
-----
----- ----- ----- 14.52
----- ----- ----
2.016
14.52
12.23
10.01
352.08
-----
----- ----- ----- 12.45
--- ----- -----
2.005
12.45
12.27
9.562
352.05
-----
----- --- ----- 11.02
----- ---- ---
1.996
11.02
12.30
9.111
352.03
-----
----- ----- ----- 9.889
----- ----- -----
1.989
9.889
12.33
8.656
352.01
-----
----- ---- -- 8.970
----- ----- -----
1.984
8.970
12.37
8.199
351.99
-----
----- ----- ----- 8.204
----- ----- -----
1.979
8.205
12.40
7.738
351.97
-- --
----- ----- ----- 7.543
----- ---- - ---
1.974
7.544
12.43
7.275
351.96
-__
----- ----- ----- 6.943
--- -- -- -_--
1.970
6.944
12.47
6.810
351.94
-----
----- ----- -- 6.385
----- ----- -----
1.966
6.385
12.50
6.342
351.93
5.855
----- ----- ----
1.963
5.856
12.53
5.909
351.92
-----
----- ----- ----- 5.350
----- ----- -----
1.959
5.351
12.57
5.586
351.91
-----
----- ----- --- 4.884
----- ----- -----
1.956
4.884
12.60
5.384
351.90
---
----- --- -- 4.515
--- ----- -----
1.953
4.515
12.63
5.256
351.89
-----
----- ----- -- 4.240
----- ----- -----
1.951
4.241
12.67
5.152
351.88
--_--
----- ----_ ----- 4.005
----- ----- -----
1.949
4.005
12.70
5.048
351.87
-----
----- ----- ----- 3.801
----- ---- -----
1.947
3.801
12.73
4.943
351.87
-----
----- ----- ----- 3.622
----- ----- -----
1.945
3.622
12.77
4.838
351.86
-----
----- ---- ----- 3.460
----- ----- -----
1.944
3.460
12.80
4.733
351.86
-----
----- ----- ----- 3.313
----- ----- -----
1.943
3.313
12.83
4.627
351.85
-----
----- ----- ----- 3.175
--- ----- -----
1.941
3.175
12.87
4.521
351.85
-----
----- ----- ----- 3.046
----- ----- -----
1.940
3.046
12.90
4.415
351.84
-----
----- --w- ----- 2.922
---- ----- -----
1.939
2.922
12.93
4.308
351.84
-----
----- ----- ----- 2.802
----- ----- -----
1.938
2.803
12.97
4.201
351.83
-----
----- ----- ----- 2.687
----- ----- -----
1.937
2.687
13.00
4.094
351.83
-----
----- ----- ----- 2.573
----- --- ----
1.936
2.573
13.03
3.991
351.83
-----
----- ----- ----- 2.462
----- ----- -----
1.935
2.462
13.07
3.904
351.82
-----
----- ----- --- 2.355
----- ----- -----
1.934
2.355
13.10
3.834
351.82
----
- --- ----- 2.255
----- ----- -----
1.933
2.254
13.13
3.773
351.82
-----
----- ----- ----- 2.163
----- ----- -----
1.932
2.163
13.17
3.716
351.81
-----
----- ----- ----- 2.079
----- ----- -----
1.932
2.079
13.20
3.659
351.81
-----
----- _---- ----- 2.002
----- ----- -----
1.931
2.002
13.23
3.601
351.81
-----
----- ----- ----- 1.930
----- ----- -----
1.930
1.930
Continues on next page...

9
Post Through SCM
Hydrograph Discharge Table
Time Inflow Elevation
(hrs) cfs ft
13.27
3.544
351.81
13.30
3.486
351.81
13.33
3.428
351.80
13.37
3.370
351.80
13.40
3.312
351.80
13.43
3.254
351.80
13.47
3.196
351.79
13.50
3.137
351.79
13.53
3.081
351.79
13.57
3.029
351.79
13.60
2.983
351.78
13.63
2.940
351.78
13.67
2.899
351.78
13.70
2.857
351.78
13.73
2.815
351.77
13.77
2.773
351.77
13.80
2.732
351.77
13.83
2.690
351.76
13.87
2.648
351.76
13.90
2.606
351.76
13.93
2.563
351.76
13.97
2.521
351.75
14.00
2.479
351.75
14.03
2.440
351.75
14.07
2.409
351.75
14.10
2.387
351.74
14.13
2.371
351.74
14.17
2.356
351.74
14.20
2.342
351.74
14.23
2.328
351.74
14.27
2.314
351.73
14.30
2.299
351.73
14.33
2.285
351.73
.End
Clv A
Clv B
Clv C
PfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
Outflow
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
-----
-----
-----
-----
1.861
-----
-----
-----
1.930
1.861
-----
-----
-----
-----
1.795
-----
-----
-----
1.929
1.795
-----
-----
-----
--
1.732
-----
-----
-----
1.929
1.731
1.669
-----
-----
-----
1.928
1.669
-_--
-----
-----
----
1.624
-----
-----
----
1.927
1.624
-----
-----
-----
-----
1.587
-----
--
-----
1.927
1.587
--
--
--
--
1.547
-----
-----
-----
1.926
1.547
-----
-----
-----
-----
1.505
-----
-----
-----
1.925
1.505
-----
-----
-----
-----
1.461
-----
-----
----
1.925
1.460
1.415
-----
-----
-----
1.924
1.415
- -
-----
-----
-----
1.369
-----
----
----
1.923
1.369
-----
-----
-----
-----
1.323
-----
--- -
-----
1.923
1.323
-----
-----
-----
-----
1.278
---•_
----_
-----
1.922
1.278
-----
-----
___
___--
1.234
-----
-----
-----
1.921
1.234
1.190
-----
-----
---
1.920
1.190
-----
-----
-----
-----
1.146
-----
-----
-----
1.920
1.146
-----
-----
-----
-----
1.103
-----
_-_--
-----
1.919
1.103
----
----
----
----
1.060
-----
---
-----
1.918
1.060
1.017
-----
-----
-----
1.918
1.017
-----
----
----
-----
0.975
-----
-----
-_-._
1.917
0.975
__.._
.....
---
.....
0.932
-----
---
----
1.916
0.932
--
--
---
- --
0.890
-----
-----
-----
1.915
0.890
-----
-----
-- ---
-----
0.848
---_
----
-----
1.915
0.848
-----
-----
-----
-----
0.806
-----
-----
-
1.914
0.806
-----
-----
-----
-----
0.765
---
-----
-----
1.913
0.765
----
-----
---
----
0.727
-----
-----
-----
1.913
0.726
-----
-----
-----
-----
0.690
-----
-----
-----
1.912
0.690
-----
-----
-----
-----
0.658
-----
-----
-----
1.912
0.657
-----
0.627
- --
----
-----
1.911
0.627
-----
-----
-----
-----
0.599
-----
-----
-_---
1.911
0.599
-----
-----
-----
-----
0.573
-----
-----
----
1.910
0.573
-----
-----
----
---
0.549
-----
-----
-----
1.910
0.549
-----
-----
-----
-----
0.526
-----
-----
-----
1.910
0.526
9,33 - 103

3/17/2021
NORTH
AMERIC►o1N
GREEN'
SPILLWAY ANALYSIS
> > > Grass Spillway,
ECMDS 7.0
Name
Grass Spillway
Discharge
51.2
Peak Flow Period
2.5
Channel Slope
0.5
Channel Bottom Width
20
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%
North American Green
5401 St. Wend el -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Shoremax w/
Straight
51.2 cfs
13.75 ft/s
0.19 ft
0.025
8.5 Ibs/ft2
5.81 Ibs/ft2
1.46
STABLE F
P550
Unvegetated
Underlying
Straight
51.2 cfs
13.75 ft/s
0.19 ft
0.025
8.05 Ibs/ft2
5.71 Ibs/ft2
1.41
STABLE F
Substrate
Shoremax w/
Straight
51.2 cfs
14.09 ft/s
0.18 ft
0.024
14 Ibs/ft2
5.66 Ibs/ft2
2.48
STABLE F
P550 Reinforced
Vegetation
Underlying
Straight
51.2 cfs
14.09 ft/s
0.18 ft
0.024
8.5 Ibs/ft2
5.56 Ibs/ft2
1.53
STABLE F
Substrate
https://ecmds.com/project/142852/spillway-analysis/200823/show# 1 /1

Pond Report 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Mar 17, 2021
Pond No. 1 - BMP Pond
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 347.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuff)
0.00
347.00
5,205
0
0
1.00
348.00
6,905
6,055
6,055
2.00
349.00
8,660
7,783
13,838
3.00
350.00
10,470
9,565
23,403
4.00
351.00
12,340
11,405
34,808
5.00
352.00
14,265
13,303
48,110
6.00
353.00
16,245
15,255
63,365
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRsr]
[A]
[B]
[C]
[D]
Rise (in)
Inactive
Inactive
Inactive
Inactive
Crest Len (ft)
= 20.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 351.70
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
Multistage
= 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)
= 6.000 (by
Contour)
Multistage
= n/a
No
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00 8.00
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
16.00 24.00 32.00 40.00 48.00 56.00 64.00
Elev (ft)
353.00
352.00
351.00
350.00
349.00
348.00
347.00
72.00 80.00
Discharge (cfs)

Hydrograph Summary Re p�flow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
16,505
Inflow
hyd(s)
—
Maximum
elevation
(ft)
Total Hydrograph
strge used description
(cuft)
— SCM Pre -Developed
1
3.117
2
732
—
2
SCS Runoff
13.24
2
718
26,925
----•-
-----
-- SCM Post -Developed
3
Reservoir
0.000
2
946
0
2
348.52
10,121 Post Through SCM
5
SCS Runoff
0.062
2
360
342
--
— 1.0 Post -Developed to SCM
6
Reservoir
0.000
2
352
0
5
347.04
211 1.OinPost Through SCM
Wednesday, Mar 17, 2021
Infiltration.gpw
Return Period:
1 Year

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 1
SCM Pre -Developed
Hydrograph type =
SCS Runoff
Peak discharge
= 3.117 cfs
Storm frequency =
1 yrs
Time to peak
= 12.20 hrs
Time interval =
2 min
Hyd. volume
= 16,505 cuft
Drainage area =
9.810 ac
Curve number
= 63.7
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
USER
Time of conc. (Tc)
= 25.20 min
Total precip. =
3.03 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
3.00
2.00
1.00
0.00
0 2 4
-- Hyd No. 1
Cam:
SCM Pre -Developed
Hyd. No. 1 -- 1 Year
Q (cfs)
4.00
K 11
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

M
Wydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 2
SCM Post -Developed
Hydrograph type =
SCS Runoff
Peak discharge
= 13.24 cfs
Storm frequency =
1 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 26,925 cuft
Drainage area =
9.810 ac
Curve number
= 71.6
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
USER
Time of conc. (Tc)
= 5.00 min
Total precip. -
3,03 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
N. IX
. KI
4.00
2.00
0.00
0 2 4
- Hyd No. 2
L
SCM Post -Developed
Hyd. No. 2 -- 1 Year
Q (cfs)
14.00
12.00
10.00
M
. 11
4.00
2.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

4
Hydrograph
Report
Hydraflow, Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 15.77 hrs
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 348.52 ft
Reservoir name
= BMP Pond
Max. Storage
= 10,121 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
14.00
12.00
10.00
M.
M
4.00
2.00
Post Through SCM
Hyd. No. 3 -- 1 Year
4 8 12 16 20 24 28
Hyd No. 3 Hyd No. 2 Total storage used = 10,121 cult
Q (cfs)
14.00
12.00
10.00
More,
. Uff,
4.00
2.00
0.00
32
Time (hrs)

0
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 5
1.0 Post -Developed to SCM
Hydrograph type
= SCS Runoff
Peak discharge
= 0.062 cfs
Storm frequency
= 1 yrs
Time to peak
= 6.00 hrs
Time interval
= 2 min
Hyd. volume
= 342 cuft
Drainage area
= 9.810 ac
Curve number
= 71.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.00 in
Distribution
- SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0.0
1.0 Post -Developed to SCM
Hyd. No. 5 -- 1 Year
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 5
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
7.0
Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
1.OinPost Through SCM
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 5 - 1.0 Post -Developed to SCM
Reservoir name = BMP Pond
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0.0
1.OinPost Through SCM
Hyd. No. 6 -- 1 Year
Wednesday, Mar 17, 2021
Peak discharge = 0.000 cfs
Time to peak
= 5.87 hrs
Hyd. volume
= 0 cuft
Max. Elevation
= 347.04 ft
Max. Storage
= 211 cuft
0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3
Hyd No. 6 Hyd No. 5 ® Total storage used = 211 cuft
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
6.0
Time (hrs)

Hyd ro g ra p h Summary Re p `fiy�raflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 1
SCM Pre -Developed
Hydrograph type =
SCS Runoff
Peak discharge
= 6.083 cfs
Storm frequency =
2 yrs
Time to peak
= 12.17 hrs
Time interval =
2 min
Hyd. volume
= 27,272 cuft
Drainage area =
9.810 ac
Curve number
= 63.7
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
USER
Time of conc. (Tc)
= 25.20 min
Total precip. =
3.67 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 1
SCM Pre -Developed
Hyd. No. 1 -- 2 Year
Q (cfs)
7.00
AMC
5.00
4.00
4M
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 2
SCM Post -Developed
Hydrograph type =
SCS Runoff
Peak discharge
= 20.14 cfs
Storm frequency =
2 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 40,372 cuft
Drainage area =
9.810 ac
Curve number
= 71.6
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
USER
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.67 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
18.00
15.00
12.00
X
M
3.00
0.00
0 2 4
• Hyd No. 2
L
SCM Post -Developed
Hyd. No. 2 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
•10
M
3.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 3
Post Through SCM
Hydrograph type =
Reservoir
Peak discharge
= 0.000 cfs
Storm frequency =
2 yrs
Time to peak
= 19.77 hrs
Time interval =
2 min
Hyd. volume
= 0 cuft
Inflow hyd. No. =
2 - SCM Post -Developed
Max. Elevation
= 349.38 ft
Reservoir name =
BMP Pond
Max. Storage
= 17,459 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 4
— Hyd No. 3
Post Through SCM
Hyd. No. 3 -- 2 Year
8 12 16 20 24 28
Hyd No. 2 ® Total storage used = 17,459 cuft
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
32
Time (hrs)

15
Hydrograph Summary Re p 1-Ipdraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
16.84
2
730
65,067
----•-
SCM Pre -Developed
2
SCS Runoff
41.65
2
718
83,953
------
------
------
SCM Post -Developed
3
Reservoir
0.000
2
800
0
2
351.64
43,302
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
347.00
Year
0.000
Wednesday,
1.0inPost Through SCM
Mar 17, 2021
Infiltration.gpw
Return Period:
10

Hydrograph
Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17,
2021
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 16.84 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 65,067 cuft
Drainage area
= 9.810 ac
Curve number
= 63.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc) = 25.20 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCM Pre -Developed
Q (cfs)
Hyd. No. 1 -- 10 Year
Q (cfs)
18.00
18.00
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00
-
0.00
0 2 4 6 8 10 12 14 16
18 20 22 24 26
Hyd No. 1
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO2009 byAutodesk, Inc. v6.066
Hyd. No. 2
SCM Post -Developed
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 2 min
Drainage area
= 9.810 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.45 in
Storm duration
= 24 hrs
40.00
30.00
20.00
10.00
2 4 6 8
Hyd No. 2
SCM Post -Developed
Hyd. No. 2 -- 10 Year
17
Wednesday, Mar 17, 2021
Peak discharge = 41.65 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 83,953 cuft
Curve number
= 71.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
50.00
40.00
�41�k
20.00
10.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

18
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 10 yrs
Time to peak
= 13.33 hrs
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 351.64 ft
Reservoir name
= BMP Pond
Max. Storage
= 43,302 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
40.00
30.00
20.00
10.00
0.00
0.0 2.0
— Hyd No. 3
Post Through SCM
Hyd. No. 3 -- 10 Year
4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 2 Total storage used = 43,302 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
18.0
Time (hrs)

21
Hydrograph Summary Rep ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
37.84
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
140,045
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
description
SCM Pre -Developed
1
2
728
------
2
SCS Runoff
80.58
2
716
164,263
— --
------
------
SCM Post -Developed
3
Reservoir
51.14
2
720
56,030
2
352.73
58,616
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
347.00
0.000
Wednesday,
1.0inPost Through SCM
Mar 17, 2021
Infiltration.gpw
Return Period:
100
Year

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 1
SCM Pre -Developed
Hydrograph type =
SCS Runoff
Peak discharge
= 37.84 cfs
Storm frequency =
100 yrs
Time to peak
= 12.13 hrs
Time interval =
2 min
Hyd. volume
= 140,045 cuft
Drainage area =
9.810 ac
Curve number
= 63.7
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
USER
Time of conc. (Tc)
= 25.20 min
Total precip. =
8.31 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (Cfs)
40.00
20.00
10.00
SCM Pre -Developed
Hyd. No. 1 -- 100 Year
2 4 6 8 10 12 14
Hyd No. 1
Q (cfs)
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
23
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Wednesday, Mar 17, 2021
Hyd. No. 2
SCM Post -Developed
Hydrograph type -
SCS Runoff
Peak discharge
= 80.58 cfs
Storm frequency =
100 yrs
Time to peak
= 11.93 hrs
Time interval =
2 min
Hyd. volume
= 164,263 cuft
Drainage area =
9.810 ac
Curve number
= 71.6
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method
USER
Time of conc. (Tc)
= 5.00 min
Total precip. =
8.31 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (Cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
2 4 6 8
Hyd No. 2
SCM Post -Developed
Hyd. No. 2 -- 100 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)

24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through SCM
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Time interval =
2 min
Inflow hyd. No. =
2 - SCM Post -Developed
Reservoir name =
BMP Pond
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0
Post Through SCM
Hyd. No. 3 -- 100 Year
Wednesday, Mar 17, 2021
Peak discharge = 51.14 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 56,030 cuft
Max. Elevation
= 352.73 ft
Max. Storage
= 58,616 cuft
2.0 4.0 6.0 8.0 10.0 12.0 14.0
Hyd No. 3 - Hyd No. 2 ® Total storage used = 58,616 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16.0
Time (hrs)

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