SW6210201_Ryan's Run_Calculations_20210416

Storm water Management Report
April 14, 202 1
Ryan's Run
Calloway Road
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
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SEAL
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TABLE OF CONTENTS
OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUC
NOAA POINT PRECIPITATION FREQUENCY ESTIMATES
SHWT REPORT
WATER QUANTITY -INFILTRATION BASIN #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 -INFILTRATION BASIN #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

OVERVIEW
This report contains the storm water management calculations for the proposed residential
development Ryan's Run on Calloway Road in Hoke County. The project site is currently
un—developed wooded area. The proposed site consists of 35.777 ac and approximately
8.474 ac will be disturbed as part of this project for the construction of the site
improvements. There is approximately 1.524 acres of surface water area which results in
approximately 34.253 acres of total project area.
The majority of the proposed site is located in Flood Zone `X' as shown on FEMA FIRM
Panel 3710848600J with an effective date of 10/17/06. The northern portion of the
proposed site (approximately Lots 22-29) is adjacent to Flood Zone `AE' with a base flood
elevation of 299.95 feet as shown on FEMA FIRM Panel 3710848600J 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 facilities (two infiltration basins) outlined in this
report have been designed for post —development peak attenuation to treat the impervious
areas of the development. Infiltration Basin#1 is designed to capture a drainage area of
22.50 ac with an impervious area of 5.57 ac. Infiltration Basin#1 is designed to receive
existing off —site impervious areas along Calloway Road, 0.56 ac out of the 5.57 ac.
Infiltration Basin#2 is designed to capture a drainage area of 12.71 ac with an impervious
area of 5.82 ac. Infiltration Basin#2 is designed to receive 100% BUA for the existing off —
site residential property areas along Calloway Road, 3.59 ac out of the 5.82 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, Candor
Sand and Johnston Loam soils are present on the site.

Impervious Area Summa[y
Total Impervious Infiltration Basin #1
On -Site
SF
Acres
Road
57,959
1.33
Sidewalk
12,026
0.28
Lots (37) (@4,00sf/Lots)
148,000
3.40
Total On -Site
217,985
5.01
Off -Site
SF
Acres
100% Build Out
24,393
0.56
IA 1
242,378
5.57
Total Impervious Infiltration Basin #2
SF
Acres
Road
23,142
0.53
Sidewalk
2,464
0.06
Lots 18) (@4,00sf/Lots)
72,000
1.65
Total On -Site
97,606
5.01
Off -Site
SF
Acres
100% Build Out
156,550
3.59
IA
254,156
5.82
Total Impervious
SF
Acres
Road
81,101
1.86
Sidewalk
14,490
0.33
Lots (55) (@4,00sf/Lots)
220,000
5.05
Total On -Site
315,591
5.01
Off -Site
SF
Acres
100% Build Out
180,943
4.15
IA
496,534
11.39

FIGURES

35" 1'4YN
E11&WE-Id P
Hydrologic Soil Group —Hoke County, North Carolina
3 3
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0 150 300 600 900
k Map pmJedlon: Web Mercator Gxner madnates: WGS84 Edge tics: UTM Zme 17N WGSM
35° 1'4Y'N
35" 1' W N
"W' Natural Resources Web Soil Survey 4/122021
Conservation Service National Cooperative Soil Survey Page 1 of 4

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Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol
I Map unit name �T
AuA
Autryville loamy sand, 0 A
to 2 percent slopes
Blaney loamy sand, 2 to C
8 percent slopes
BaB
BaD Blaney loamy sand, 8 to
15 percent slopes
C
CaB
Candor sand, 1 to 8
percent slopes
A
JT
Johnston loam
A/D
W
Water
Totals for Area of Interest
Natural Resources
Conservation Service
Rating
Web Soil Survey
National Cooperative Soil Survey
Acres in AOI Percent of AOI
27.1 69.4%
4.5 11.5%
5.0 12.7°6 1
0.21 0.4% J
0.9 2.3% y
1.4 3.6%
39.1 100.0%
4/12/2021
Page 3 of 4

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1/11/2021 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA*
Latitude: 35,01110, Longitude:-79.3159*
�
M
Elevation: 390.38 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
t7uration
Average
recurrence int(years)
�,��
100
200
500
1000
7427F-20-0
5allin
-797
(0 398-0482
Q.4$70.0 569
0.547-O..663
0.604.0532]
0.6071-0 815
(0 874)
l(U.76 -0 931
.803E-098G
0.850--1.05
0.886-1 11
10{rlin
80
0 636 0 769
0.75 91❑
0.877-1 06
0.967---16.17
1.0711830
1. 5-21739
1.213548
1 274356
1.345267
(1 0---1.74)
15{rlin 0.79 -0 962
0 946 14.14
1.11-1.34
1. 2--31548)
1.36--1065
1 5--1,7fi
1.531,87
1.6181.97
(1.699110)
I(1 75 2.19
1.20
1.43
1.73
1.95
2.22
2.42
2.62
2.80
3.04
3.22
30�TIin
1 09-1.32
1.31-1.58)
(1.58-1.91)
(1 77-2 15)
(2 01-2.44
2 19-2 66
(2.35-2 87)
(2.50-3.07
(2 69-3.34)
(2.84-3.54
1.49
1.80
2.22
2.64
2.96
3.28
3.60
7 3.93
4.37
4.71
60�rlin
1 36-1 64
(1 64-1 98)
1 (2 02-2.5)
2.31-2 79
12.67.3.2
2 96-3 60) 11
(3.23-3 95)
(3 51-4.30)
(3 86-4.79)
(4 14-5 17
7-1-.74-71
2.11
1 2.65
7 3.06
3.62
4.06
7 4.50
7 4.96
5.57
6.06
2-hr
1 58-1 94
1,91-2 35)
(2.40-2.95)
(2 76-3 41)
(3 25-4 02
3,63-4.51
4.00-5.00
(4,37-5.50
4 87-6 1B )
5.25-6.72
1.84
2.23
2.82
3.28
3.92
4.45
4.99
5.56
6.36
7.00
3-hr
(1 67-2.06)
(2.02-2.50)
(2.55-3.14
(2 96-3,66)
(3 51-4 36 )
( 3 96-4 94 )
( 4.41-5 53 )
( 4.87-6.16 )
( 5.51-7 05
6.00-7.76 ]
9
2
2
4
6-hr 1 99 244
2 2-2 95)
3.05 3672
154 434
4. 2 5.19
(4 8 589)
(5.32 6 62)
5. 9�7..39)
6.688 48
7 0.9 38
9
6 45
12-hr
2.34 288)
(2.84-3.49
.3.60-4.42
40 5 . 18
�
4
5. 4 624
5. 11
3
&.41 8.04
4-9.04
8. 5--10.5
8.96.111 7
3.05
3.69
4.67
5.45
6.52
7.37
8.25
9.17
10.4
11.4
24-hr
2.83-3 30)
3 42-4.00
4.32-5.06
5 02-5 89
5 99-7 04
(6 76-7 96)
1 (8 36-9.90)
9 46-11.3
10.3-12 4
29-7
2�ay
7- 2
3. 0--r8 82)
3.98 4861
4 95779)
(5. 8-6 71)
6. 647.99
7 781-9.01)
8,59 0 1)
9.48-141.2
10 ,7
11.7---13.9)
3 day
3.51 4603
4.23.4-M
5 27.6.06
(6 9---7501
7 0 8732
8 9 9.37
t8.99-0.51
(9 91--111 6)
(11 2-13.1
(1212- 4.41
3.98
4.79
5.94
6.86
8.12
9.13
10.2
11.2
T-1-2--77I
13.9
4{tay
3 73-4 25
(4 48-5 11) 11
(5 55-6 34)
(6 40-7.31)
1 (7 55-8 66
8.46-9 73
9,39.1 0.$
(10 3-12 0)
11 6-13.6
(12 6-14 8
4.61
5.51
6-16
7.75
9.11
10.2
11.3
12.5
14.0
15.3
7�ay
(4 31-4 93)
(5.16-5.89)
(6.32-7.23
7 23-8 29)
(8.48-9 74)
(S 46-10.9)
10 5-12.1
(T1.5-13.3)
(12.9-15.0)
(14.0-16.4)
10�Jay
4.98 5962
5,93 6.70
7. 6 8,00
8. 8 941 T
9 (39-10 6
10 4- 1.8
11 4�13.0
12,4- 42
13,74--15.8
14,8-107 1 ]
7.11
8.41
10.00
11.2
12.9
14.2
15.5
16.9
18.7
20.1
20�ay
6.72-7.53
7.95-8.91
9.43.10.6
10.6-11.9
12 1-13.7
13.3-15 1
14 5-15.5
15.7-17 9
17.3.19.9
18 6-21.4
30{iay
4
B 5 -9.34
(9 85--141.0
1115-12.9
i 2.8- 4.3
14 6.2
15,7617 6
16.9- 9.1
(1 29 0.5)
(19 8, 2.5
21-0- 4 0
11.2
13.1
15.1
16.6
18.5
20.0
21.4
22.8
1 24.7
26.1
45�ay
(10 6 11.8)
(12.4-13.8)
14 3-15 9)
1 (15 7-17 5)
(17.5.19.5)
1 (18 B-21 1)
20.2-22 6)
21.5-24.1
23 1-26.1j
(24.4--27 7)
5.7
60�ay
12,73 4.1
1419 16.5)
(1619- B 7)
(1819 0 5
20 4, 22 7)
21?9-24 41
23.426 0)
(242627.7
26�5- 9 8)
(2728-31 4
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
Please refer to NOAA Atlas 14 document for more information
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0116&Ion=-79.3159&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
April 7, 2021
Re: Seasonal High -Water `fable Identification and Soil Infiltration Rates: Ryans Run; Hoke County NC
Calloway Road
Soil conditions and infiltration rates were evaluated and measured on the above -referenced property
within the proposed storm water BMP devices. 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 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 KS ,
Soils evaluated on this property are typical of those within the Blaney Loamy Sand series (BaB, BaD) and
the Vaucluse 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
KS„
K�at
K_sal
(inches below
Notation
(0-30"; SL)
(30-48"; SCL)
(48-96"; SCUSC
ground surface
mixed mineralogy)
with capillary
fringe ad'ustment
90" (7.5') (SHWT
2.5Y 8/1
18" / hour
.8" / hour
Not Measured
elevation 292.5')
2.5Y 7/1

Scott Cole, NCLSS
312 Copples Road Ext
Ashehoro, NC 27205
[phone]
BW Device Site #2
SHWT
Munsell Color
Ksa(
Ks.t
&.1
(inches below
Notation
(0-48"; SL)
(48-80"; SCL)
(80-100"; SCL/SC
ground surface
mixed mineralogy)
with capillary
frin a adjustment
96" (8') (SHWT
2.5Y 8/1
18" / hour
.8" / hour
Not Measured
elevation 300')
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 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 _yau,
C —Q-
Scott Cole
North Carolina Licensed Soil Scientist
) 26
1
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SHWT: 90" (7.5') bgs
\
SHWT Elevation: 292.5'
Ksat 0-30" SU 18" I hour
f Ksat 30-48"" SCL: .8" 1 hour
9
Ksat 48-96" SCL mixed min: Not Measured
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BMP Site #2
SHWT: 96" (8') bgs
SHWT Elevation: 300'
Ksat 0-48" SL: 18" 1 hour
Ksat 48-80" SCL: .8" 1 hour
Ksat 80-100" SCL mixed min: Not Measured
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A

WATER QUANTITY -INFILTRATION BASIN #1

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Project Name
Ryan's Run
2
Project Area ac
35.777
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
1.524
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 2rovided feet
30
8
Will the vegetated 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 thisproject?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
2
12
Bioretention Cell
0
13
Wet Pond
0
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
Bayfilter
0
_225
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
1 Name and Title:
Carlo Pardo, PE
28
Organization: _ _
Street address:
Triangle Site Design, PLLC
29
4004 Barrett Drive, Suite 101
30
City, State, Zip:
Phone number(s):
Email:
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.
,j X1111nrirrlll
1
C A Rn�.
oe
SEAL _
051571
91
Signature of Designer
--� I 1�
Date

DRAINAGE AREAS
1
Is this a hi h density project?
Yes
2
If so, number of drainage areas/SCMs
2
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
2
4
Type of SCM
-
Infiltration Basin
Infiltration Basin
5
Total drainage area (sq ft
1533633
979923
553710
6
Onsite drainage area (sq ft
1352690
955530
397160
7
Offsite drainage area (sq ft
180943
24393
156550
8
Total BUA in 2roject (sq ft
496534
242378 sf
254156 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
315591
217985 sf
97606 sf
10permitting)
New BUA not on subdivided lots (subject to
s
11
Offsite BUA (sq ft
180943
24393 sf
156550 sf
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft
- Sidewalk (sq ft
14490
12026 sf
2464 sf
- Roof (sq ft
220000
148000 sf
72000 sf
- Roadway s ft
81101
57959 sf
23142 sf
_
-Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on
subdivided lots (sq ft
13
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15
Existing BUA that will remain (not subject to
permittinW.s ft
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
Percent BUA
32%
25%
46%
19
Design storm (inches)
1.0 in
1.0 in
20
Design volume of SCM cu ft
22261 cf
21369 cf
21
Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
draina a area(s):

INFILTRATION SYSTEM
1 Drainage area number 1 2
2 1 Minimum reauired treatment volume (cu ft) 22261 cf 21369 cf
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V or enter "Vertical' for
trenches)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10 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
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
16 jDoes
the SCM follow the devicespecific MDC?
Yes
Yes
17 lWas
the SCM designed by an NC licensedprofessional?
Yes
Yes
NFII TR
ATIDN GVSTFM MDr FRr1M n7i4 l n97 sooff-
18 jProposed
slope of the subgrade surface (%) 0%
0%
19 1
Are terraces or bafflesprovided? No
No
20
Type of pretreatment: Forebay
Forebay
I tnilc Dnta
21
Was the soil investigated in the footprint and at the elevation of the
infiltrations stem?
Yes
Yes
22
SHWT elevation fmsl)
292.50
300.00
23
Depth to SHWT per soils report in
90.00
96.00
24
Ground elevation at boring in soils report (fmsl)
300.00
308.00
25
Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet?
Yes
Yes
26
Soil infiltration rate (in/hr)
18.00
18.00
27
Factor of safety (FS) (2 is recommended):
2.00
2.00
IElevations
I For Trenches Onlv
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 porosi %)
41
Is stone free of fines?
42
Is the stone wrappedin geotextile fabric?
43
Has at least one inspection port been provided?
Volumes/Drawdown
44 IDesign volume of SCM (cu ft 22261 cf 21369 cf
45 1 Time to draw down hours 72 hrs 72 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about the
infiltration system(s):
Infiltration 1 2:17 PM 4/14/2021

r-
.r
L�

Triangle Site Design, PLLC
Ryan's Run, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #1
Drainage Area (acresZ 22.50
Existin4 soil Groups:
Soil Group Map Symbol Soil Descriotion
Acres
Percent of DA
A AuA Autryville Loamy Sand
20.11
89%
A CaB Candor Sand
0.20
1%
C BaD Blaney Loamy Sand
1.33
6%
A/D IT Vaucluse Loamy Sand
0.86
4%
Existing Land Uses:
Land Use Description Existing Soil Group Acres
Curve #
Weighted GN
Wooded - Good Stand A 19.98
50
44.4
Wooded - Good Stand C 1.33
73
4.3
Impervious - Dirt Road A 0.63
77
2.2
Off -Site Calloway Road A 0.56
98
2.4
Cumulative Curve # =
53.3

Triangle Site Design, PLLC
Ryan's Run, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions
to Infiltration Basin #2
Oraina e�(acres): 22.50
Existing Soil Groups:
Soil Grout/ Map Symbol
Soil Description
Acres
Percent of DA
A AuA
Autryville Loamy Sand
20.11
89%
A CaB
Candor Sand
0.20
1%
C BaD
Blaney Loamy Sand
1.33
6%
A/D IT
Vaucluse Loamy Sand
0.86
4%
Proposed Land Uses
Land Use Description
Existing Soil Group Acres
Curve #
Weighted CN
Impervious Area -Residential Lots
A 3.40
98
14.8
Impervious Area-Sidewalk/Road
A 1.61
98
7.0
Open Space - Good
A 15.60
45
31.2
Open Space - Good
C 1.33
74
4.4
Off -Site Calloway Road
A 0.56
98
2.4
Cumulative Curve # =
59.8

Infiltration Basin lesion
Site Information
Sub Area Location:
Drainage To Infiltration Basin #1
Drainage Area (DA) =
22.50 Acres 979923 sf
Impervious Area (IA) =
5.57 Acres 242378 sf
Percent Impervious I =
24.7 %
Required Water Quality Volume
Design Storm = 1 inch
Determine Rv Value = 0.05 + .009 (1) = 0.27 in/in
Water Quality Volume = 0.511 ac-ft
Water Quality Volume = 22,261 cf
Water Quality Volume = 0 273 inches of runoff
NOAA 1- ear, 24-hour event = 3.05 inches
Minimum Surface Area
SA =
(12-FS"DV)/(K"T)
Factor of Safety (FS) =
2
Design Volume (DV) =
22261.4 cf
Hydraulic Conductivity of Soil =
18.00 in/hr
Max Dewatering Time =
72 hours
SA =
412.2 sf

STAGEZSTORAGE TABLE
INFILTRATION BASIN
STAGE
ELEVATION
CONTOUR
INCREMENTAL
TOTAL
(FT)
(FT)
AREA (SF)
STORAGE (CF)
STORAGE (CF)
0.0
299.0
19495
0
0
1.0
300.0
22100
20798
20798
2.0
301.0
24770
23435
44233
3.0
302.0
27490
26130
70363
4.0
303.0
30270
28880
99243
STORMWATER MANAGEMENT DESIGN
INFILTRATION BASIN
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
LUMBER
MOUNTAIN CREEK
14-2-16-(2)
C
03040203
POND DESIGN SUMMARY
DRAINAGE AREA TO POND:
22.5 ACRES
SITE IMPERVIOUS AREA TO POND: 5.01 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.56 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 5.57 ACRES
PRE -DEVELOPED POST -DEVELOPED
DRAINAGE AREA: 22.5 AC 22.5 AC
CURVE NUMBER: 53.3 59.8
INFILTRATION RATE: 18.0 IN/HR
1.0" STORM EVENT:
0.000 CFS
1-YEAR STORM EVENT:
0.905
CFS
6.741 CFS
2-YEAR STORM EVENT:
3.573
CFS
15.46 CFS
10-YEAR STORM EVENT:
19.20
CFS
48.11 CFS
100-YEAR STORM EVENT:
57.39
CFS
112.60 CFS
POST DEVELOPED
0.000 CFS
0.000 CFS
0.000 CFS
0.000 CFS
67.12 CFS

Hydrograph Report 8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - SCM Post -Developed
Reservoir name
Max. Elevation
= 302.10 ft
Max. Storage
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A
(hrs) cfs ft cfs cfs cfs cfs cfs
Wednesday, Apr 14, 2021
= 67.12 cfs
= 12.13 hrs
= 80,641 cuft
= BMP Pond
= 72,822 tuft
( Printed values - 1 00% of Op )
Wr B Wr C Wr D Exfil Outflow
cfs cfs cfs cfs cfs
11.97
102.53
301.08
----- ----- -----
----- 3.977
----- -----
----- 10.41
3.977
12.00
112.50
301.46
-- ----- -----
----- 22.02
--- -----
----- 10.85
22.02
12.03
112.60 <<
301.78
---- - --- -----
----- 42.95
----- -----
----- 11.20
42.95
12.07
103.23
301.99
----- -- - -----
---- 59.12
---- -----
----- 11.44
59.12
12.10
88.17
302.08
----- ----- -----
----- 66.59
----- -----
----- 11.55
66.59
12.13
71.67
302.09 <<
----- ----- -----
----- 67.12
----- -----
----- 11.55
67.12 <<
12.17
56.34
302.03
----- ---- ----
_---_ 62.78
----- -----
----- 11.49
62.78
12.20
42.89
301.94
----- ----- -----
--- 55.29
----- -----
---- 11.39
55.29
12.23
32.09
301.83
----- ----- -----
-__-- 46.49
----- -----
----- 11.26
46.49
12.27
24.85
301.71
----- ----- -----
----- 38.11
----- -----
----- 11.13
38.11
12.30
21.07
301.61
----- ----- ---
---_- 31.02
----- -_---
----- 11.01
31.02
12.33
19.47
301.52
----- ----- -----
----- 25.51
----- -----
----- 10.91
25.51
12.37
18.62
301.45
----- ----- -----
----- 21.35
----- -----
----- 10.83
21.35
12.40
17.76
301.39
----- ----- -----
----- 18.10
----- -----
----- 10.77
18.10
12.43
16.89
301.35
----- ----- ----
----- 15.63
----- -----
----- 10.71
15.63
12.47
16.00
301.31
----- - -- -----
----- 13.51
----- -----
----- 10.67
13.51
12.50
15.11
301.27
----- ----- -----
----- 11.83
----- -----
----- 10.63
11.83
12.53
14.22
301.24
- - ----- -----
----- 10.34
----- ----
----- 10.59
10.34
12.57
13.38
301.21
----- ----- -----
----- 8.979
----- -----
----- 10.56
8.978
12.60
12.61
301.18
----- - _ -----
----- 7.845
----- -----
----- 10.53
7.845
12.63
11.95
301.16
----- ----- -.-.-
____ 6.848
----- ---
----- 10.50
6.848
12.67
11.42
301.13
----- ----- -----
----- 5.922
----- -----
-- 10.47
5.921
12.70
10.98
301.11
----- ----- -----
----- 5.071
----- -----
----- 10.45
5.071
12.73
10.63
301.09
----- -- -----
----- 4.375
----- -----
- -- 10.42
4.375
12.77
10.35
301.07
----- ----- - --
---- 3.820
----- ----
----- 10.40
3.820
12.80
10.11
301.06
----- ----- -----
----- 3.305
----- ----
---- 10.38
3.306
12.83
9.898
301.04
----- ---- -----
----- 2.831
----- --- -
- --- 10.37
2.831
12.87
9.694
301.02
----- ----- -----
----- 2.392
----- -----
----- 10.35
2.393
12.90
9.490
301.01
----- ----- ----
----- 1.987
----- -----
----- 10.33
1.987
12.93
9.284
301.00
----- ---- -----
----- 1.622
----- -----
--- 10.32
1.622
12.97
9.076
300.99
----- ----- -----
----- 1.399
----- -----
--- 10.30
1.400
13.00
8.868
300.97
----- ----- -----
----- 1.179
----- -----
----- 10.29
1.179
13.03
8.660
300.96
----- ----- -----
----- 0.961
----- -----
----- 10.27
0.962
13.07
8.459
300.95
---- ----- ---
----- 0.746
----- -----
----- 10.26
0.746
End
)I, \I fyNa- A-D `oak
13,09 hr7 -1V99 hrs= 1-� 1ic-S
-`.1 o a > rs

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4/14/2021 ECMDS 7.0
NORTH
AMERICAN
GREEN
SPILLWAY ANALYSIS
> > > Grass Spi1v�a _
Name
Grass Spillway#1
Discharge
67.12
Peak Flow Period
1.2
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. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
I
Normal
Permissible
Calculated
Safety
Staple j
Phase
Reach
I Discharge
Velocity
Mannings NI
Remarks)
J
Depth
Shear Stress
Shear Stress
Factor
Pattern
Shoremax w/
Straight
67.12 cfs
15.44 ft/s
0.22 ft
0.024
8.5 Ibs/ft2
6.79 Ibs/ft2
1.25
STABLE
G
P550
Unvegetated
Underlying
Straight
67.12 cfs
15.44 ft/s
0.22 ft
0.024
8.05 Ibs/ft2
6.64 Ibs/ft2
1.21
STABLE
G
Substrate
Shoremax w/
Straight
67.12 cfs
16.19 ft/s
0.21 ft
0.022
14 Ibs/ft2
6.46 Ibs/ft2
2.17
STABLE
G
P550 Reinforced
Vegetation
Underlying
Straight
67.12 cfs
16.19 ft/s
0.21 ft
0.022
8.5 Ibs/ft2
6.33 Ibs/ft2
1.34
STABLE
G
Substrate
https://ecmds.com/project/142852/spillway-analysis/202385/show# 1/1

Pond Report 5
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066 Wednesday, Apr 14, 2021
Pond No. 1 - BMP Pond
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 299.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00
299.00
19,495
0
0
1.00
300.00
22,100
20,798
20,798
2.00
301.00
24,770
23,435
44,233
3.00
302.00
27,490
26,130
70,363
4.00
303.00
30,270
28,880
99,243
Culvert / Orifice
Structures
Weir Structures
[A]
[B]
[C]
[PrtRsr]
[A] [B]
[C]
[D]
Rise (in)
Inactive
Inactive
Inactive
Inactive
Crest Len (ft)
= 2000.0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 300.90 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)
= 18.000 (by Contour)
Multistage
= n/a
No
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
We
0.00
0.0 20.0
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
40.0 60.0 80.0 100.0 120.0 140.0 160.0
Elev (ft)
303.00
302.00
301.00
300.00
299.00
180.0
Discharge (cfs)

1
H yd ro g ra p h Summary Re pcaflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. Hydrograph Peak Time Time to HI
No. type flow interval peak Vol
(origin) (cfs) (min) (min) (ci
1
SCS Runoff
0.905
2
746
2
SCS Runoff
6.741
2
724
3
Reservoir
0.000
2
764
5
SCS Runoff
0.000
2
n/a
6 1
Reservoir
0.000
2
n/a
13,
29,1
0
0
0
Infiltration1.gpw I Rei

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
SCM Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
22.500 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
3.05 in
Storm duration =
24 hrs
SCM Pre -Developed
Wednesday, Apr 14, 2021
Peak discharge = 0.905 cfs
Time to peak
= 746 min
Hyd. volume
= 13,455 cuft
Curve number
= 53.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 25.60 min
Distribution
= Type II
Shape factor
= 484
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00 I 1.00
0.90 I - 0.90
0.80 0.80
0.70 0.70
0.60 - 0.60
0.50 - 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
SCM Post -Developed
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 2 min
Drainage area
= 22.500 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.05 in
Storm duration
= 24 hrs
wc
5.00
4.00
3.00
2.00
1.00
SCM Post -Developed
Hyd. No. 2 -- 1 Year
Wednesday, Apr 14, 2021
Peak discharge = 6.741 cfs
Time to peak
= 724 min
Hyd. volume
= 29,058 cuft
Curve number
= 59.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
7.00
N. 11
5.00
4.00
K M
2.00
1.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD@ Civil 3D0 2009 byAutodesk, Inc. v6.066
Hyd. No. 3
Post Through SCM
Hydrograph type =
Reservoir
Storm frequency =
1 yrs
Time interval =
2 min
Inflow hyd. No. =
2 - SCM Post -Developed
Reservoir name =
BMP Pond
Storage Indication method used. Exfiltration extracted from Outflow
mm
5.00
4.00
3.00
2.00
1.00
4
Wednesday, Apr 14, 2021
Peak discharge = 0.000 cfs
Time to peak
= 764 min
Hyd. volume
= 0 cuft
Max. Elevation
= 299.23 ft
Max. Storage
= 4,771 cuft
Post Through SCM
Hyd. No. 3 -- 1 Year
Q (cfs)
7.00
. IX
5.00
4.00
3.00
t• I X
1.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 4,771 cult

Hydrograph Report
HydraFlow Hydrographs Extension forAutoCAD® Civil 3DO 2009 byAutodesk, Inc v6.066
Hyd. No. 5
1.0 Post -Developed to SCM
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 22.500 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 1.00 in
Storm duration
= 6.00 hrs
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
Wednesday, Apr 14, 2021
Peak discharge = 0.000 cfs
Time to peak
= n/a
Hyd. volume
= 0 cuft
Curve number
= 59.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to SCM
Hyd. No. 5 -- 1 Year
20 40 60 80 100
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
120
Time (min)

Hydrograph Report
7
Hydraflow Hydrographs Extension for AUtoCAD® Civil MID 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
600
Hyd No. 6
Wednesday, Apr 14, 2021
Peak discharge = 0.000 cfs
Time to peak
= n/a
Hyd. volume
= 0 cuft
Max. Elevation
= 299-00 ft
Max. Storage
= 0 cuft
1.0inPost Through SCM
Hyd. No. 6 -- 1 Year
Q (cfs)
0.10
- 0.09
0.08
0.07
0.06
- 0.05
0.04
0.03
-
0.02
--� 0.01
0.00
1200 1800 2400 3000 3600 4200 4800
5400 6000
Hyd No. 5 ® Total storage used = 0 cult
Time (min)

9
Hydrograph
Summary
Re p aflow Hydrographs
Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
peak
volume
hyd(s)
elevation
strge used
description
(origin)
(cfs)
(min)
(min)
(cult)
(ft)
(cuft)
1
SCS Runoff
3.573
2
734
28,208
- -
-- SCM Pre -Developed
2
SCS Runoff
15.46
2
722
51,083
-----
----
------ SCM Post -Developed
3
Reservoir
0-000
2
804
0
2
299.52
10,818
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
299.00
0.000
1.OinPost Through SCM
I
Infiltration1.gpw Return Period: 2 Year Wednesday, Apr 14, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
SCM Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency
2 yrs
Time interval =
2 min
Drainage area =
22.500 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
3.69 in
Storm duration =
24 hrs
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 1
SCM Pre -Developed
Hyd. No. 1 -- 2 Year
360 480 600 720 840
IT,
Wednesday, Apr 14, 2021
Peak discharge = 3.573 cfs
Time to peak
= 734 min
Hyd. volume
28,208 cuft
Curve number
= 53.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 25.60 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
SCM Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
22.500 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
3.69 in
Storm duration =
24 hrs
SCM Post -Developed
Hyd. No. 2 -- 2 Year
15.00
12.00
• wl
. M
3.00
Wednesday, Apr 14, 2021
Peak discharge = 15.46 cfs
Time to peak
= 722 min
Hyd. volume
= 51,083 cuft
Curve number
= 59.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
M
3.00
0.00 I I I r 1 1. _ I , I I-- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
r Hyd No. 2 Time (min)

Hydrograph
Report
12
Hydraf low Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Wednesday, Apr 14, 2021
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= 804 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 299.52 ft
Reservoir name
= BMP Pond
Max. Storage
= 10,818 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
18.00
15.00
12.00
• el
H. 11
3.00
Post Through SCM
Hyd. No. 3 -- 2 Year
Q (cfs)
18.00
15.00
12.00
• IR
II 1
3.00
0.00 -1 1 1 1 1 1L I -.. . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 Hyd No. 2 ® Total storage used = 10,818 cult

15
Hydrograph Summary Re p4 lyflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No,
type
flow
interval
peak
volume
hyd(s)
elevation
strge used
description
` (origin)
(cfs)
(min)
(min)
(cuff)
(ft)
(tuft)
1
SCS Runoff
19.20
2
730
88,227
-
— —
------
SCM Pre -Developed
2
SCS Runoff
48.11
2
722
131,112
—
- - -
- -
SCM Post -Developed
3
Reservoir
0.000
2
738
0
2
300.82
40,045
Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 — -
6 Reservoir 0.000 2 n/a 0 5 299.00 0.000
1.0 Post -Developed to SCM
1.OinPost Through SCM
Infiltration1.gpw Return Period: 10 Year Wednesday, Apr 14, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
SCM Pre -Developed
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 2 min
Drainage area
= 22.500 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.45 in
Storm duration
= 24 hrs
18.00
15.00
12.00
M
Ma
3.00
SCM Pre -Developed
Hyd. No. 1 -- 10 Year
16
Wednesday, Apr 14, 2021
Peak discharge = 19.20 cfs
Time to peak
= 730 min
Hyd. volume
= 88,227 cuft
Curve number
= 53.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 25.60 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. v6.066
Hyd. No. 2
SCM Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
22.500 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
5.45 in
Storm duration =
24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
120 '240
Hyd No. 2
SCM Post -Developed
Hyd. No. 2 -- 10 Year
360 480 600 720 840
17
Wednesday, Apr 14, 2021
Peak discharge = 48.11 cfs
Time to peak
= 722 min
Hyd. volume
= 131,112 cuft
Curve number
= 59.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
18
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - SCM Post -Developed
Reservoir name = BMP Pond
Storage Indication method used. Exfiltration extracted from Outflow.
40.00
30.00
20.00
10.00
w
Post Through SCM
Hyd. No. 3 -- 10 Year
120 240 360 480
Hyd No. 3 Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Apr 14, 2021
= 0.000 cfs
= 738 min
= 0 cuft
= 300.82 ft
= 40,045 tuft
600 720 840 960 1080
Total storage used = 40,045 cuft
Q (cfs)
50.00
40.00
30.00
10.00
0.00
1200
Time (min)

21
Hydrograph Summary Re p -'Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2009 by Autodesk, Inc. v6.066
Hyd.
No.
1
Hydrograph
type
(origin)
SCS Runoff
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
SCM Pre -Developed
57.39
2
730
222,447
•-----
2
SCS Runoff
112.60
2
722
294,724
—
------
---
SCM Post -Developed
3
Reservoir
67.12
2
728
80,641
2
302.10
72,822
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
Return Period:
5
100
299.00
0.000
1.0inPost Through SCM
Infiltration1.gpw
Year
Wednesday,
Apr 14, 2021

22
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Wednesday, Apr 14, 2021
Hyd. No. 1
SCM Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 57.39 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 222,447 cuft
Drainage area
= 22.500 ac
Curve number
= 53.3
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 25.60 min
Total precip.
= 8.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
1 MO
0.00
0 120 240
— Hyd No. 1
SCM Pre -Developed
Hyd. No. 1 -- 100 Year
360 480 600 720 840
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
SCM Post -Developed
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
= 2 min
Drainage area
= 22.500 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 8.25 in
Storm duration
= 24 hrs
100.00
.1 I1
40.00
20.00
SCM Post -Developed
Hyd. No. 2 -- 100 Year
23
Wednesday, Apr 14, 2021
Peak discharge = 112.60 cfs
Time to peak
= 722 min
Hyd. volume
= 294,724 cuft
Curve number
= 59.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
120.00
100.00
.M1
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
24
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.
100.00
F�
KOX8141
0.00
0 120
- — Hyd No. 3
Post Through SCM
Hyd. No. 3 -- 100 Year
Wednesday, Apr 14, 2021
Peak discharge = 67.12 cfs
Time to peak
= 728 min
Hyd. volume
= 80,641 cuft
Max. Elevation
= 302.10 ft
Max. Storage
= 72,822 cuft
240 360 480 600 720
—• Hyd No. 2 Total storage used = 72,822 cuft
Q (cfs)
120.00
100.00
80.00
AM
40.00
20.00
0.00
840
Time (min)

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WATER QUANTITY -INFILTRATION BASIN #2

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Project Name
Ryan's Run
2
Project Area ac
35.777
3
Coastal Wetland Area ac
-
4
Surface Water Area ac
1.524
5
Is this pr2ject High or Low Density?
High
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4) IL
7
Width of ve etated setbacks provided feet
30
8
Will the vegetated 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
2
12
Bioretention Cell
0
13
Wet Pond
0
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
Ba filter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Carlo Pardo, PE
28
Organization:
Triangle Site Design, PLLC
29
Street address:
4004 Barrett Drive, Suite 101
30
City,State, Zip:
Raleigh, NC 27609
31
Phone numbers :
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.
♦ � J
SEAL
05157i
r ' .......�
0IN
11�
Signature of Designer
'AlHIRI
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
2
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
2
4
Type of SCM
-
Infiltration Basin
Infiltration Basin
5
Total drainage area (sq ft
1533633
979923
553710
6
Onsite drainage area �sq ft
1352690
955530
397160
7
Offsite drainage area (sq ft
180943
24393
156550
8
Total BUA in project (sq ft
496534
242378 sf
254156 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
315591
180943
217985 sf
24393 sf
97606 sf
156550 sf
10permitting)
New BUA not on subdivided lots (subject to
(sf)
11
Offsite BUA (sq ft)
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
Sidewalk (sq ft
14490
12026 sf
2464 sf
Roof (sq ft
220000
148000 sf
72000 sf
Roadway s ft
81101
57959 sf
23142 sf
Future (sq ft
Other, please specify in the comment box
below Lsg 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
32%
25%
46%
19
Design storm inches
1.0 in
1.0 in
20
Design volume of SCM cu ft
22261 cf
21369 cf
21
Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL
INFORMATION
22
Please use this space to provide any additional information about the
drainage area(s):
Offsite DA - 100% Build -Out Potential for residentail homes along Calloway
Road for DA#2.

INFILTRATION SYSTEM
f 1 Drainage area number 1 2
f 2 1 Minimum reauired treatment volume (cu ft) 22261 of 21369 cf
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V or enter "Vertical" for
trenches)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- 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
15
Is there an O&M Plan that complies with General MDC 12 ?
Yes
Yes
16
Does the SCM follow the device specific MDC?
Yes
Yes
17
Was the SCM designed by an NC licensed professional?
Yes
Yes
18 Proposed slope of the subgrade surface (%) 0% 0%
19 Are terraces or bafflesprovided? No I No
20 [Type of pr treatment: Forebay Forebay
WIC Data
21
Was the soil investigated in the footprint and at the elevation of the
infiltrations stem?
Yes
Yes
22
SHWT elevation (fmsl)
292.50
300.00
23
Depth to SHWT per soils report in
90.00
96.00
24
Ground elevation at borino in soils report (fmsl)
300.00
308.00
25
Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet?
Yes
Yes
26
Soil infiltration rate in/hr
18.00
18.00
27
Factor of safe FS 2 is recommended):
2.00
2.00
I Flpvafinns
29
Bottom elevation (fmsl)
299 ft
307 ft
30
Istorage elevation (fmsl)
301. ft
309. ft
f
31
1 Bypass elevation (fmsl)
301.4 ft
310.9 ft
For Basins only
32 Bottom surface area ft2 19495 ft 11530 ft
33 Storage elevation surface area(ft) 24770. ft 14290. 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 beenprovided?
Vo/umes/Drawdown
44 IDesign volume of SCM (cu ft) 22261 cf 21369 cf
45 1 Time to draw down hours 72 hrs 72 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about the
infiltration system(s):
Infiltration 1 1:54 PM 4/14/2021

Triangle Site Design, PLLC
Ryan's Run, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions #2
Drainage Area (acresZ 12.71
ExistinQSoil Groups:
Soil Grouo Map Symbol Soil Description
Acres
Percent of DA
A AuA Autryville Loamy Sand
6.27
49%
A CaB Candor Sand
0.00
0%
C BaB/BaD Blaney Loamy Sand
6.44
51%
Existino Land Uses:
Land Use Description Existing Soil Groff Acres
Curve #
Weighted CN
Wooded - Good Stand A 5.23
50
20.6
Wooded - Good Stand C 0.16
73
0.9
Wooded - Fair Stand C 3.73
80
23.5
Off -Site 100% Build Out+Calloway C 3.59
98
27.7
Cumulative Curve # =
72.7

Triangle Site Design, PLLC
Ryan's Run, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions to Infiltration Basin #2
Drainage Area (acres): 12.71
Existing Soil Groups:
Soil Grouo Map Symbol
Soil Description
Acres
Percent of DA
A AuA
Autryville Loamy Sand
6.27
49%
A CaB
Candor Sand
0.00
0%
C BaB/BaD
Blaney Loamy Sand
6.44
51%
Proposed Land Uses:
Land Use Description
Existing Soil Group Acres
Curve #
Weighted CN
Impervious Area -Residential Lots
A 0.73
98
5.6
Impervious Area-Sidewalk/Road
A 0.35
98
2.7
Open Space - Good
A 4.15
45
147
Impervious Area -Residential Lots
C 0.92
98
7.1
Impervious Area-Sidewalk/Road
C 0.23
98
1.8
Open Space - Good
C 2.74
74
16.0
Off -Site 100% Build Out+Calloway
C 3.59
98
27.7
Cumulative
Curve # =
75.5

Infiltration Basin Design
Site Information
Sub Area Location: _
Drainage To Infiltration Basin #2
Drainage Area (DA) =
12.71 Acres 553710 sf
Impervious Area (IA) =
5.82 Acres 254156 sf
Percent Impervious I =
45.9 %
Required Water Quality Volume
Design Storm =
1 inch
Determine Rv Value =
0.05 + .009 (1) = 0.46 in/in
Water Quality Volume =
0 491 ac-it
Water Quality Volume =
21,369 cf
Water Quality Volume =
0.463 inches of runoff
IVOAA 1- ear, 24-hour event = 3.05 inches
Minimum Surface Area
SA =
(12-FS-DV)/(K`T)
Factor of Safety (FS) =
2
Design Volume (DV) =
21368 8 cf
Hydraulic Conductivity of Soil =
18.00 in/hr
Max Dewatering Time =
72 hours
SA =
395.7 sf

PLAN VIEW
1 M = ]D nLT

STAGE/STORAGE TABLE
INFILTRATION BASIN
STAGE
ELEVATION
CONTOUR
INCREMENTAL
TOTAL
(FT)
AREA SF
STORAGE CF
STORAGE CF
0.0
307.0
11530
0
0
1.0
308.0
12880
12205
12205
2.0
309.0
14290
13585
25790
3.0
310.0
15760
15025
40815
4.0
311.0
17280
16520
57335
5.0
312.0
18860
18070
75405
STORMWATER MANAGEMENT DESIGN
INFILTRATION BASIN
RIVER BASIN:
RECEIVING STREAM:
STREAM INDEX:
STREAM CLASS:
HUC:
LUMBER
MOUNTAIN CREEK
14-2-16-(2)
C
03040203
POND DESIGN SUMMARY
DRAINAGE AREA TO POND:
12.71 ACRES
SITE IMPERVIOUS AREA TO POND: 2.23 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 3.59 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 5.82 ACRES
PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED
THROUGH POND
DRAINAGE AREA:
12.71
AC
12.71 AC
CURVE NUMBER:
72.7
75.5
INFILTRATION RATE:
18.0 IN/HR
1.0" STORM EVENT:
0.168 CFS
0.000
CFS
1-YEAR STORM EVENT:
8.516
CFS
18.24 CFS
0.000
CFS
2-YEAR STORM EVENT:
13.23
CFS
26.67 CFS
0.000
CFS
10-YEAR STORM EVENT:
27.96
CFS
52.57 CFS
0.000
CFS
100-YEAR STORM EVENT:
54.03
CFS
96.89 CFS
71.72
CFS

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8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066 Wednesday, Apr 14, 2021
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 71.72 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 63,024 cuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Reservoir name
= BMP Pond
Max. Elevation
= 311.70 ft
Max. Storage
= 69,623 cuft
Storage Indication method used. Exfltration extracted from Outflow.
Hydrograph Discharge Table
(Printed values >=100%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
.'
1Rmo
96.89 <<
311.20
-_-
_ - -----
-----
17.39
----- -_
-- 7.334
17.39
1
94.93
311.55
----- -----
54.76
----- -_
----- 7.563
54.76
12.07
85.60
311.68 <<
--_--
---- -----
-----
71.72
-- --
----- 7.648
71.72 <<
12.10
72.10
311.68
---
- - -----
_-
71.40
-- - ----
- 7.646
71.40
12.13
57.81
311.61
-----
----- -----
-_ -
62.69
- - -----
----- 7.604
62.69
12.17
44.78
311.52
---
----- -----
-----
51.42
-- ---
----- 7.545
51.42
12.20
33.57
311.43
----
--- -- -
- -
40.28
---- -----
----- 7.483
40.28
12.23
24.76
311.34
-----
__-- __--
_--
30.46
----- -----
-- - 7.424
30.46
12.27
18.97
311.26
-----
--- -----
_- -
22.59
----- -----
----- 7.371
22.59
12.30
15.99
311.20
-----
----- -- -
--
16.79
----- -----
__- 7.329
16.79
12.33
14.73
311.15
----
- -
---
13.20
----- -----
-__- 7.299
13.19
12.37
14.04
311.12
- -
--- -----
-----
10.69
----- -----
-- 7.277
10.69
12.40
13.36
311.10
-----
----- -----
-----
9.007
----- -----
----- 7.263
9.008
12.43
12.68
311.08
-----
----- --- -
-----
7.927
----- -----
----- 7.251
7.927
12.47
11.99
311.06
---
----- -----
-----
6.981
----- -----
----- 7.240
6.981
12.50
11.30
311.05
-----
----- -- -
-----
6.124
----- -----
----- 7.231
6.124
12.53
10.61
311.03
-----
----- - --
-----
5.326
--- - -----
- -- 7.222
5.326
12.57
9.966
311.02
-----
----- --
-
4.576
----- -----
----- 7.214
4.575
12.60
9.379
311.01
-----
----- -----
-----
3.873
----- -----
----- 7.206
3.872
12.63
8.877
311.00
-----
----- ----
-----
3.247
----- ----
- -- 7.199
3.247
12.67
8.466
310.99
-----
----- -----
-----
2.869
----- -----
----- 7.192
2.869
12.70
8.133
310.98
-----
----- -----
-----
2.494
----- ----_
---- 7.185
2.494
12.73
7.863
310.97
-----
----- -----
-----
2.136
----- -----
----- 7.178
2.136
12.77
7.643
310.95
-----
----- -----
-----
1.804
----- -----
----- 7.171
1.804
12.80
7.457
310.95
----
----- -----
-----
1.500
----- -----
----- 7.166
1.500
12.83
7.293
310.94
-----
----- -----
-----
1-225
----- -----
- 7.160
1.225
12 7
7.135
310.93
-----
----- -----
-----
0.976
----- -----
- - 7.155
0.976
6.977
310.92
-----
----- -----
-----
0.747
----- -- --
-__-- 7.151
0.747
...End
1 , Me
+,C>
Ft3::i1/
r -
1,Q C)c_-> hr
= 0
^ 1.0
his

4/14/2021
NORTH
AMERICAN
GREEN'
SPILLWAY ANALYSIS
> > > Grass Spillway#2
ECMDS 7.0
Name
Grass Spillway#2
Discharge
71.72
Peak Flow Period
1
Channel Slope
0.5
Channel Bnttom Width
40
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. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated safety Remarks Staple
Depth j I Shear Stress Shear Stress Factor Pattern
Shoremax w/
Straight
71.72 cfs
11.85 ft/s
0.15 ft
0.025
8.5 Ibs/ft2
: 4.73 Ibs/ft2
1.8
STABLE F
P300
Unvegetated
Underlying
Straight
71.72 cfs
11.85 ft/s
0.15 ft
0.025
5.68 Ibs/ft2
4.69 Ibs/ft2
1.21
STABLE F
Substrate
Shoremax w/
Straight
71.72 cfs
11.79 ft/s
0.15 ft
0.025
14 Ibs/ft2
4.73 Ibs/ft2
2.96
STABLE F
P300 Reinforced
Vegetation
Underlying
Straight
71.72 cfs
11.79 ft/s
0.15 ft
0.025
8.5 Ibs/ft2
4.7 Ibs/ft2
1.81
STABLE F
Substrate
https://ecmds.com/projecUl42852/spillway-analysis/202379/show# 1/1

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