SW6210901_Design Calculations_20210908

Slorm wofer Monogemenl & Erosion Conlrol
Design Colculolions
A ugusl 23, 2021
`; O� ssserasrsis % r
Gates Farm Subdivision
_ SEAL �
Turnpike Road 24�ti�
Raeford, NC ',r•••,�.f�`'=
Prepared for:
Spout Springs Holdings, LLC
275 South Bennett Street
Southern Pines, NC 28387
919-693-1700 -
Prepared by:
Triangle Site Design, PLLC
4004 Barrett Drive, Suite 1.01
Raleigh, NC 27609
[phone]
License#P-0619
r
TRIANGLE
S I T E D E 5 1 G N

TABLE OF CONTENTS
OVERVIEW
FIGURES
SOILS SURVEY INFORMATION- IMAPS
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WETLANDS MAP
8-DIGIT HUC
SURFACE WATER CLASSIFICATIONS
NOAA POINT FRECIPITATION FREOUENCY ESTIMATES
DRAINAGE AREA MAPS
STORMWATER 'MANAGEMENT CALCULATIONS
WET POND CALCULATIONS
DESIGN SUFFLEMENT
CN VALUES
FOND OUTLET/STRUCTURE SUMMARY
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME -FLOW SUMMARY
TIME OF CONCENTRATION CALCULATIONS
STORM DRAINAGE SYSTEM DESIGN
100 STORM SYSTEM
200 STORM SYSTEM
GRASS CHANNEL
SPREAD CALCULATIONS
EROSION CONTROL CALCULATIONS
SKIMMER BASIN
RIP -RAP APRON
ANTI -FLOTATION CALCULATIONS
TEMPORARY DIVERSION DITCHES

OVERVIEW
This report contains the storm water management and erosion control design
calculations for the proposed Gates Farm Subdivision site. The project site is
located on Turnpike Road in Raeford, Hoke County, NC. The site is currently open
space with several trees. The site area will be 16.75 acres after R/W dedication.
The proposed project site will be developed as a residential development.
Approximately 16.45 acres will be disturbed as part of this project for the
construction of the site improvements.
The development of the site will result in an impervious area of 305,418 sf (7.01ac
- 41.85% impervious).
The proposed storm water management facility (wet pond) outlined in this report
has been designed to provide peak stormwater discharge attenuation for the
proposed impervious areas of the development. A wet pond is designed to capture
a drainage area of 15.83 ac with an impervious area of 7.01 ac to the pond. The
site grading and storm drainage systems are designed to convey stormwater runoff
from the impervious areas of the site to the wet pond. The balance of the site is
open space and will by-pass the proposed wet pond. The SCM is designed to treat a
1.0" storm event.
The proposed project site is located in Flood Zone `X' as shown on FEMA FIRM Map
3710942500J, effective date; October 17, 2006. Flood zones are subject to change
by FEMA. There are no existing jurisdictional stream and/or wetland features on
the site.
Soils
The County Soils Survey indicates that Faceville Loamy Sand and Wagram Loamy
Sand soils are present on the site.
Site Stabilization
After final grading is completed, permanent vegetation shall be applied in
accordance with the seeding requirements and landscape plan for this site.

FIGURES

34° W 22' N
34" 59 S N
3 Hydrologic Soil Group —Hoke County, North Carolina 3
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k Map projection: Web Mercator Comer 000rdnates: WGS84 Edgetks: UiM Zone 17N WGS84
34° 33' 22' N
34° 979'N
l_15Cag Natural Resources Web Soil Survey 5/25/2021
�i■ 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
Map unit name
Rating
Acres in AOI
Percent of AOI
FaB
Faceville loamy sand, 2
to 6 percent slopes
Wagram loamy sand, 0
to 6 percent slopes
B
A
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48..4%
WaB
8.0
51.6%
--I
Totals for Area of Interest
15.6
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.
Rating Options
Aggregation Method: Dominant Condition
Vs pp Natural Resources Web Soil Survey 5/25/2021
r� Conservation Service National Cooperative Soil Survey Page 3 of 4

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6/24/2021 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA' /
Latitude: 34.9894°, Longitude:-79.2603'
Elevation: 311.08 ft- n
source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin, B. Lin, T. Parzybok, M Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average
recurrence interval (years)
❑oration
1 5 10
2 �����
125 50 100 200 500 1 1000
5 �11in
4
397--0487 ,
0.4p70 0 568]
0.54-0.553
0 604-0-732
q 671.0 815
0.720.0 875
0.763.0.933
❑ 04-0 38
p. 5261306)
O.am1.11
96
23
10 min
0.635-0 7 .
0 75180 9p9
(0.944.314
0:875 1106
0.966 6 17&1.3E-1
(1. 52739
(1.2131548
1.2741357
1 355i2ri7
1 4Lt59'.5
15-min
0.793.0961
1. 1.-21234
122--146
1.45-61176
1.531187
161-81097
1 09.10)
(1 6-20191
30-min
1 09-1.32
1.3041358]
(1 577391)
(1 77---2515)
(2 p1 2244)
12.19-2 eG)
(2 5 2.07)
(2 5883.07]
(2. o-3- 34}
2 843.55
60-min
1.49
(1 36-1.6 1]
1.79
(1 64-1.58
2.22
2 02-�.44]
2.54
(2 31-2 78
2y96
2.67-3.25
3.28
' 96.3.60)
3.61
I (123-3.95)
3.93
1 (3.51-4 31)
4.38
j[3.87-4 H
4.72
4.15-5.18
1;
2.10
2.65
3.06
3.62
4.06
4.51
4.97
5.60
6.09
2-hr
_1
(1 57-1 94)
(1 91-2 35
(2 39-2 95)
2 76-3.41
3 24-4.03]
1 (3.63-4.52)
1 (4.00-5 02)
1 (4 38-5 52)
4.89-6 21
527-6.77
1.84
2.23
2.81
3.28
3.92
4.45
5.00
5.57
6.38
7.04
3-hr
(1 66-2 06)
(2.01-2.50)
(2.54-3 15)
F 95-3.66
(3 51-4.37)
(3.96-4 96)
(4.41-5 56)
4.88-6.19
(5.52-7 09)
(6 03-7.82 )
6-hr
2.19
[7 99-2 44
2.66
(2.41-2,95)
3.35
3 04-3.72
3.92
3.53-4.341.
4.70
4.21-5.20]
5.35
[4.7fi-5:9Q
6.03 4�
{5.32.6.5
6.74
5,90-7 42
7.76
6 70-8.52
8.59
33-9.43
6.45
12-hr
2 324-288
2.833 48)
3 56A.42
4 96618
5 038424
5 12
G. 18 06
7 15-9 07
8. 8--10 5)
8.9<U 7
24-hr
2 823 2s
3 3390
(3.423890
(3.97-4 59)
4.325 05 •
(4.9835.77]
5 03-5588)
(5 77 6.70)
6. 0--7?04
[6 6472983
6;773 .56
f7.782 9800)
7 6?8 92
(8. 0-310.1
B 38-9.91
9.4s (14i.2
9.49- 1 31
(10 7-182 7)
(10.4-152 41
12.9
11.7-13.9)
2{iay
3-day
(3.51-4.02)
L(4.2A.85)
(5.2666.05)
6 09-�00
7 0 8j32
(8 09?9.37)
(9 0- 0 5)
(9.9 -111 6)
(11 2-13.1
121314.4)
4 day
6.93
5
9.i9
3 7294.24
5 4.4781 ❑
(5.558 3a)
6 408.31
(7. 8.G6
8.4$ 73
9.40- 0 9
10 4-? n
(i1 6-13 6
12,73--4.9
7�tay 4.61 5.51 6.77 7.76 9.13 10.2 11.3 12.5 14.1 15.3
(A.31.4:fl3] (5:16-5.69}(6.32-7 24) (7 24.829) (8.49-9.75) 9.48-10.9) (1R 5-12 1] (11.5-13 4) 12 9-15 1] (14 0.16 4)
10-day 7-5-2-8-76.30 7.62 8.64 10.0 11.1 12.2 13.4 14.9 16.0
(4.97-5.61 5 E}3 9.59 7 16.8.08 B 12-9 17 9.40-10.6 70.4.11.8 11 4-13.0 12 4-14.2 (13 8-15 8 14 8-17 1
7.11 8.42 10.0 11.3 12.9 14.3 15.6 16.9 18.8 20.2
20-day
6.72-7.54 7 95-8.93 (9 44-10 G) (10 6-11.9 12 2-13.7 13.4.15.1 14 6-16 5 15 8-18 p 17 4-19:9 16 6-21.5)
{
2.2 5-3 6.7
30�ay
8.36 9334 9 86-111 p) 1115-12.9 1218-14.3 (1415-16.2) (1517--17 7) {1.70-19.1] (1819 0 �) (19.8-22.6 21 1-24.1)
26.2
45 day
2 I
(10-6. 1 6) (1214 13.8) (14. -15 9) (15 7-1 5) (171 -%6) 18,9- 11 2C 2-22 7] (21 5-24 2) [23�2.2fi 24.5-27..8
13.4 15.7 17.9 19.5 21.6 23.2 24.8 26.3 28.3 29.8
60-day
r
12 7-14 1 (14.9.16 5) (1S 5118 8] 18 5-20.5) 20.5.22.8 22.0-24.5 3 426 1) (::4 8-�7 7 26.G-29.9 27.fl-31.s
) ( ) (i
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
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 PIMP values
Please refer to NOAA Atlas 14 document for more information
Back to Top
PF graphical
hftps://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=34.9894&Ion=-79.2603&data=depth&units=english&series=pds 1/4

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STORMWATER MANAGEMENT CALCULATIONS

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
—
1 Project Name Gates Farm Subdivision
2 Project Area ac _ 16.75
3 Coastal Wetland Area (ac)
4 Surface Water Area (ac
5 1 Is this project High or Low Density? High
6 IDoes this project use an off -site SCM? No
COMPLIANCE WITH 02H ,1008 4
7
Width of vegetated setbacks provided (feet)
N/A
8
Will the vegetated setback remain ve etated?
NIA
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:
77
—11 Infiltration System
0
12
Bioretention Cell
0
13
Wet Pond
1
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
22
_ _
Treatment Swale
0
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Bayfilter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Organization:
Matthew E. Lowder, PE
28
Triangle Site Design, PLLC _
29
Street address:
4004 Barrett Drive, Suite 101
30
City, State, Zip:
Raleigh. NC 27609
31
Phone number(s):
919-553-6570
32
Email:
[e-mail]
Certification. Statement:
I certify, under penalty of law that this Supplement FZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the hest of my knowledge and relief, 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.
F,,,��, trfllr11`'.,
4' J
0
SQr��S51a��P9
a SEAL i
2443
��
9 ENGINE ■■` `
.,r �,W
,P"fl,11rt6A�atff�
Signatu of Designer
Date

DRAINAGE AREAS
1
Is this a high densit l ro'ect?
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 area (sq ft
759165 sf
689291
6
Onsite drainage area (sq ft
759165 sf
689291
7
Offsite drainage area (sq ft
8
Total BUA in project (sq ft
305418 sf
305418 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
10permitting)
New BUA not on subdivided lots (subject to
s
11
Offsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parkinq (sq ft
Sidewalks ft
19503 sf
19503 sf
Roof (sq ft
203000 sf
203000 sf
Roadway s ft
82915 sf
82915 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
Isubdivided 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
44%
19
Desi n storm inches
1.0 in
20
Design volume of SCM cu ft
25778 cf
21
lCalculation method for design volume
Simple Method
ADDITIONAL_ INFORMATION
22
Please use this space to provide any additional information about the
1drainage area(s):

WET POND
1
Drainage area number
3
2
1 Minimum required treatment volume cu ft
25778 cf
GENERAL
MDC FROM 02H .1 0
31
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
4
Is the SCM located away from contaminated soils?
Yes
5
What are the side slopes of the SCM H:V)?
3:1
6
Does the SCM have retaining walls, gabion walls or other
en ineered 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 clewatering the SCM for maintenance?
Pump referred
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC 8 ?
Yes
12
Does the drainage easement comply with General MDC 9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
15
Is there an O&M Plan that complies with General MDC 12 ?
Yes
16
Does the SCM follow the devicespecific MDC?
Yes
17
Was the SCM designed by an NC licensedprofessional?
Yes
WET POND
MDC FROM WM .1053
18
Sizing method used
SAIDA
19
Has a sta a/stora a table been provided in the calculations?
Yes
_
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
291.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
292.00
22
Elevation of the bottom of the vegetated shelf fmsl
294.90
23
Elevation of the permanent pool fmsl
295.40
24
Elevation of the top of the vegetated shelf fmsl
295.90
25
Elevation of the temporary pool fmsl
296.40
26
Surface area of the main permanent pool (square feet
17670
27
Volume of the main permanent pool cubic feet
49005 cf
28
Average depth of the main pool (feet)
3.08 ft
29
1 Average depth euation used
Equation 3
30
If using equation 3, main pool perimeter (feet)
640.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 It
32
Volume of the foreba (cubic feet)
8947 cf
33
Is this 15-20% of the volume in the mainpool?
Yes
34
Clean -out depth for foreba inches
22.8 in
35
Design volume of SCM (cu ft)
25778 cf
36
Is the outlet an orifice or a weir?
Orifice
371
If orifice, orifice diameter inches
2.50 in
38
If weir, weir height (inches)
39
If weir, weir length (inches
40
Drawdown time for the tempospool (days)
2.47
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
42
Are berms or baffles provided to improve the flowpath?
Yes
43
Depth of forebay at entrance (inches)
34.8 in
44
Depth of forebay at exit (inches)
28.8 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
46
Width of the ve etated shelf (feet)
6 It
47
Slope of vegetated shelf H:
6:1
48
Does the orifice drawdown from below the top surface of the
permanentpool?
Yes
49
Does the pond minimize impacts to the receiving channel from the 1
r 24-hr storm?
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC 9 is met.
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
53
Species of turf that will be used on the dam and embankment
Hybrid Bermuda
54
Hasa lanting plan been rovided for the ve etated shelf?
Yes
ADDITIONAL
INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s);
Wet Pond 1 8:40 AM 8/23/2021

Triangle Site Design, PLLC
Watson Ridge, Harnett County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage Area (acres): 17.43
Existing Soil Groups:
Soil Group Man Symbol Soil Description
Acres
Percent of DA
A WaB Wagram Loamy Sand
9.93
57%
B FaB Faceville Loamy Sand
7.50
43%
Existing Land Uses:
Land Use Description Existing Soil Group Acres
Curve #
Weighted CN
Cultivated Land -w/o Conservation A 9.65
77
42.6
Wooded - Good Stand A 0.28
50
0.8
Cultivated Land -w/o Conservation B 7.25
85
35.4
Wooded - Good Stand B 0.25
63
0.9
Cumulative Curve # =
79.7

Triangle Site Design, PLLC
Watson Ridge, Harnett County, NC
Curve Number Calculation (CN)
Post -Developed
Conditions to Wet Pond
Drainage Area (acres) 15.83
Existing Soil Groups:
Soil Grow Map Symbol
Soil Description
Acres
Percent of DA
A WaB
Wagram Loamy Sand
8.58
54%
B FaB
Faceville Loamy Sand
7.25
46%
Pr000sed Land Uses.,
Land Use Description
Exisfing Soil Group Acres
Curve #
Weighted CN
Impervious Area -Residential Lots
A 2.89
98
17.9
Impervious Area-Sidewalk/Road
A 1.44
98
8.9
Impervious Area -Residential Lots
B 1.77
98
11.0
Impervious Area-Sidewalk/Road
B 0.91
98
5.6
Open Space - Good Stand
A 4.25
55
14.8
Open Space - Good Stand
B 4.57
68
19.6
Cumulative Curve # =
77.8

Triangle Site Design, PLLC
Watson Ridge, Harnett County, NC
Curve Number Calculation (CN)
Post -Developed Conditions to Wet Pond
Drainage Area (acres) 1.60
Existing Soil Groups:
Soil Grouo Map Svmbol Soil Description Acres Percent of DA
A WaB Wagram Loamy Sand 1.35 84%
B FaB Faceville Loamy Sand 0.25 16%
Proposed Land Uses:
Land Use Description Existim Soil Group Acres Curve # We�ghted CN
Cultivated Land -w/o Conservation A 1.07 77 51.5
Wooded - Good Stand A 0.28 50 8.8
Cultivated Land -w/o Conservation B 0.25 85 13.3
Cumulative Curve # = 73.5

Proposed Wet Pond
Project Information
Project Name: Gates Farm Subdivision
Project #:
Designed by: CEP Date: 8/20/2021
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 15.82 Acres 689,291 sf
Impervious Area (IA) = 7.01 Acres 305,418 sf
Percent Impervious (1) = % 44.31 %
Required Surface Area
Permament Pool Depth: 3.08 ft Non -Coastal County
SA/DA = 1.61
Min Req'd Surface Area = 11,098 sf (at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.449 in/in
Storage Volume Required = 25,778 cf above Permanent Pool
Elevations
Top of Pond Elevation = 300.00 ft
Temporary Pool Elevation = 296.40 ft
Permanent Pool Elevation = 295.40 ft
Shelf Begining Elevation =
295.90 ft
Forebay Weir =
295.00 ft
Shelf Ending Elevation =
294.90 ft
Bottom Elevation =
292.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 17,670 sf
Volume of Temporary Storage = 25,899 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 17670 > 11098 ) sf
Volume of Storage for Design Storm = 25,899 Yes ( 25899 > 25778 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nat Gates Farm Subdivision
Project #:
Bsigned by: CEP Date: 8/20/2021
iecked by: Date:
Date:
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Orifice Diameter (D) =
Cd =
Ei =
Zone 1 Range =
Zone 2 Range =
Zone 3 Range =
Q3 = 0.0437 Cp " D2 (Z-D/24-EI)A"12)
Q2 = 0.372 Co D'(Z-Ei)^(312)
Q,=0
2.5 in
0.6
295.4
Orifice Inv.
0.00
to 295.4
295.4
to 295.5
295.5
to 296.4
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
It
cfs
min
295.40
23,635
0
0.00
2.00
0.000
--
295.90
26060
12,424
0.50
3.00
0.103
2,008
296.00
26385
2.662
0.10
3.00
0.115
384
296.40
1 27680
10,813
0.40
3.00
0.155
1,162
Total
—
26,899
--
-
--
3.556
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 25,899 cf
Total Time = 3,555 min
Total Time = 2.47 days
8/23/2021 Prop Wet Pond- new design-WR 1 of 1

Project: Pond #1 Date: 8/23/2021
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
295.4
17,670
8,363
49,005
A2 (Perm -Pool)
294.9
15,780
13,702
40,642
Al (Bottom -Shelf)
294
14,670
14,068
26,940
293
13,465
12,873
12,873
292
12,280
0
0
A3 (Bottom -Pond)
Forebay Contours -Volumes
Elevation
FB1
FB2
FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
295.4
2,740
2,775
5,515
2,649
8,947
294.9
2,535
2,545
5,080
4,234
6,298
294
2,185
2,145
4,330
2,064
2,064
293.5
2,000
1,925
3,925
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom -Shelf):
18.3% *Between 15% & 20%
2.58 *At least 3' average depth
49,005
640
3
15,780
Average Depth = 3.08

Proposed Wet Pond #1
Project Information
Project Name:
Gates Farm Subdivision
Project #:
Designed by:
CEP Date: 8/20/2021
Revised by:
Date:
Checked by:
Date:
Site Information
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
15.82 Acres
Impervious Area (IA) =
7.01 Acres
Percent Impervious (1) =
44.31 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.50 in (Diameter)
Drawdown Time = 2.47 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
128.0
cf
Weight:
7987
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
9,585
Ibs
Volume of Concrete Req'd:
63.9
cf
Volume Provided:
111.1
cf
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(4'x4' riser x 4.6' = 73.6sf, 5'x5' footing x 1.5'=37.5cf)

IMPERVIOUS AREA SUMMARY
TEAREA=72 749 F 16.75A
LOTS 203,000 SF 4.66 ACRE(S) 27.82
PAVEMENT 82,915 SF 1.90 ACRE(S) 11.36
SIDEWALK 19,503 SF 0.45 ACRE(S) 2.67
TOTAL IMPERVIOUS AREA
GREEN/OPEN SPACE
305,418 SF 7.01 ACRE(S)
424,331 SF 9.74 ACRE(S)
41.85 %
58.15 %
EXISTING IMPERVIOUS AREA: 0 SF 0 ACRE(S) 0 % OF TOTAL SITE AREA
INCREASE IN IMPERVIOUS AREA: 305,418 SF 7.01 ACRE(S)

Idow
Ar o-,o
0,00o
'o
11.0,0000
14��i
GU-ii^. S:� PLMI VIRY

`STAGE/STORAGE TABLE
STAGE ELEVATION
CONTOUR
INCREMENTAL
TOTAL
(FT (FT)
AREA (SF)
STORAGE (CF)
STORAGE (CF
0.0 295.4
23635
0
0
0.5 295.9
26060
12424
12424
0.6 296.0
26385
2622
15046
1.0 296.4
27680
10813
25859 (M)
1.6 297.0
29690
17211
43070
2.6 298.0
32250
30970
74040
3.6 299.0
34865
33558
107598
4.6 300.0
37090
35978
143575
ORMWATER MANAGEMENT DESIGN
rWETT DETENTION POND
RIVER BASIN: LUMBER
RECEIVING STREAM: TONEY'S CREEK (RAFT SWAMP)
STREAM INDEX: 14.10.1.2
STREAM CLASS: C; Sw
HUC: 03040203
PROJECT COORDINATES: 34.987031°N,-79.260578°W
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 15.83 ACRES
SITE IMPERVIOUS AREA TO POND: 7.01 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 7.01 ACRES
PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED
POST DEVELOPED
POST DEVELOPED
TO POND TO POND
THROUGH POND
BYPASS
COMBINED
DRAINAGE AREA: 17.43 AC 15.83 AC
1.60 AC
CURVE NUMBER: 79.7 77.8
73.5
TIME OF CONCENTRATION: 27.2 MIN 10 MIN
10 MIN
1.0" STORM EVENT: 0.285 CFS
0.027 CFS
1-YEAR STORM EVENT: 19.86 CFS 26.27 CFS
1.131 CFS
2.055 CFS
3.186 CFS
YEAR STORM EVENT: 27.93 CFS 37.33 CFS
4.166 CFS
3.073 CFS
7.239 CFS
10-YEAR STORM EVENT: 51.48 CFS 70.12 CFS
18.04 CFS
6,171 CFS
24.21 CFS
100-YEAR STORM EVENT: 90.40 CFS 124.68 CFS
86.18 CFS
11.56 CFS
97.74 CFS

0
a

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0 0
m
x
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O �::
Qui O
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�
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CDw
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z
Q
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w
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0
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LL
O
w
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a

rpPOF,�'E�R'�9
J�ER�Fa�ATF�.
RISER STRUCTURE
INTO BOTTOM CAP PVC DRAIN OUTLET
SCALE: N.T.S.
TAD AC OTgUCTURE NOT SHOWN FOR CLARITY
.E TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Pond No. 1 - Wet Pond
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 295.40 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 295.40
23,635
0
0
0.50 295.90
26,060
12,424
12,424
0.60 296.00
26,385
2,622
15,046
1.00 296.40
27,680
10,813
25,859
1.60 297.00
29,690
17,211
43,070
2.60 298.00
32,250
30,970
74,040
3.60 299.00
34,865
33,558
107,598
4.60 300.00
37,090
35,978
143,575
5
Monday, Aug 23, 2021
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrFRsr] [A] [B] [C] [D]
Rise (in)
= 24.00
2.50
Inactive
Inactive
Crest Len (ft)
= 8.00
8.00
25.00
Inactive
Span (in)
= 24.00
2.50
0.00
0.00
Crest El. (ft)
= 296.90
298.30
298.30
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
2.60
3.33
Invert El. (ft)
= 295.40
295.40
0.00
0.00
Weir Type
= Rect
Broad
Broad
-•-
Length (ft)
= 26.00
0.50
0.00
0.00
Multistage
= Yes
Yes
No
No
Slope (%)
= 0.77
1.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exffl.(in/hr)
= 0.000 (by
Contour)
Multistage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
Note: CulverVOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a).
Stage / Discharge
20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0
Total Q
Elev (ft)
300.40
299.40
298.40
297.40
296.40
295.40
180.0
Discharge (cfs)

Hydrograph Summary Rep 'Ffydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
i
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
Pre -Developed -Overall Site
1
SCS Runoff
19.86
2
732
81,220
------
2
SCS Runoff
26.27
2
722
69,153
- --
Post Developed to Pond
3
Reservoir
1.131
2
872
62,197
2
297.01
43,293
Post Through Pond
4
SCS Runoff
2.055
2
722
5,550
---
------
Post Developed ByPass
6
SCS Runoff
0.285
2
252
3,327
- --
—
------
1.0 Post -Developed to Pond
7
Reservoir
0.027
2
376
2,669
6
295.53
3,186
1.0inPost Through Pond
Wet_pond.gpw
Return Period: 1 Year
Monday, Aug 23, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 2 min
Drainage area
= 17.430 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.07 in
Storm duration
= 24 hrs
18.00
15.00
12.00
• M
MI
3.00
2
Monday, Aug 23, 2021
Peak discharge = 19.86 cfs
Time to peak
= 732 min
Hyd. volume
= 81,220 cuft
Curve number
= 79.7
Hydraulic length
- 0 ft
Time of conc. (Tc)
= 27.20 min
Distribution
- Type II
Shape factor
484
Pre -Developed -Overall Site
Hyd. No. 1 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• M
. W
0.00
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
Post Developed to
Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 15.830 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
H Me
Monday, Aug 23, 2021
Peak discharge = 26.27 cfs
Time to peak
= 722 min
Hyd. volume
= 69,153 cuft
Curve number
= 77.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
MIX
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Aug 23, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type =
Reservoir
Peak discharge
= 1.131 cfs
Storm frequency =
1 yrs
Time to peak
= 872 min
Time interval =
2 min
Hyd. volume
= 62,197 cuft
Inflow hyd. No. =
2 - Post Developed to Pond
Max. Elevation
= 297.01 ft
Reservoir name =
Wet Pond
Max. Storage
= 43,293 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0 00 000
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
- Hyd No. 3 Hyd No. 2 ® Total storage used = 43,293 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Post Developed ByPass
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.600 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.07 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1.00
0
Monday, Aug 23, 2021
Peak discharge = 2.055 cfs
Time to peak
= 722 min
Hyd. volume
= 5,550 cuft
Curve number
= 73.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed ByPass
Hyd. No. 4 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 4
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
1.0 Post -Developed to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 15.830 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 1.00 in
Storm duration
= 6.00 hrs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Monday, Aug 23, 2021
Peak discharge = 0.285 cfs
Time to peak =
252 min
Hyd. volume =
3,327 cuft
Curve number =
77.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
1.0 Post -Developed to Pond
Hyd. No. 6 -- 1 Year
60 120 180 240 300 360
Hyd No. 6
Q (Cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
420
Time (min)

0
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Monday, Aug 23, 2021
Hyd. No. 7
1.0inPost Through Pond
Hydrograph type = Reservoir
Peak discharge
= 0.027 cfs
Storm frequency = 1 yrs
Time to peak
= 376 min
Time interval = 2 min
Hyd. volume
= 2,669 cuft
Inflow hyd. No. = 6 - 1.0 Post -Developed to Pond
Max. Elevation
= 295.53 ft
Reservoir name = Wet Pond
Max. Storage
= 3,186 cuft
Storage Indication method used
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
600 1200
Hyd No. 7
1.0inPost Through Pond
Hyd. No. 7 -- 1 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 ® Total storage used = 3,186 cult

10
Hydrograph Summary R e p aflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
I Hyd.
i volume
(cult)
112,765
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
Pre -Developed -Overall Site
1
SCS Runoff
27.93
2
732
------
------
- ---
2
SCS Runoff
37.33
2
720
97,452
-- -
--
- -
Post Developed to Pond
3
Reservoir
4.166
2
756
90,444
2
297.18
48,708
Post Through Pond
4
SCS Runoff
3.073
2
722
8,114
-
- -
---
Post Developed ByPass
6
SCS Runoff
0.000
2
n/a
0
----
1.0 Post -Developed to Pond
7
Reservoir
0.000
2
n/a
0
6
295.40
0.000
1.OinPost Through Pond
Wet_pond.gpw
Return Period: 2 Year
Monday, Aug 23, 2021

Hydrograph Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 17.430 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.71 in
Storm duration
= 24 hrs
24.00
20.00
16.00
12.00
4.00
Monday, Aug 23, 2021
Peak discharge = 27.93 cfs
Time to peak
= 732 min
Hyd. volume
= 112,765 cuft
Curve number
= 79.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 27.20 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
0
4.00
0.00 1 1 ,L_ I I [ '%- . 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

12
Hydrograph
Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D®2009 by Autodesk, Inc. v6.066
Monday, Aug 23, 2021
Hyd. No. 2
Post Developed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 37.33 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 97,452 cuft
Drainage area
= 15.830 ac
Curve number
= 77.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
40.00
30.00
20.00
10.00
Post Developed to Pond
Hyd. No. 2 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Aug 23, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 4.166 cfs
Storm frequency
= 2 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd. volume
= 90,444 cuft
Inflow hyd. No.
= 2 - Post Developed to Pond
Max. Elevation
= 297.18 ft
Reservoir name
= Wet Pond
Max. Storage
= 48,708 cuft
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 600
Hyd No. 3
Post Through Pond
Hyd. No. 3 -- 2 Year
1200 1800 2400 3000 3600 4200 4800 5400
— Hyd No. 2 ® Total storage used = 48,708 cuft
Q (cfs)
40.00
30.00
20.00
10.00
j 0.00
6000
Time (min)

Hydrograph Report 14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Post Developed ByPass
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 1.600 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.71 in
Storm duration
= 24 hrs
Monday, Aug 23, 2021
Peak discharge = 3.073 cfs
Time to peak =
722 min
Hyd. volume
= 8,114 cuft
Curve number =
73.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution =
Type II
Shape factor
= 484
Post Developed ByPass
Q (cfs) Hyd. No. 4 -- 2 Year
4.00 I
3.00
2.00
1.00
WITAIIIIII
Q (cfs)
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

`VA
Hydrograph
Summary
Re p -I-fydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
peak
volume
hyd(s)
elevation
strge used
description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
SCS Runoff
51.48
2 1 730
205,701
2
SCS Runoff
70.12
2 720
181,933
------
3
Reservoir
18.04
2 734
174,831
2
4
SCS Runoff
6.171
2 720
16,022
------
6
SCS Runoff
0.000
2 n/a
0
------
7
Reservoir
0.000
2 n/a
0
6
Wet_pond.gpw Return Period:

i F-1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 17.430 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.44 in
Storm duration
= 24 hrs
50.00
40.00
30.00
20.00
10.00
Monday, Aug 23, 2021
Peak discharge = 51.48 cfs
Time to peak
= 730 min
Hyd. volume
= 205,701 cuft
Curve number
= 79.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 27.20 min
Distribution
= Type II
Shape factor
= 484
Pre -Developed -Overall Site
Hyd. No. 1 -- 10 Year
Q (cfs)
60.00
40.00
30.00
20.00
MIXI 1
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 for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Developed to
Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 15.830 ac
Basin Slope
- 0,0 %
Tc method
= USER
Total precip.
= 5,44 in
Storm duration
= 24 hrs
70.00
50.00
40.00
30.00
10.00
19
Monday, Aug 23, 2021
Peak discharge = 70.12 cfs
Time to peak
= 720 min
Hyd. volume
= 181,933 cuft
Curve number
= 77.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Pond
Hyd. No. 2 -- 10 Year
Q (cfs)
80.00
70.00
.me
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Aug 23, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type =
Reservoir
Peak discharge
= 18.04 cfs
Storm frequency =
10 yrs
Time to peak
= 734 min
Time interval =
2 min
Hyd. volume
= 174,831 cuft
Inflow hyd. No. =
2 - Post Developed to Pond
Max. Elevation
= 298.24 ft
Reservoir name =
Wet Pond
Max. Storage
= 82,068 cuft
Storage Indication method used.
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
Post Through Pond
Hyd. No. 3 -- 10 Year
240 480 720 960 1200 1440 1680
Hyd No. 3 Hyd No. 2 ® Total storage used = 82,068 cuft
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1920
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2009 byAutodesk, Inc. v6.066
Hyd. No. 4
Post Developed ByPass
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 2 min
Drainage area
= 1.600 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.44 in
Storm duration
= 24 hrs
Q (cfs)
7.00
5.00
3.00
ME
1.00
21
Monday, Aug 23, 2021
Peak discharge = 6.171 cfs
Time to peak
= 720 min
Hyd. volume
= 16,022 cuft
Curve number
= 73.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed ByPass
- Hyd. No. 4 -- 10 Year
Q (cfs)
7.00
IN
5.00
4.00
3.00
2.00
1.00
0.00 .1. ' - T_ —.�- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

24
Hydrograph Summary Re PC I-fydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
90.40
Time
interval
(min)
2
1
SCS Runoff
2
SCS Runoff
124.68
2
3
Reservoir
86.18
2
4
SCS Runoff
11.56
2
6
SCS Runoff
0.000
2
7
Reservoir
0.000
2
Wet_pond.gpw
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
peak
volume
hyd(s)
elevation
strge used
description
(min)
(cult)
(ft)
(cuft)
730
364,343
-- --
------
--
Pre -Developed -Overall Site
720
327,940
------
--_---
------
Post Developed to Pond
726
320,763
2
299.27
116,788
Post Through Pond
720
30,117
---
--
-
Post Developed ByPass
n/a
0
---
-
1.0 Post -Developed to Pond
n/a
0
6
295.40
0.000
1.0inPost Through Pond
Return Period: 100 Year I Monday, Aug 23, 2021

Hydrograph Report
25
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Aug 23, 2021
Hyd. No. 1
Pre -Developed -Overall Site
Hydrograph type
= SCS Runoff
Peak discharge
= 90.40 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 364,343 cuft
Drainage area
= 17.430 ac
Curve number
= 79.7
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 27.20 min
Total precip.
= 8.18 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
100.00 100.00
90.00 90.00
80.00 80.00
70.00 _ _ 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 � _- — _ _ 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
Pre -Developed -Overall Site
Hyd. No. 1 -- 100 Year

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. v6.066
Hyd. No. 2
Post Developed to
Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 15.830 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 8.18 in
Storm duration
= 24 hrs
120.00
100.00
:m
40.00
20.00
26
Monday, Aug 23, 2021
Peak discharge T 124.68 cfs
Time to peak
= 720 min
Hyd. volume
= 327,940 cuft
Curve number
= 77.8
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
484
Post Developed to Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
140.00
120.00
100.00
:EM
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— - Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Time interval =
2 min
Inflow hyd. No. =
2 - Post Developed to Pond
Reservoir name =
Wet Pond
Storage Indication method used.
120.00
100.00
mace
40.00
20.00
W
Post Through Pond
Hyd. No. 3 -- 100 Year
27
Monday, Aug 23, 2021
Peak discharge = 86.18 cfs
Time to peak = 726 min
Hyd. volume = 320,763 cuft
Max. Elevation = 299.27 ft
Max. Storage = 116,788 cuft
Q (cfs)
140.00
120.00
100.00
:9 M
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 -- Hyd No. 2 1 1 1 1 1 1 1 1Total storage used = 116,788 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Post Developed ByPass
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.600 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 8.18 in
Storm duration
= 24 hrs
10.00
II �
.M
4.00
2.00
28
Monday, Aug 23, 2021
Peak discharge = 11.56 cfs
Time to peak
= 720 min
Hyd. volume
= 30,117 cuft
Curve number
= 73.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post Developed ByPass
Hyd. No. 4 -- 100 Year
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

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Triangle Site Design, PLLC
Biltmore - Raeford Subdivision - Storm Drain "C" calculations
Rational Runoff Coefficient "C" - West (Gas Station)
]unction Box# 101
Drainage Area (acresx 0
Promsed Land Uses,
Land Use Description
Acres
°° Site
Runoff "C"
"C"
Roofs
0.00
#DIV/0!
0.95
#DIV/0!
Asphalt/Concrete Pavement
0.00
#DIV/0!
095
#DIV/01
Lawn
0.00
#DIV/0!
0.3
#DIV/0!
Wooded
0.00
#DIV/0!
0.2
#DIV/0!
Total Area=
0.00
Cumulative "C" =
#DIV/0!
1
n0=
7 98
Qio=
#DIV/0!
Catch Basin#102
0.46
Land Use Descriotion
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
Acres
% Site
0.16
35%
0.06
13%
0.24
52%
0.00
0%
0.46
Cumu€ative"C"=
1
110=
Qio=
Runoff"C"
"C"
0.95
6.33
0.95
0.12
0.3
0.16
0.2
0.00
U1
7.98
2.24
Catch Basin#103
QMM=Area Iacres): 0.35
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.16
46%
0.95
0.43
Asphalt/Concrete Pavement
0.06
17%
0.95
0.16
Lawn
0.13
37%
0.3
0.11
Wooded
0.00
0%
0.2
0.00
Total.Area=
0.35
Cumulative "C" =
0.71
1
lip=
7.98
Q I o=
1.98
Catch Basin#104/105
Drainage Area (acres): 0.57
Proposed Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Total Area=
Catch Basin#106
Ora/neae Area (acresi. 0.20
Proposed Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Acres
% Site
0.16
28%
0.07
12%
0.34
60%
0.00
0%
0.57
Cumulative "C" _
1
iio=
Qio=
Runoff"C"
"C"
095
0.27
0.95
0.12
0.3
0.18
0.2
0.00
0.56
7.98
2.56
Acres
% Site Runoff "C"
"C"
0.00
0% 095
0.00
0.20
100% 095
095
0.00
0% 0.3
0.00
0.00
0% 0.2
0.00
Total Area= 0.20
C u rn ulatl ve."C' =
0.95
HO=
798
Q 1 0=
1.52

Catch Basin#107
Drainaoe Area (acres) 0.46
Proposed [and Uses:
Land Use Description
Acres
% Site Runoff "C"
"C"
Roofs
0.24
52% 0.95
0.50
Asphalt/Concrete Pavement
007
15% 0.95
0.14
Lawn
0.15
33% 0.3
010
Wooded
000
0% 0.2
0.00
Totai Area= 0.46
Cumulative "C" =
0.74
iio=
7.98
Q i o=
2.71
Catch Basiri# 108
Drainage Area (acres): 0.57
P�OOsed Land Uses
Land Use Description
Acres
% Site Runoff "C"
"C"
Roofs
0.16
28% 0.95
0.27
Asphalt/Concrete Pavement
0.06
11% 0.95
0.10
Lawn
0.35
61 % 0.3
0.18
Wooded
0.00
0% 0.2
0.00
Total Area= 0.57
Cumulative "C" =
0.55
iio=
7.98
Qio=
2.51
Catch Basin#109
12im oe Area (acres 0.36
Proposed Land Uses.
Land Use Description
Acres
% Site Runoff "C"
"C"
Roofs
0.16
44% 0.95
042
Asphalt/Concrete Pavement
0.07
19% 0.95
0 18
Lawn
013
36% 0.3
0.11
Wooded
0.00
0% 0.2
000
Total Area= 0.36
Cumulative "C" =
0.72
L
iio=
798
Qio=
205
Catch Basin#110
Drainaoe Area (an es). 0.46
Pmmsed Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Acres
% Site Runoff "C"
IV
0.08
17% 0.95
0.17
0.08
17% 0.95
0.17
0.30
65% 0.3
0.20
0.00
0% 0.2
0.00
Total Area= 0.46
1 Cumulative "C" =
0.53

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Triangle Site Design, PLLC
Biltmore - Raeford Subdivision - Storm Drain "C" calculations
Rational Runoff Coefficient "C" - West (Gas Station)
Manhole#201
Dr in 0
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.00
#DIV/O!
0.95
#DIV/O!
Asphalt/Concrete Pavement
0.00
#DIV/01
0.95
#DIV/O!
Lawn
0.00
#DIV/O!
0.3
#DIV/O!
Wooded
0.00
#DIV/O!
0.2
#DIV/O!
Total Area=
0.00
cumulative "C" _
#DIVIOI
1
i10=
7.98
Q10=
#DIV/01
]unction Box#202
Vralna ep Area Facres 0
8222W.d Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
TM Area=
Acre
% Site
0.00
#DIV/O!
0.00
#DIV/O!
0.00
#DIV/O!
0.00
#DIV/O!
0.00
Cumulative "C' _
1
i1o=
Q1o=
Runoff "C"
"C"
095
#DIV/01
095
#DIV/O!
03
#DIV/O!
0.2
#DIV/O!
FORV O!
7.98
#DIV/O!
Catch Basin#203
Drainage Area (arres): 0.39
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.24
62%
0.95
0.58
Asphalt/Concrete Pavement
0.10
26%
0.95
0.24
Lawn
0.05
13%
0.3
0.04
Wooded
0.00
0%
0.2
0.00
Total Area=
0.39
Cumulative "C" =
0.67
1
i1o=
7.98
Q10=
2.70
Catch Basin#204/205
Drainage Area (acres]: 0.52
Proposed Land Uses:
Land Use Description
Acres
% Site
Runoff "C"
"C"
Roofs
0.08
15%
0.95
015
Asphalt/Concrete Pavement
0.17
33%
0.95
0.31
Lawn
027
52%
0.3
0.16
Wooded
000
0%
0.2
000
Total Area=
0.52
Cumulative "C" =
0.61
1
ho=
7.98
Q10=
2.54
Catch Basin#206
Drainage Area (acres]: 0.19
_P_rppvsed Land Uses*
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Acres
% Site Runoff "C"
"C"
0.00
0% 0.95
000
0.19
100% 0.95
095
0.00
0% 0.3
0.00
000
0% 0.2
0.00
Total Area= 019
Cumu[alive "C" =
0.95
no=
798
Q10=
1.44

Catch Basin#207/208
Drainage Area (acres): 0.78
Pra�posed Land Uses:
Land Use Description
Acres
Roofs
0.32
Asphalt/Concrete Pavement
0.21
Lawn
0.25
Wooded
0.00
Total Area= 0.78
Site Runoff "C"
"C"
41 %
0.95
0.39
27%
0.95
0.26
32%
0.3
0.10
0%
0.2
0.00
Cumulative "C" =
0.74.
ho=
7.98
Q10=
4.62
Catch Basin#209
Drainage Area (acres(: 0.55
Provosed Land Uses:
Land Use Description
Acres
% Site Runoff "C"
"C"
Roofs
0.24
44% 0.95
0.41
Asphalt/Concrete Pavement
0.23
42% 0.95
0.40
Lawn
0.08
15% 0.3
0.04
Wooded
0.00
0% 0.2
0.00
Total Area= 0.55
Cumulative "C" =
0.86
i1o=
7.98
Q14=
3.75
Catch Basin#210
Drainage Area (acres): 0.40
Proposed Land Uses.,
Land Use Description Acres
Roofs 0.16
Asphalt/Concrete Pavement 0.06
Lawn 0.18
Wooded 0.00
Total Area= 0.40
% Site
Runoff "C"
"C"
40%
0.95
038
15%
0.95
0.14
45%
03
014
0%
02
000
Cumulative "C"
=
0.66
i10=
7.98
Q1o=
2.10
Catch Basin#211
Drain e rya 0.47
Pr6OOsed Land Uses:
Land Use Description
Acres
% Site Runoff "C"
"C"
Roofs
0.16
34% 0.95
0.32
Asphalt/Concrete Pavement
0.07
15% 0.95
0.14
Lawn
0.24
51 % 0.3
0.15
Wooded
0.00
0% 0.2
0.00
Total Area= 0.47
Cumulative "C" =
0.52
110=
7.98
Q1o=
2.32
Catch Basin#212
Oralna4e Area 0.38
Lragzsg4 Land
Land Use Description
Acres
% Site Runoff "C"
"C"
Roofs
0.08
21 % 0.95
0.20
Asphalt/Concrete Pavement
0.25
66% 0.95
0.63
Lawn
0.05
13% 0.3
0.04
Wooded
0.00
0% 0.2
0.00
Total Area= 0.38
Cumulative "C" =
0.86
HO=
7.98
Q10=
2.62

Yard Inlet#213
DrakW Area (acres 2.41
ftw-wdLod Uses.•
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Catch Basin#214/215
0.89
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Catch Basirl#216
Drainaoe Area (acres): 0.47
Aroposed Land Uses:
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Catch Basin#217
0.44
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Catch Basin#218
Drainaoe Area (acres): 0.60
FInV5ed_Land Uses
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Acres
% Site Runoff "C"
"C"
0.48
20% 0.95
0.19
0.06
2% 0.95
0.02
1.87
78% 0.3
0.23
0.00
0% 0.2
0.00
otaI Area= 2.41
Cumulative "C" -
0:45
iio=
7.98
Qio=
8.57
Acres
% Site Runoff "C"
"C"
0.24
27% 0.95
0.26
0.10
11% 0.95
0.11
0.55
62% 0.3
0.19
000
0% 0.2
0.00
otal Area= 089
Cumulative "C" _
❑.55
iio=
7.98
Qio=
3.89
Acres
.% Site
Runoff "C"
"C"
0.16
34%
0.95
0.32
0.06
13%
0.95
0.12
0.25
53%
0.3
0.16
0.00
0%
02
0.00
Total Area= 0.47
cumulative "c"
=
0.60
iio=
7.98
Qio=
2.27
Acres
% Site
Runoff "C"
"C"
0.16
36%
0.95
0.35
0.06
14%
0.95
0.13
0.22
50%
0.3
0.15
0.00
0%
0.2
0.00
Total Area= 0.44
Cumulative "C"
_
0.63
iio=
7.98
Qio=
2.19
Acres
% Site Runoff "C"
"C"
0.24
40% 0.95
0.38
0.08
13% 0.95
0.13
0.28
47% 0.3
0.14
0.00
0% 0.2
0.00
0:60
Cumulative "C" =
0.65
i i o=
7.98
Qio=
3.10

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8/23/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Grass Channel
Name
Grass Channel
Discharge
8.57
Channel Slope
0.008
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
None
Soil Type
Sandy Loam (GM)
DS75
ECMDS 7.0
North American Green
5401 St. Wend el -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Permissible
afety
CalculatedVFactor
Staple
Phase
Reach
DischargeF--FNlocityormal
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Pattern
DS75 Straight 8.57 cfs 2.55 ft/s 0.89 ft 0.035 1.6 Ibs/ft2 0.44 Ibs/tt2 3.6 STABLE D
Unvegetated
Underlying Straight 8.57 cfs 2.55 ft/s 0.89 ft 0.035 1.51 Ibs/ft2 0.28 Ibs/ft2 5.4 STABLE D
Substrate
https://ecmds.com/project/l 39235/channel-analysis/209257/show 1 /1

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EROSION CONTROL CALCULATIONS

EROSION CONTROL CALCS (SKIMMER BASINS)
Project Information
Project Name:
Gates Farm Subdivision
Project #:
Designed by:
CEP
Date: 8/20/2021
Revised by:
Date:
Checked by:
Date:
Skimmer Basin #1
Drainage Area
Total, AT=
16.7 AC
Disturbed, Ao=
16.7 Ac
10-year Runoff (010)
C =
0.50
T. =
5.00 min
Ito =
7.98 in/hr
010 =
66.6 cfs
Surface Area Required
SA =
325sf x Qn
SA-
21,656 sf
Volume Required
VR =
1800 cf/Ac x Ao
VR =
30,060 cf
Sediment Trap Dimensions
L =
210 ft (Spillway Length)
W =
104 ft (Spillway Width)
D =
2.0 ft (Depth of Storage)
Side Slopes =
2 :1
G-=
Lwp
218 ft
Lam=
202 It WIM
WLd
WW.
112 ft
Li,,4=
Wes=
96 ft
L/W Ratio=
2.0 :1 (must be 2:1 to 6:1)
Elevations
Description
Elevation
Top of Berm
299.40 (allow 1ft freeboard above spillway now height)
Emergency Spillway
297.90
Sediment Storage
297.40
Cleanout Mark
296.40 (half of storage height)
Bottom
295.40
Provided
SAP=
21,840 sf > 21,656
Vp =
41,232.0 cf > 30,060
Emergency Spillway - 10 Year Storm
In =
7.98 in/hr
Q25 =
66.63 cfs
h =
0.5 ft
C„, =
3
Lw =
63 ft

Calculate Skimmer Size
Basin Volume in Cubic Feet 41,232 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 3 ❑ays Orifice Radius 1.7 Inch[es]
Orifice Diameter 3.3 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length Wkith
Top of water surface in feet 210 104 Feet VOLUME 41232 Cu. Ft.
Bottom dimensions in feet 202 96 1 Feet
Depth in feet 2 Feet

EROSION CONTROL CALCS (RIP -RAP CALCULATIONS)
Project Information
Project Name:
Project #:
Designed by:
Revised by:
Checked by:
Gates Farm Subdivision
CEP
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
Date:
Date:
Date:
8/20/2021
d= 24
s= 0.99
n= 0.013
Q= 17.5 cfs
V = 7.01 ft/s
Dissipator Dimensions *
Zone =
Stone Filling
Class =
Entry Width ( 3
X Do ) _
Length ( 6
X Do ) _
Width (La
+ Do) _
Min. Thickness
=
Min. Stone Diameter=
* All units are in feet
** Dissipator pad designed for full flow of pipe
6.
B
6
6.0 ft
12.0 ft
14.0 ft
22 inches
6 inches
11 12.0
* All units are in feet
** Dissipator pad designed for full flow
RIP -RAP 8/23/2021 Page 1 of 5

Rip-Rop_ Apron.#2
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
d= 36
s= 0.53
n= 0.013
Q= 42.11 cfs
V = 7.73 ft/s
Dissipator Dimensions *
Zone =
Stone Filling
Class =
Entry Width ( 3
X Do ) _
Length ( 6
X Do ) _
Width (La
+ Do) _
Min. Thickness
=
Min. Stone Diameter=
8
2
9.0 ff
18.0 ff
21 .0 ft
22 inches
6 inches
18.0
* All units are in feet
** Dissipator pad designed for full flow
RIP -RAP 8/23/2021 Page 2 of 5

Rip -Rap Apron#3
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
d = 24
s = 0.77
n = 0.013
Q= 18.04 cfs
V = 5.74 ff/s
Dissipotor Dimensions *
Zone =
Stone Filling
Class =
Entry Width ( 3
X Dc ) _
Length ( 6
X Dc ) _
Width (La
+ Dc) _
Min. Thickness
=
Min. Stone Diameter=
2
B
6.0 ft
12.0 ft
14.0 ft
22 inches
6 inches
12.0
* All units are in feet
** Dissipotor pad designed for full flow
RIP -RAP 8/23/2021 Page 3 of 5

Rip -Rop_9pro_n_#4
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
d= 15
s 0.53
n= 0.013
Q= 1.5 cfs
V = 2.00 ft/s
Dissipator Dimensions *
Zone =
Stone Filling
Class =
Entry Width ( 3
X Ao ) =
Length ( 6
X Ac )
Width (La
+ A,)
Min. Thickness
=
Min. Stone Diameter=
C
2
3.8 ft
7.5 ft
8.8 ft
22 inches
6 inches
7.5 0
* All units are in feet
** Dissipator pad designed for full flow
1
RIP -RAP 8/23/2021 Page 4 of 5

Rip —Rap Apron_#5
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
d= 15 in
s= 0.53
n= 0.013
Q= 1.5 cfs
V = 2.00 ff/s
Dissipator Dimensions *
Zone =
Stone Filling
Class =
Entry Width ( 3
X AO ) _
Length ( 6
X Ao ) _
Width (La
+ Ac) _
Min. Thickness
=
Min. Stone Diameter=
L]
INA
3.8 ft
7.5 ft
8.8 ft
22 inches
6 inches
* All units are in feet
** Dissipator pad designed for full flow
RIP -RAP 8/23/2021 Page 5 of 5

EROSION CONTROL CALCS (SKIMMER BASINS)
Project Information
Project Name: Gates Farm Subdivision
Project #:
Designed by: CEP Date: 8/20/2021
Revised by: Date:
Checked by: Date:
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
16.0
sf
Top of Basin Elev.:
297.4
Bottom of Basin Elev.:
295.4
Volume:
32.0
cf
Weight:
1997
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
2,396
Ibs
Volume of Concrete Req'd:
16.0
cf
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 69.5 cf (4'x4' riser x 2.0' = 32cf, 5'x5' footing x 1.5'=37.5cf)

8/23/2021
ECMDS 7.0
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Temporary Ditch#1
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Name
Temporary Ditch#1
Discharge
13.6
Channel Slope
0.013
Channel Bottom Width 2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type
None
Vegetation Density None
Soil Type
Sandy Loam (GM)
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight 13.6 cfs 3.63 ft/s
0.96 ft
0.033 1.6 Ibs/ft2
0.78 Ibs/ft2
2.06
STABLE D
Unvegetated
i Underlying
Straight 13.6 cfs 3.63 ft/s
0.96 ft
0.033 1.51 Ibs/ft2
0.48 Ibs/ft2
3.13
STABLE D
Substrate
https://ecmds.com/projecVl 39235/channel-analysis/209234/show# 1 /1

8/23/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Temporary Ditch#2
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Name
Temporary Ditch#2
Discharge
38.7
Channel Slope
0.0158
Channel Bottom Width 2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type
None
Vegetation Density None
Soil Type
Sandy Loam (GM)
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight 38.7 cfs 5.41 ft/s
1.46 ft
0.031 1.6 Ibs/ft2
1.44 Ibs/ft2
1.11
STABLE D
Unvegetated
Underlying
Straight 38.7 cfs 5.41 ft/s
1.46 ft
0.031 1.51 Ibs/ft2
0.83 Ibs/ft2
1.83
STABLE D
Substrate
https://ecmds.com/project/139235/channel-analysis/209234/show 1 /1