SW6190903_SW Report_20200102

Storm Water Design Calculations
December 31, 2019
Short Stop
Arabia Road
Raeford, NC
Hoke County
Prepared for:
Neal Holdings, LLC
Attn. Chris Neal
1007 Aresenal Avenue
Fayetteville, NC 28305
910-433-4490
Prepared by:
Triangle Site Design, PLLC
4004 Barrett Drive, Suite 101
Raleigh, NC 27609
[phone]
NC License#P-0619
TRIANGLE
S I T E D E S I G N

TABLE OF CONTENTS
OVERVIEW
STORMWATER NARRATIVE
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER QUANTITY/QUALITY
WET DETENTION POND
DESIGN SUPPLEMENT
CN VALUES
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME -FLOW SUMMARY
POND OUTLET/STRUCTURE SUMMARY
RIP -RAP APRON CALCULATION

OVERVIEW
Background
This report contains the storm water calculations for the proposed Short Stop
convenience store site. The project site is located on Arabia Road at the intersection
with Davis Bridge Road. A portion of the site is currently developed as a convenience
store. The existing store and portions of the associated paved areas will be
demolished as part of the development of the site.
The overall size of the development is 2.09 acres. The existing impervious area of
the site is 17,236sf (0.40ac) which will be demolished. The proposed impervious area
of the site is 37,848sf (0.86ac, 41.56%). The increase in impervious area for the
property is 20,612sf (0.47ac).
The proposed Short Stop parcel is located within a FEMA designated flood zone per
FEMA FIRM 3710948300L with an effective date of January 1, 2007.
There is a proposed storm water management facility (wet detention pond) for the
site. The SCM is outlined in this report has been designed for post —development peak
attenuation and water quality. The SCM is designed to capture a drainage area of
1.15 ac with an impervious area of 0.75 ac. The site grading and storm drainage
systems are designed to convey stormwater runoff from the impervious areas of the
site to the wet —detention pond. The wet detention pond is designed to provide peak
flow attenuation for the 1, 2, 10 & 100 year storm events. The design storm for
water quality is a 1.0" storm event.

FIGURES

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
February 18, 2019
Mr. Lee Humphry
Double D Engineering, PLLC
110 Commerce Avenue
Southern Pines, NC 28387
Re: Hydraulic conductivity (permeability) analysis & Seasonal High -Water Table
determination (SHWT) for proposed stormwater retention/treatment area, Ratley
Property, PIN 794830101216, Arabia Road, Hoke County, North Carolina
Dear Mr. Humphry,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on a portion of the aforementioned property. The purpose of the
investigation was to determine soil water table depths (SHWT) based on soil profiles.
In addition, Ksat was to be provided at a depth at least 2.0 feet above the SHWT
elevation for use with stormwater retention basin design.
Saturated hydraulic conductivity of the unsaturated zone was measured in a similar
method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. -
Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous
Equations Approach for Measuring Hydraulic Conductivity." This consists of
advancing a small diameter bore hole to a predetermined depth (typically 2 feet above
SHWT). At this depth, a constant head (pressure) was established and maintained.
Flow measurements were made at timed intervals after flow stabilized.
Soils at the proposed basin site are most similar to the Candor soil series (see attached
boring log). One boring was advanced to a depth of 10.50 feet below the soil surface.
Seasonal High -Water Table (SHWT) as determined by evidence of colors of chroma 2 or
less (and/or concentrations of high redox mottles) was encountered at a depth of 86
inches below the ground surface (see chart attached).
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

One compact constant head permeameter (CCHP) test was conducted at a depth of 62
inches below the ground surface. The measured Ksat rate was 40.89 cm/hr (equivalent
to 16.10 inches/hour).
The attached map shows the location of the sample point as well as Ksat location.
It should be noted that the reported SHWT does not necessarily reflect the elevation of
static groundwater (due to variations in groundwater recharge rates, annual rainfall,
drought conditions, etc.).
The data presented in this report are limited by a number of considerations. The
primary consideration is that soil formations can be highly variable. The soils found on
this site can be subject to inclusions of other soil types, perched water, artesian conditions
and/or layers of undulating low permeability clay seams. These and other soil
conditions can have an effect on the steady state of groundwater flow. To the extent
possible, we have identified the soil types that will impact the flow of groundwater, and
have provided a professional opinion as to the depth of SHWT.
I trust this is the information you require at this time.
Sincerely,
A4�
Mike Eaker
NC Licensed Soil Scientist #1030

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 932'1
Fayetteville, NC 28311
Phone/Fax [phone]
Email mike @southeastemsoil.com
SHWT depths, Ratley Property, Arabia Road, Hoke County, North
Carolina
BORING SHWI' 1DEPTH_(inches)
86
Observed Water (inches)
None
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION R DFSIAN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Measured Ksat Rate, Ratley Property, Arabia Road, Doke County, NC
Ksa t Ksat
Location Depth in cm/h r in/hr
1 62 40.89 16.10
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & nFRIC;N

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 26311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log, Ratley Property, Ratley Property, Arabia Road, Hoke County, NC
This map unit consists of somewhat excessively drained soils that formed in sandy and
loamy sediment on uplands. Slopes range from 3 to 6 percent.
A - 0 to 4 inches; dark grayish brown (10YR 4/2) sand; weak fine granular structure; very
friable; few fine roots; abrupt smooth boundary.
E - 4 to 20 inches; light yellowish brown (2.5Y 6/3) loamy sand; weak fine granular
structure; very friable; few fine roots; abrupt wavy boundary.
Bt - 20 to 31 inches; light yellowish brawn (IOYR 6/4) sandy clay loam; weak fine
subangular blocky structure; firm; gradual wavy boundary.
E' - 31 to 73 inches; pale brown (10YR 6/3) coarse sand; single grained, loose; very
friable; gradual diffuse boundary.
C1 - 73 to 86 inches; yellow (IOYR 7/6) coarse sand; many medium prominent yellowish
brown (IOYR 5/4) mottles; single grained; loose; very friable; gradual diffuse boundary.
C2 - 86 to 130 inches; mottIed brownish yellow (I OYR 6/8) and gray (IOYR 6/1) coarse
sand; very friable; massive structwwe.
SHWT @ 86 inches (10YR 6/1)
SOILISITE EVALUATION - SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVAI I IATION P. nFsir.N

r-off, -;)Sr .'%, S "Q
�vp
n�
t
LU
O
J�l
�-3
44
L.
v
0
KI
I/

MALE .6L
MAT£.6L
Z
M1
rgi
� w
M.TT,£ .61 C,0
O y
00 m
o a
*T irr Y
�a
d
� ra �vr. •br:: • vr. v.:- u• sr..

m
C
0
16
U
L
0
O
Z
c
0
U
(v
Y
O
2
r2^
V
O
cn
U
0)
O
0
-`o
T
2
0
Z
/W
V
W
J
a
n
E
U
f6
L
_ a
N 'p
N m
U O O V
C U N O)
U O O
7
C U O 16
0) QO_
O_ 67 l6
N N C
N pm No
Y O y
M u d O C
U 16 L N
N E N 0
> y O O O)
C N
L C +O O L
oa
co aria a�
T l] w 16 0
cu co E
E O Ol 10
l6
m E�HN
O C _
(n w E a)
c a)-0 T105
m a ai
5 W E U
N
f`1
i N
O
O
N a
a>
6� � m a,a
a_Ni
a
3 c o
U
O U O
a
m1�
I
CO
N O _C
c
wa v'r ��
w
rp
rnE
O
C
o T a .N
O
N
0 O
'0 E
In
W L 6
0
m
E
5
0.0 o
N
L
1O 0000
Z
"' O_ N O N
C 6f 0) 0)
L
U
Q'
C 00
O
5 O)
co
N
VV01 a
a f- Z
v 10
Z
Q
10 N
U
N
3
v
u E 1n v_
L o '>
m
U W
$ a
m m 2 O
�6O7
r�o
mo
L
oT6NO3ld
UNO
n L
a
ocfn
ad nE
m
U
L
0
Z
Ui
6
O
O36s-
O)
C
�
OC
O)-
.�
CC0
O_
N
O
O
6
E l m
O
d
aN O
OO
E-0
0000
E
Lo
7Z
O
ua
m
U O
.a.
dm
nONo
a
-0�
N
2
— Z O U
iYNN
N
F 70%a'c0
J
N
Q
O>
o
.0
Z E
co-0C
d
n 67 6)
N w
.. 16
`1
N
oN o
'• aC
O
J d d f6
O) 61
N a
65
N Q
m 0)
E
0) a)7
O a d
16 7
'J 3 0
U D
N
C
f0
16
E
>, O)
E
).2
+O+
C N
E C f6 7 U
cr
7 t`n
>, N
N
7 0
N
a N N
O a
`l 2
O O C
0 0 0) 0) d
O>
Z a
r O
O
N
L 0 O
(a in
m m
i U v
�-0 O
N U C E2 T
CL m W o
a o
N L
to aTi
E C
w W
o 'a o
rn-
mm
a E
000
U ii
moin�8
as Q 61
r-t
O
o�
cn U
0LO
U—
i6o
O N
soft
F- U .- N
A
ca
T
6 cc L
61 O'
o U t @
C a � N O
N
a d O C 0 t
m E m c a
ca N a 6f
cl In ` O N C
U U 0 Z a! 65 O m 7 3 9 Q
R C
�
N O
0 0 LL 0
1(
r N l A . 16 1' A
m
s
g
N
0)
O
C
N N
O
0
0)
V1
m ao
0
a
0
0
U
c
c
Zi
Q rn Q
a
co
m
U
0 Z
rn Q
<
..�� '0 N
to
Q N
a
6
C
O
a %
N
� C
0 c IL 0 0
a m m o 0 0 z rn a a co m
y ■ ■ i■ ■
rnv
a 0
N N
O 0)
00 m
a
M
Z

Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol I Map unit name
BaB Blaney loamy sand, 2 to C
8 percent slopes
JT Johnston loam A/D
Totals for Area of Interest
Description
Rating I Acres in AOI I Percent of AOI
1.2 99.6%
0,0
0.4%
1.2
100.0%
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
USDA Natural Resources Web Soil Survey 8/10/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Hoke County, North Carolina
Component Percent Cutoff* None Specified
Tie -break Rule: Higher
� -Ni.,�, Natural Resources Web Soil Survey 8/10/2019
'0w Conservation Service National Cooperative Soil Survey Page 4 of 4

8/10/2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Lumber Bridge, North Carolina,�
USA*
Latitude: 34.9504*, Longitude:-79.0547*
Elevation: 140.59 ft *
NO
'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)
1
2
5
10
25
50
100
200
500
1000
5-min
D74-0
0: 95-0.481)
(0: 67---0.56
0: 44 0 662)
0.602 04 33)
(0. 8.1
0.72A fl 878
(0.765 0 937)
(0.808-0 994)11(D.858-1?07j
(0.897--12.12
0.695
0.821
0.960
1.06
1.18
1.27
1.36
1.44
1.54
1.61
10-min
(0.631-0.768)
(0.746-0.907)
(0.872-1.06)
(0.962-1.17)
1 (1.07-1.30)
1 (1.22-1A9)
1 (1.28-1.58)
j(1.36-1,W
(1.41-1.77)
0.868
1.03
1.21
1.34
1.60
1.61
1.72
1.81
1.94
2.02
15-min
(0.789-0.959)
1 (0.38-1.14)
1 (1.22-1.48)
(1.35-1.65)
1 (1.62-1.99)
(1.71-2.12)
j1.77-2.22)
30-min
1.08 1932
1.3041358
(1.577391
1.76 2.15)
(2.00-2.44}
(2. 9236
2.35-188
2.52-10
(2. 28 37
2.87 3 59
60-min
1.354864
(1.631998
(2.012144
(2.30280)
1 (2,67-3.26)
1 (2.96-3.61)
(3.24-3.9
(3.53-4.34)
(3.904484]
(4.1975.24a
1.73
2.09
2.64
3.05
3.62
4.08
F 4.54
6.02
5.67
6.18
2-hr
(1.55-1.95)
1 (1.88-2.36)
1 (2,74-3.44)
1 (3,23-4,08)
1 (3.62-4.58)
(4.01-5.10
1 {4.40-5.63}
(4,928.36)
1 (5.33-6.94)
3-hr
1.6582.07
1.99-2.51)
2.52 311
3-3.70)
3,50.4.43
3.954504
(4. 205.66
4.9068.33
.577 2
6.09.8.03)
2.18
2.65
3.35
3.92
4-12
6.39
6.09
6.83
7.89
1 8.76
6-hr
1.97-2.45)
1 (2.39-2.96)
(3.02-3.74)
(3.52-4.38)
1 (4,21-5.26}
(4.77-5.99)
1 {5.35--6.75)
1 (5:84.7.56]
(6,78-8.73)
7.44.9.68)
12atr
(2.3252.89)
2.81-13.49)
(3.5794.44)
(4.865.22)
1 (5.036631)
(5.25.21)
1 (6.44-818)
1 (7,20.9,23)
(8.2810.8)
(9. 3-12.0)
24a1r
2,8103.27
(3.41 3,96
4.3365.04]
5,0645.90
6.06578.10
6.87 88D
7.70 9?0
8.57410.1
1 9.75-81.6
10.7- 2.8
2iiay
(3.27 3178)
(3.95- 57)
(4:9835 76j
(5. 9-6.71)
(6.90-8,04)
(7.8049.11)
(8.71 10.2)
(9,66-161.4)
(11 0-13.0)
1{12.0-14.3)
3.73
4.50
5.65
6.57
7.83
8.85
9.91
11.0
12.5
13.7
3�ay
(3.49-4.00)
(4.214.83)
1 (6,11-7.03)
(7.268.39)
(8.17-9.48)
(10.1-11A)
(11.4-13.5)
1 (12.4-14:8)
4 day
(3.71-4.23)
{q.46j5.D9
5.55 s,3
(6. 287..35Y
(7.61-8,74)
(8.55-D.86)
(9,510131.0}
(10.5- 2.2
1119-13.9
12.8-15.3
4.60
5.51
6.80
7.82
9.22
10.3
11.5
12.7
14.3
15.6
7�iay
(4.30-4,92)
(5A5-5.90)
(6.34-718)
(7.288.37)
(8.56.9.86)
(9,57-11.1)
{10.6-12.3}
(11.7-13.6)
(13.1-15.4)
(14.216.8)
I5-
10�Jay
4.965.61
5.92.6.70
7.17 8413)
8.569.24
(9.45.10.8)
l l7 5- .9
11 5� 3.2
12 4.4}
13.19-16.1 J
15.0.17..
20�1ay
{6.71 7.55
(7.96-&96)
(9.4910.7)
10.7- 21)
[12313.9)
(1315- 5.3
(148 8.8)
(1fi0- 8.3)
(17.17--20A)
J(19.0.22.0)
8.84
10.4
12.3
13.7
15.5
16.9
18.3
19.8
F 21.6
23.1
30�Jay
(8.37-9.36)
1 (9.88-11.1)
11.6-13.D}
(12.9-14.5)
1 (14.6-16A)
15.9-17.9)
(17.2-19.
(18.5-21.0)
(20.1.23.0)
(21.4-24.6)
45�1ay
1D8 .8
12.5-13.9
{14.4 S.0
15.8-17.
(1778 9.8}
19 021.4)
{2 5123.
218324.6}
(23.6-20.7)
(24?9. 8.3)
60�ay
F;g1)]=J-
1710- 8.9)
(187- 0.7)
(207-23.0]
{22?3-24.8)
(23.826.5}
[2522- 8.2)
(27-0-30.4)
(28A-32,1)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top-
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=34.9504&Ion=-79.0547&data=depth&units=english&series=pds 1 /4

i-
b
#fRqqH520Pp RD
9 _ ANID v
`V 4
-- i02V Z ��flpFfE Rf1H'DRso
Z F
4
W ' ` HILLCREEK DR--"—�-
S;�

7
Y
�y
W
W
U-
L
cu
J
"2
O
N
(u
O
O
LL
O
C
O
N
Z

/
\} �-
da
ƒ�% |
V7]77 ®
\\}\j\ \ ) c
\ 'As ƒ E \ © @
§ 21
ƒ §a) � 9 /
) § - ,K o
E E %
- : 2
/ d J / \ 3 \ } $ ƒ k
�
�
I.,

mG
WW E j
m �y� Z1 3j
88 i € ^€ o 0
gQ
Q < o^ m SUQL �ririri�0111 i g 4`�lT 9 m R!` -Y
Y.'mNZ GN@Z's �� Z zi Imo m -� GiN°in
Z aj'� Z W d
oN o om o am 5a w a�p8'a-
�v�¢�n N N H pn LL._. 0 (9 a V�4m
U
a
Q
m
Bell � �.I I ..-, oll
Y
�
w
aF
m
ga
k
{ j{
EllO N
R„
I
m
2�
��mN
sl"s!I
S
zl
a
Ij
'
R
k
_
� e
0
d
�
VO
�
Bi
FY
D
s�
m Yz
a �v
NR �'%lj� 4 =EWE.
'�� 'spa 09� A Wa€
a8 OObl/
Sib
O
0
Z �
Q Q Z
�3
a p
Z w
5 aLU
w
d zae:
w iY
V1 J w
W
lY
d
Q
Z
00
N U
Q
0 0
d Z
0 Z
z
C140
ow
0
U-2
J
J
C

z
�M,
All
N9
0
a

WATER QUALITY/QUANTITY

Proposed Wet Pond
Project Information
Project Name: Short Stop
Project #:
Designed by: MEL Date:
Revised by: Date.
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 1.15 Acres
Impervious Area (IA) = 0.75 Acres
Percent Impervious (1) = 64.87 %
Required Surface Area
Permament Pool Depth: 3.11 ft Non -Coastal county
SA/DA = 2.23
Min Req'd Surface Area = 1,117 sf (at Permanent Pool
Required WQv Storage Volume
Design Storm = inch Non -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.634 in/in
Storage Volume Required = 2,646 cf (above Permanent Pool
Elevations
Top of Pond Elevation =
134.00 ft
Temporary Pool Elevation =
133.20 ft
Permanent Pool Elevation =
132.50 ft
Shelf Begining Elevation =
133.00 ft
Forebay Weir =
131.00 ft
Shelf Ending Elevation =
132.00 ft
Bottom Elevation =
127.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 2,380 sf
Volume of Temporary Storage = 2,662 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Yes
( 2380 >
1117 ) sf
Volume of Storage for Design Storm = 2,662
Yes
( 2662 >
2646 ) cf

Incremental Drawdown Time
Project Information
Project Nar
Project #:
asigned by:
iecked by:
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Date:
Date:
Water Quality Orifice
. Incremental Determination of Water Quality Volume Drawdown Time
Zone 3
Zone 2
Zone 1
1
Orifice Diameter (D) =
Cd =
Ei =
Zone 1 Range =
Zone 2 Range =
Zone 3 Range =
Q3 = 0.0437 Co' D2 (Z-D/24-Ei)A(ln)
Q2 = 0.372 CD " D'(Z-Ei)A(312)
Q,=0
0.75 in
0.6
132.5
Orifice Inv.
0.00
to 132.5
132.5
to 132.6
132.6
to 134
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
132.50
3,195
0
0.00
2.00
0.000
--
133.00
3990
1.796
0.50
3.00
0.010
2.964
133.20
4675
866
0.20
3.00
0.012
1.197
Total
2.662
--
--
4.161
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 2,662 cf
Total Time = 4,161 min
Total Time = 2.89 days
69.3505401
9/13/2019 Prop Wet Pond- new design.xls 1 of 1

Proposed Wet Pond #1
Project Information
Project Name: Short Stop
Project #:
Designed by: M E L Date.
Revised by: Date
Checked by: Date
Site Information
Sub Area Location:
Drainage to Proposed Pond
Drainage Area (DA) =
1 15 Acres
Impervious Area (IA) =
0.75 Acres
Percent Impervious (1) =
64.87 % (Drainage Area)
Orifice Sizing
Orifice Size = 0.75 in (Diameter)
Drawdown Time = 2.89 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
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
Volume Provided: 73.5 cf (4'x4' riser x 2.25' = 36cf, 5'x5' footing x 1.6=37.5cf)

LJJ
Q
a
W
O
U
O
LL
N
11J
H
z
LU
2
LU
J
a
a
D
m 0)
C
a U
o a) c rn
G
U
m w c
CL � aci 3 0
O Y C C C
Y
O
LY
O
p E E •N N O m
2
m
o c o w o
r
Q
O N L O O "' C O
E
N
ai N
t'
N L-� -O C
LLLJ a c a) 0 p a w
O
0
co ca oa w E o
Z ai
3
oEicE°�—o' �o cn E
+�
to
O
a
0 0 g 4) 1D
to
H
LO
a '� E cu '� cn 0
°
cn
N
U t- v
o n `°
d
a
ca
-�
ac)
cn c
o
- E m w a t = rn
O
Q
U'
z
O
-o 2
(0, -.—z: c
a)
D)
C
0)
O U In N v
) .> co c a) Lp M 'a
-o n
a
o
m
a)
c
M
c o m m` c N
ca ncu o w I
_
z
Q
a),
mo
a) c c o o n
a)
L
p
>
O
_ o c c
C ^ O. (6 a) ca O f0 +L- f0
z
V
LT
.
�
a) N a) E " C (a 01 N
c (a
.LO-. -o
O
w
E o p
COo c
a
E
3 w w a3o
co c c rn d o cc
T
Q
4]
7
7 0 [a mN m N .2 cn
u
C
m
a
..
i)
co
a)
c
[a
U1
C
c
,—
f0 wc
:E Z m L.. 6 3 p
L E m E o
a
o
o
'm
c°
E
a) ca°o
Q
U
U
U
a
w
U— .E — >
of
0
--a
a)
2
f
t
C
O
v)
v)
o
U
�
a)
O
3
a
o
ti
c
U
v)
O
Ira
O
N
4
N
M `
U
N
-
U
cj
'�
N
0
co
-
z
c
J
O)
m
O)
0
C
a5
L)
V
N
EA
a)
.r
c
C Ol
0
U
N
4�
6
m
as E n
_ 3
n
U o o
d f°
0 U o0.
N
?
o>
O a cu .J
E m U
N N
C7 n a) m
10
E
..
v)
i}.S �
NJ a
m
cm
3
o f E
U uiF-
0
w
a
U
N ca
U a
a
p c
c
C
H
c
p
�)
E
J O
L
O
C
cn
01
[aEn
IL
o
z
D
U)
U
[t
ui
d
v
0

Z
O
W
j�
Y
liJ V
o
L
O
1-
N
O
C
O'
a V
N
N
N
m
N
m
N
N
N
m
N
N
m
E
O
t7
O
N
C
VJ
i0
N
m
m
O
N
N
N
N
m
m
N
M
coN
N
O
pZp`
V
�
O
r
E
°
U
n
o
h
t
❑
n
C
�
N
�
In
E
L
N
IM
C
O
C
�
C
L
❑
0
Y
c
U
2❑
❑
U
n
E
m
U
o
°
d
C
o
O
C
•Q
m
,p�■
4J
_'
0
-
U
w
Q>
L
m2N
•f
0.
7.
U
U
p
[A
E
ami
U
E
_N
2
[
o
u
.E
°
Em`o
m
v
aui
we
m
w
--
>
m
a
c
m
„
W
c
o
C
m
a
i«
0
v
E
E
m
a
L
N
L
E
�,
L
2
w
'�
o
E
a
3
E
'm
r
a
Y
m-
n
C
v
N
U
°
V
N
N
N
`o
L
C
a)
V
N
y
O
L
L
3
O]
a
w
c
.2'
C
m v
.�
d
L
c
'y
m
Q
a
'�
m
;a
L
N
E
N
3
0
3
E
'E
N
n
m
c
o
aEi
y
a
c
m
c
Q
m
u
n
L
v w
L
m
m
m
o
2
of
m
Q
°?
3
E
o
m°
>
>C
o'
o
E
v
cc
my
a
16
o
o
°
L�lmw0
E
m
a
m
Cm
O
Co
3
j
L
O
O
mm
LQE..
Ql
EO
>
>>vY
30
amn00U
0
o
m
w
O
m
o
o
❑❑--
o
L
I.
N
o
w
w
o
0
0❑0❑
a
O
1 N
OO
CD
I a
1 t0
-
rE
rk
#
7
N
N
N
o
d
Q
i
'a
h
N
tN7
V
f0
N
O
Z
—
M
O
Z
N
N
mQ
p
O
Z
O
N
LO
N
C
}NOO
m
O
On
a
fly
LO
N
f)IN
E
E
a
c
CID
m
�
L
n
3
o
Y
c
E
>
oQ
N
m'o
0
m
m
.L.
m
n
n
w
O
O
C
m
N
m
L
L
C
r0
0
m
U
0
N
_
3
a
3
m
E
d
LY
m
ti
°
Q�
.�
E
w
co
E
ei
>
N
15
E
N
.N
2O
j
m
N
N
�'
�..
O
L
C
t9
m
o
N
uo5En
E°0?
>ON
U
n
O
.Noo`mRRl'
NNm
°
o
w
°
o,
o
O
N
U
m
o
t
3
mm
~
E
O
.umEm
Ln
mC
>
mUL
C
m
o
ou
mm
ZN
o
o
E
?
E
L)
O
_
Q
d
v
rn
d
m
W
y
`CP o
d
m
N.
«
%
Q
m
O
o
o
N
vi
❑
E
a
m
N
o
`o
`o
N
5
o
J
N
T
m
m
m
L
m
v
°
J
=
v
g
Q'
Q
d
v
m
Q
m
w°
c
.^N..
u
a
>
r
m
N
N
o
LL
a!
C
o
m
o
0
Or
0
0
V
m
a
m`o
o
m
o°
a
0
?
m
`m
v
3
j
E
m
LL
m
o
w
o
G
o
L
L
m
ai
E
o
m
o=
Z
IM
Q
C
m
m
m
m
O
W
O`
N
—
m
(�
N
n
E
V
Q)
m
N
L
m
Q•
m
O
O
O
N
C
N
L
p
d
N
m
N
3
3
a)
3
(%
n
L
co
N
c
m
m
v
{]
'"
J
`o
>
c
c
c
>
S
m
0
N
O
d
m
m
m
m
Q
Z
U
to
U
t0
m
m
m
m
Z
v
m
m
or
5
0
0
.6
o
.�
n
'm
m
m
m
`o
0
3
o
Qi
a,
m
L
m
N
E
m
c
❑
o
E
m
m
m
:Eani
n
-
W
__
a
a
3
E
n_
w
L
N
L
3
o
0
Q
b
m>
(n
o
>
>
a
Q>i
w
-a>+
w
N
w
v
0
N
a
0
E
o
>
❑
C]
o
❑�
ami
U�
3�
❑
°
O
N
O
°
O
N
CJ
t`J
R
O
N
N
N
N
N
(7
1

Project: Pond #1
Date: 1/1/2020
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
132.5
2,380
1,039
5,681
A2 (Perm —Pool)
132
1,775
1,588
4,643
Al (Bottom —Shelf)
131
1,400
1,225
3,055
130
1,050
895
1,830
129
740
600
935
128
460
335
335
127
210
125
0
A3 (Bottom —Pond)
126
40
0
0
18100
Forebay Contours -Volumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
132.5
640
640
285
1,028
132
500
500
403
743
131
305
305
233
340
130
160
160
108
108
129
55
55
0
0
Forebay Volume
Average Depth (Option 1)
Average Depth Calculation (Option 2)
Vpp
permeter of shelf
width of shelf
Al (Bottom —Shelf):
Average Depth =
18.1% *Between 15% & 20%
2.62 *At least 3' average depth
5,681
205
3
1,775
3.11

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Pre -Developed Conditions
Drainage Area (acres): 1.15
Existino Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
C BaB Blaney Loamy Sand 1.15 100%
Existing Land Uses:
Land Use Description Existing Sail Group Acres Curve # Weighted CN
Open space C 1.12 74 72.1
Impervious C 0.03 98 2.6
Cumulative Curve # = 74.6

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post -Developed Conditions
Drainage Area (acres_, 1.15
& Ling SoilGrou s
Soil Groua Man Symbol Soil Description Acres Percent of DA
C BaB Blaney Loamy Sand 1.15 100%
ftposed Land Uses_
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Open Space - Good Condition C 0.4 74 25.7
Impervious Area - Parking/Bldg C 0.75 98 63.9
Cumulative Curve # = 89.7

z
�
V)
w
�
�
z
w
m
Q9
�
z
�
�
cl:f
w
�
�
�
M
Of
0
F-
cn
M
z
O
0-
z
O
�
z
w
F-
w
�
�
w
GLn 12�E
k§§§§
§§§§)
mis
e�
=r.
.W!
��� co
§2k
\(
Q§�§
R\en
cm
....=
«��■-
2Lj
$�§
§2
§§CS
IS
/
CS ■ke

STAGE/STORAGE TABLE
STAGE
ELEVATION
CONTOUR
INCREMENTAL
TOTAL
(FT)
(FT)
AREA (SF)
STORAGE (CF)
STORAGE (CF)
0.0
132.5
3195
0
0
0.5
133.0
3990
1796
1796
0.7
133.2
4675
867
2663 (WQv)
1.5
134.0
9325
5600
8263

W
CIL-
u Q
U
U
J I
_
f Gyp II
O Z w 1
1 \ J
10
a a ' o
z Z O w
LO
C7 Z V7 Q J x
OEn
_
Z�
Q II
�W
J
O

TRASH RACK
REFER TO DETAIL
THIS SHEET
6' TOPSOIL ABOVE
6' CLAY LINER
ON LITTORAL SHELF
%LITTORAL'
6
IHV=132.5--,
ELEV=129.5
ASTM C-923 SEAL
BETWEEN BARREL A RISER.
RISER BASE TO BE FILLED
WITH CONC. TO INVERT OF
BARREL
IUIRED) TO ANCHOR RISER TO
TS FROM ANGLE TO RISER AND
LONG FROM ANGLE TO BASE.
l WITH ZINC RICH PAINT AFTER
:ED UNDER LOWER REINFORCING
STEEL.
TOP OF EMBANKMENT ELEVATION=134.0
100 YEAR STORM ELEVATION=133.97
REFER TO DETAIL i
FOR INCREMENTAL
WEIR
- - PRECAST
CONCRETE RISER
(INSTALL STEPS
AS NECESSARY)
I<
Lq
2 YEAR STORM ELEVATION=133.47
1 YEAR STORM ELEVATION=133.35
1.0-INCH STORM ELEVATION=132.81
p NORMAL POND ELEVATION=132.5
PVC ELBOW
SEE DETAIL
2
1
CONCRETE SHALL BE r
PLACED IN RISER AFTER
ANGLES ARE SECURED
TO BASE AND RISER.
5'x5'x1.5' CONC. BASE REINFORCE WITH 14 BARS AT 12" O.C. TOP
AND BOTTOM OF EACH DIRECTION PROVIDE 3' MIN. CLEARANCE
BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
EXISTING GRADE=138.Ot
NOTE: PUMPS SHALL BE USED TO DRAIN
THE POND WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=126.0
-- (BOTTOM OF SEDIMENT STORAGE)=125.0
6" CLAY SOIL
LINER
MAIN POOL NOTC
1.
2.

TOP OE STRUCTURE NOT SHOWN FOR CLARITY
(REMOVABLE TRASH RACK) RISER STRUCTURE
A' PVC SCREW EAR'
FOR ClFi1NINC ACCESS
s rug FT TOTAL
WEIR LENGTH 12' YIN. MEND 4•
( AT ELEV=133.2 MC THROUGH
RISER
STRUCTURE
< fj 4•z4• PVC 7EE
PEW. POINT cur: Tsss
12• YIN.
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
R' TOPSOIL FOR ALL —
AREAS ABOVE THE 1
NORMAL POND ELEVATION �I (' Dll HOLE DRUM
INTO BOTTOM GAP
FOREBAY FQ- _ 'I EOREBAY TOP EIEV= MO PVC DRAIN OUTLET
I MOTH AT TOP = 2.0 IT Kl.ti,
c• •roenn �mur�

Pond Report
Hydreflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc v6.066 Friday, Sep 13, 2019
Pond No. 1 - BMP Pond
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 132.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00
132.50
3,195
0
0
0.50
133-00
3,990
1,796
1,796
0.70
133.20
4,675
867
2,663
1.50
134.00
9,325
5,600
8,263
Culvert / Orifice
Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
0.75
0.00
0,00
Crest Len (ft)
= 9.00
7.00
0.00
0.00
Span (in)
= 15.00
0.75
0.00
0.00
Crest El. (ft)
= 133.20 133.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
260
3.33
3.33
Invert El. (ft)
= 132.50
132.50
0.00
0.00
Weir Type
= Rect
Broad
---
---
Length (ft)
= 10.00
0.50
0.00
0.00
Multistage
= Yes
No
No
No
Slope (%)
= 1.00
1.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000
(by Contour)
Multistage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (cc) control Weir risers checked for orifice conditions (ic) and submergence (s).
Elev (ft)
2.00 134.50
1.80 134.30
1.60 - 134.10
1.40 133.90
1.20 133.70
1.00 133.50
0-80 133.30
0.60 133.10
0.40 132.90
0.20 - 132.70
0.00 - 132.50
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00
Total Q Discharge (cfs)
Stage / Discharge

Hydrograph Summary Re p `� �ycraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
--
Maximum
elevation
(ft)
Total
strge used
(cuft)
f
Hydrograph
description
1
SCS Runoff
1.539
2
722
4,128
------
BMP Pre -Developed
2
SCS Runoff
3.765
2
716
7,772
---
- —
------
BMP Post -Developed
3
Reservoir
1.387
2
724
7,291
2
13335
3,656
Post Through Pond
5
SCS Runoff
0.282
2
146
1,210
----
------
BMP Post -Developed
6
Reservoir
0.008
2
366
1,121
5
1 Year
132.81
1,127
1.0-in Storm Thru Pond
ShortStop.gpw
Return Period:
Friday, Sep
13, 2019

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
BMP Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
1.150 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
3.03 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
BMP Pre -Developed
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Friday, Sep 13, 2019
Peak discharge = 1.539 cfs
Time to peak
= 722 min
Hyd. volume
= 4,128 cuft
Curve number
= 74.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
BMP Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
1.150 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
3.03 in
Storm duration =
24 hrs
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 2
BMP Post -Developed
Hyd. No. 2 -- 1 Year
Friday, Sep 13, 2019
Peak discharge = 3.765 cfs
Time to peak
= 716 min
Hyd. volume
= 7,772 cuft
Curve number
= 89.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
360 480 600 720 840 960
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320
Time (min)

4
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 = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - BMP Post -Developed
Reservoir name = BMP Pond
Storage Indication method used.
Q (cfs)
4.00
3.00
2.00
1.00
Post Through Pond
Hyd. No. 3 -- 1 Year
120 240 360 480 600 720
Hyd No. 3 Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, Sep 13, 2019
1.387 cfs
= 724 min
= 7,291 tuft
= 133.35 ft
= 3,656 tuft
Q (cfs)
4.00
_C 11
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
Total storage used = 3,656 cult Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 5
BMP Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
1.150 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
BMP Post -Developed
Hyd. No. 5 -- 1 Year
0
Friday, Sep 13, 2019
Peak discharge = 0.282 cfs
Time to peak
= 146 min
Hyd. volume
= 1,210 cuft
Curve number
= 89.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
60 120 180 240 300 360
Hyd No. 5
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)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066 Friday, Sep 13, 2019
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.008 cfs
Storm frequency
= 1 yrs
Time to peak
= 366 min
Time interval
= 2 min
Hyd. volume
= 1,121 cuft
Inflow hyd. No.
= 5 - BMP Post -Developed
Max. Elevation
= 132.81 ft
Reservoir name
= BMP Pond
Max. Storage
= 1,127 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
480 960
Hyd No. 6
1.0-in Storm Thru Pond
Hyd. No. 6 -- 1 Year Q (cfs)
0.50
j
- -
0.45
- 0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
— Hyd No. 5 ® Total storage used = 1,127 cult

Hydrograph Summary Re p `i� dy raflow Hydrographs Extension for AutoCAD® Civil 3D®2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
BMP Pre -Developed
1
SCS Runoff
2.286
2
722
6,015
-
---
2
SCS Runoff
4.828
2
716
10,095
----
--
BMP Post -Developed
3
Reservoir
1.939
2
722
9,613
2
133.47
4,495
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
—
--
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
Return Period:
5
i
2 Year
132.50
0.000
Friday, Sep
1.0-in Storm Thru Pond
ShortStop.gpw
13, 2019

10
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
BMP Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
1.150 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
3.67 in
Storm duration =
24 hrs
Q (cfs)
3.00
2.00
1.00
BMP Pre -Developed
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Friday, Sep 13, 2019
Peak discharge = 2.286 cfs
Time to peak =
722 min
Hyd. volume =
6,015 cuft
Curve number
= 74.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, Sep 13, 2019
Hyd. No. 2
BMP Post -Developed
Hydrograph type =
SCS Runoff
Peak discharge
= 4.828 cfs
Storm frequency =
2 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 10,095 cuft
Drainage area =
1.150 ac
Curve number
= 89.7
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
USER
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.67 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
5.00
G 11
3.00
2.00
1.00
120 240
Hyd No. 2
BMP Post -Developed
Hyd. No. 2 -- 2 Year
360 480 600 720 840
Q (cfs)
5.00
4.00
R 11
1.00
0.00
960 1080 1200 1320
Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2009 byAutodesk, Inc v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval - 2 min
Inflow hyd. No. = 2 - BMP Post -Developed
Reservoir name - BMP Pond
Storage Indication method used
Q (cfs)
5.00
4.00
3.00
2.00
1.00
Post Through Pond
Hyd. No. 3 -- 2 Year
Friday, Sep 13, 2019
Peak discharge = 1.939 cfs
Time to peak
= 722 min
Hyd. volume
= 9,613 cuft
Max. Elevation
= 133.47 ft
Max. Storage
= 4,495 cuft
Q (cfs)
5.00
4.00
3.00
2.00
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 FTotal storage used = 4,495 cult

iU1
Hydrograph Summary Rep' 'yrraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
description
BMP Pre -Developed
1
SCS Runoff
4.646
2
720
12,050
- -
------
2
SCS Runoff
7.805
2
716
16,822
-
------
------
BMP Post -Developed
3
Reservoir
4.526
2
722
16,339
2
133.74
6,427
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
------
--
------
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
132.50
0.000
Friday, Sep
1.0-in Storm Thru Pond
ShortStop.gpw
Return Period:
10
Year
13, 2019

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
BMP Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
1.150 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
5.47 in
Storm duration =
24 hrs
4.00
KW
2.00
1.00
BMP Pre -Developed
Hyd. No. 1 -- 10 Year
120 240 360 480 600 720 840
Hyd No. 1
Friday, Sep 13, 2019
Peak discharge = 4.646 cfs
Time to peak =
720 min
Hyd. volume =
12,050 cuft
Curve number
= 74.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
BMP Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
1.150 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
5.47 in
Storm duration =
24 hrs
Q (cfs)
8.00
. ��
4.00
2.00
M
BMP Post -Developed
Hyd. No. 2 -- 10 Year
Friday, Sep 13, 2019
Peak discharge = 7.805 cfs
Time to peak
= 716 min
Hyd. volume
= 16,822 cuft
Curve number
= 89.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
120 240 360 480 600 720 840 960
Hyd No. 2
Q (cfs)
8.00
4.00
2.00
0.00
1080 1200
Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - BMP Post -Developed
Reservoir name = BMP Pond
Storage Indication method used.
Q (cfs)
8.00
.M
4.00
2.00
Post Through Pond
Hyd. No. 3 -- 10 Year
120 240 360 480 600 720
Hyd No. 3 Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, Sep 13, 2019
= 4.526 cfs
= 722 min
= 16,339 cuft
133.74 ft
= 6,427 cuft
Q (cfs)
8.00
M
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
1 Total storage used = 6,427 cult Time (min)

21
Hydrograph Summary Re p `fl'yci`raflow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
8.855
2
720
23,137
--
- --
-
BMP Pre -Developed
2
SCS Runoff
12.62
2
716
28,112
----
--
BMP Post -Developed
3
Reservoir
9.843
2
720
27,627
2
133.97
7,998
Post Through Pond
5
SCS Runoff
0.000
2
n/a
0
-
---
— -
BMP Post -Developed
6
Reservoir
0.000
2
n/a
0
5
132.50
0.000
1.0-in Storm Thru Pond
ShortStop.gpw
Return Period: 100 Year
Friday, Sep 13, 2019

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Sep 13, 2019
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 8.855 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 23,137 cuft
Drainage area
= 1.150 ac
Curve number
= 74.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 10.00 min
Total precip.
= 8.42 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
1
4.00
2.00
w
BMP Pre -Developed
Hyd. No. 1 -- 100 Year
120 240 360 480 600 720 840
Hyd No. 1
Q (cfs)
10.00
1
. IM
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
BMP Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
1.150 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
8.42 in
Storm duration =
24 hrs
Q (cfs)
14.00
12.00
10.00
1 It
4.00
2.00
w
BMP Post -Developed
Hyd. No. 2 -- 100 Year
120 240 360 480 600 720
Hyd No. 2
Friday, Sep 13, 2019
Peak discharge = 12.62 cfs
Time to peak
= 716 min
Hyd. volume
= 28,112 cuft
Curve number
= 89.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
ItX
.W8
ItX
2.00
0.00
840 960 1080 1200
Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 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 - BMP Post -Developed
Reservoir name
= BMP Pond
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
M
. OX
4.00
IX
W
Post Through Pond
Hyd. No. 3 -- 100 Year
Friday, Sep 13, 2019
Peak discharge = 9.843 cfs
Time to peak = 720 min
Hyd. volume = 27,627 cuft
Max. Elevation = 133.97 ft
Max. Storage = 7,998 cuft
Q (cfs)
14.00
12.00
10.00
MX
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Hyd No. 2 Total storage used = 7,998 cult Time (min)

Project Name lliprap Dissipator #t l Date
Short Stop Arabia Road Oct, 2019
DD Project No.
Location Double D Engineering, PLLC DD1812
Hoke County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
JLH
STORM DESIGN: 10 Year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
PREFERENCE: (NCDEQ, 2013)
Step 1. Minimum Tailwater Condition
Step 2. D-o =
15 in.
Pipe diameter in inches
D-o =
1.25 ft.
Pipe diameter in feet
Q-10 =
7.81 cfs
Pipe outlet (from drainage calculations)
d-50 =
0.4 ft
from Figure 8.06 a
L-a =
10 ft.
from Figure 8.06 a
Step 3.
Step 4.
Step 5.
3*D-o = 3.75 ft.
W = 11.25 ft.
d-max 0.60 ft.
d-max 7 in.
Thickness = 0.90 ft.
Thickness = 11 in.
DESIGN DIMENSIONS:
3 times the outlet pipe diameter
Pipe diameter + Apron length
Maximum Stone Diameter (1.5*d-50) in inches
Maximum Stone Diameter (1.5*d-50) in feet
Min. Apron Thickness With Filter Fabric (1.5*d-max) in feet
Min. Apron Thickness With Filter Fabric (1.5*d-max) in inches
Apron Dimensions Rlprap
Length Width 3"13-o Thick Class
10 12 4 241n. 1
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip -Rap, (ft.)
L-a = Length of Rip -Rap Apron, (ft.)
3*D-o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)