SW6211003_Design Calculations_20211019

Storm Wofer & Erosion Control
Design Calculations
October 15, 2021
Dollar General Store#23213
— NC Highway 211
Red Springs, NC
Hoke County
Prepared for:
Rhetson Companies, Inc.
2075 Juniper Lake Road
West End, NC 27376
[phone]
Prepared by:
Bowman North Carolina, Ltd.
(Forme-rly 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
a Bowman company

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OVERVIEW
Back9r0 ui)t;,
This report contains the erosion control calculations for the proposed Dollar General retail
site. The project site is located at the northeast point of the intersection of NC Hwy 211
(Red Springs Road) and SR 1105 (North Old Wire Road), Red Springs in Hoke County and
is undeveloped wooded area. The proposed project site consists of 2.02 acres and
approximately 2.34 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 34,906sf (0.800c -
39.66% impervious).
The proposed Dollar General parcel is not located within a FEMA designated flood zone as
shown on R Panel 3710943100Jwith an . date of October f0 ..
There are no existing stream or wetland features on the proposed property.
There is a proposed
storm water management
facility (wet detention pond)
on site. The
SCM 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 1.00 ac
with an
impervious area of 0.79
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 site is not
located within a
coastal
county, therefore the design
storm for
water quality is a 1"
storm event.
Erosion Control
Erosion control measures have been designed in accordance with NCDEQ erosion control
standards and regulations to minimize sediment laden runoff from exiting the site. Silt
fence will be installed along the low sides of the site prior to construction. The
construction entrance will be installed prior to construction commencing. A skimmer
basin will be used to treat stormwater runoff prior to leaving the site. Accumulated
sediment within the project site will need to be removed and the pond constructed to
final design conditions prior to final acceptance of the project.
The County Soils Survey indicates that 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' 93' 16' N
34' 53' 10' N
Hydrologic Soil Group —Hoke County, North Carolina
Map Scale: 1:9931f prtded on A poW& (8.5' x 11') sheet.
�A��mm.......................
� N Meters �
0 Mercator Comer ooatiretes: WGS84 ^Edge Us: UTM Zone 17N � Feet
45 70
MaP Prole: W� WG584
USDA Natural Resources Web Soil Survey 8/2/2021
aWN Conservation Service National Cooperative Soil Survey Page 1 of 4
34' 53' 16' N
34' 53'10'N

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Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name
WaB Wagram loamy sand, 0 A
to 6 percent slopes
Totals for Area of Interest
Description
Rating f Acres in AOI Q Percent of AOI
2.3
2.3
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
Component Percent Cutoff.- None Specified
100.0%
100.0%
USDA Natural Resources Web Soil Survey 8/2/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

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NOAA Atlas 14, Volume 2, Version 3
" Location name: Red Springs, North Carolina, USA
tK.
Latitude: 34.88690, Longitude: -79.2C
Elevation: 209.3 ft-
'source: ESRI Maps
parr
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)
F[)r�tiora _ _ _.
1 2? 5
� _ 10 25 50 100 266 500 1000
5�nin _._ _ _--- ____.... _ �. ( ,. �, vww I,__._,__ - 0.906 0.972 1.02 2 - 0 396 0 478 0.468-0 564 (0 545 0 659) (0 60 30S 28 t f o170 81 3 [) 21 99914 Ci 76 854 t4',0 810-0 991) L0 861-1 06J (0 900 1 1
( )
(0
10 min
0 693
0 819
0.968
�'
1.06
1.18
1.27
1 36
1.44
1.-1
1.-
._ 633-0 763)
(0 748 0 9 02�m�08731.06,0.964117
I
m(1w07w1�30�
(iwi8ww1w3www.ww(1221m4mmm
mm�126-15�)»j
(136-1.69)
(1.42w176
15�n1n
01866
�Om9410313
61
?
8
4
2.0
y0
)
2133)
223447
3601.55:):_..
461N
1
78221
.
_
..1
..1
3
3.27
30�ntn
1�31)��
(1 304257)
(1.577290)
�1 779413 m,
(2 01- 2243
_ )�
{2 9 2 66 )
(2 66387)
(2 263 09 ),
(2 73 3„37J
-3
883 58)
(2 ,
..
60�n1n
.1.3548t� i� �,
( _
(1 63 1097�
2 01 2143
2 0 2378)
L g962.
(2 972 60
7_3 )
( 3.62
3 2.6 96
3 96
3 4 1 t 1.._
4.42
. ' `a 1 +t,83
4.78
42 1-5 23)
2-hr
1.72
(1 56-1 92�
2 08
(1 69 2„82) „
2.62
ww{2 37w2 92
3.04
2 75-3 38)
3.61
(3 24-4 01)
4.06
(3 63-4 51
4.53
(4 02-5 02)
5 00
w„w(4 11 5www74yww
5.65
�4 a=3 Ga a5)
6.16
� 5 35 6 83) j
3 hr
(1, 5-2204)
(1 99 2 46)
(2 274 11)
_(2 4 3663)
3.9
(3 0 4135)
(3 96 4 95)
(4 42 5156)
{4 Yl-6 21
(� p6A41' 4
(6�101289)„
6 hr
2
2.63269)
4.69
35
6.04
6 7845
9
J(1.97 E
2 38 23-71 92)
tb17
-_� 3 5184 3
1
t ^5
rr)
5 4- 65
A.,
f 63r;0y
(7.42 54
12-hr
25)
(2 90945)
(1r3i933fi).
(4 651'">
f`a 5.613)..._i
071".
(� 82912
(fy 964 `)
10.8
3.66
6.52J(F
...(6413806)
(2 20326)
3
2 5501)jw�m;IT03
531t.
5
7939,1 i�
(7 9 B 92)
.. {e
�1mm1 '�)
{10 4 12 4
2 da
�7
34
6.21
7.42
8 38
9 38
10 4
11.8
12.9 77
3 28 3 77
3 96-4 55 )
5 73
(4 97� ) ..
5 77 6 66
( )
m.
6.86-7 95 )
(7 73 8 98 )
6
( 8 62 10 1 )
(' s 53 11 ) �..(10
8-12 d )
(11
3 day
(3 0 4400) w
(w4w21w 4082)
(5.26 6403
(6 9 6499
'7. 26831)
l�
(B 182-9 37)
9 03-810 5
w
(9 9701�1 6
(112-13 2
13.-57
12 2-14 4)
87631
_
4.0
_ 4 day
{3 72 4623)
(4 47 655-3
33
{6 411
(7 586467)i
(8 019 75) ml
(9 4 5101
iJ1+1 2 1w
(11 7213 W7
1218- 4 9)
S
16
54
play
(4 31 9 92)
.(5 6 5 88
6 4 7824
.�.�
7 27 8831)
(8 53 9677
{9 5 O 0)
{10 5 12 2)
(1111.4
13 4 �
)
1310 15 1
( )
( 141 eee .
10�iay
6
5
2
118-15
(4 98 61)
(5 94 6.70)
(7 808 10
(B 9820)
(9_44--10.7)
(10 4 9)
(11 52� 3 O w
(1215- 4 3)
{133.4
9)
(149-127 2)
20�ay
..h: 4 73" w
, (7w99 8494 I
)
(9 50 10 6
10 7 2 0
{ )
{12 13.0 l
3 13 8) a
14 4
{13 5 15 2)
15.7
(14,,7-16 6)
17.1
15 9-18 11
18.9
LL(17 6-20 11
0
(18 8 21 6) ,
30�tay
8.83
10.4
12.2
m
13.6
15.4
192
21.4
-
22.8
j9 Ol 1
111511 ai
3)--
m
(1216
.C1. -5
(1520187 D
(1728 2)
(18 3 2D 6
m 2(0 0 22 6�
(21IT2 24 2)
45�a
11 23?).
1311
6
211),
5
23.0
1 24.8
26.3
. 11P 118..
.(124138)
(143159�.,
..(t5717r$)
(17,6-1g6)...�....(Iq0
),...,G21..6..242)....�233-2621.,
(246278)..-
60{ia 21 7 23 3 24.9 26.4 28.4 29.9
(1217140 (1419-16.4) 1710-1117 (M819 f7'S,) (08ITr'tt 1 °'..7 �235-261 (24927.8 (267-299 2( 81-316)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval- The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
Please refer to NOAA Atlas 14 document for more information
PF graphical

WATER QUALITY/QUANTITY

NUMBER AND TYPE OF Will
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 ,,, „ , ,,, .., ........
..
... — �.,
19
Level Spreader Filter Strip (LS-FS)
0
20
Disconnected Im erviou s Surface (DIS.).._
21
Treatment Swale
...... _ ..
. 0
22
Dry Pond .. ....r..... ............... .......
0
23
........
StormFilter
......__ ... --------- -------
0 _ . . ....,.,
24
Silva Cell
--- .... ...... ..... ...... ........ ....... .........
0
... .... ... .- —
25
B------ er —
0
26
Filterra
0
FORMIS i_OADED
27
Name and Title:
.. ....
28
Organization .....
29
Street address:
30
City_ State Zip_
31
Phone number(;
32
EmaW
Matt Lowder IPI;
om
4004 Barrett Dr, Suite 101
Raleigh, NC 27609
919-553.6570
„ mpowvd wail wM ti t, C
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
r
rm
���d'��'a�stutcelvr,,h
Seal
Signature of Designer
Date
0

DRAINAGE AREAS
Is this a hi h densit ro ect� Yes
3.._ y p lq �� _.
If so number of drama a areas/SCMs 1
Does this project have low density areas? No
lfsi5 s
Is all/partnumber ofthis prof ctt subject tol previous rule mm No
4
ons?
r
�w
DRAINAGE
AREA INFORMATION
Entire Site
1
4
Type of SCM
Wet Pond
Wet Pond
5
Total drama e area (sq ft)
88000
43549
6
Onsite drains a areas ft
8800o
43549
7
Offsite drainac ear
-
8
Total BUA in project (so ft) �_..
-• m 34906W sf
.... 34379 sf
New BUA on subdivided lots (subject to permitting)
9
. (ft? ...............
New BUA not, on subdivided lots (subject to
10
permithnc))A __.._ ..
... —...._ _._
Offsite
__...........
.._.._.....� .._.m.
..........._
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft)
22293 sf
22064 sf
Sidewalks >t _
1973 sf
1675 sf
....
Roof iss9 nQ... ... ,
10640 sf
sf
m,.
Roadway
_._
_ ..-._10640
Future (sq ft)
' -"--
-Other, please specify n the co_mment box
below below (sq ft)
New infiltrating permeable pavement on
13
subdivided lots (sq ft)
-
New infiltratingpermeable pavement
ment not on
14
subEx dti�'aded....lots (ft
sng BUA that will remain (not subject to
.__.
_.._..�.
15
perma tt
16
Existing is......
9 already permitted (sq ft)
17
Existing BUA that will be removed sg N
18 m Percent BUA _... 40%
79%
19 Design storm (inches)
1.0 in
20 Design volume of SCM cu ft
2761 cf
21 Calculation method for design volume
Simple Method
AINOf IIJTION
. l i
Pleaseeth ._ space
Please use this space to provide any additional information about the
22 (s)
A small area around the North Old Wire Rd driveway and the portion of the
sidewalk on the southwest part of the building are not being captured.
f

WET POND
age area number .-
1 .......
_..-._w ..
2LE
immrequired
um re wired treatment volume oti ft ­±
MDC FROM @H .1050
Is the SCM sized to treat the SW from all surfaces at build -out?
c
2761 cf
YesW
�iENERF,I.
3
�s... w......, .._. —
the SCM Iota ted afrom contaminated soils?
Yes
are the the side slopes of the SCM (H:V)?
3:1
�S.What
6
Does the SCM have retaining walls, gabion walls or other
No
de slopes?
engineered side .
_
7
Are the inlets, outlets, and receivingstream protected from erosion
Yes
(10-year storm)?
8
Is there an overflow or bypass for inflow volume in excess of the
yes
design volume?
9
_
What is the method for dewaterin the SCM for maintenance?
Pumppreferred
10
If app' ill the SCM be cleaned out after construction?
Yes
11
Does the. maintenance access com Iy with General MDC (8?
J'
Yes
12
Does the drainap_easement comply with General MDC (9)?
Yes
13
-
If the SCM is on a single family lot, does (will?) the plat comply with
N/A
General MDC (10)?
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
- 15
Is there an O&M Plan that tom lies
p with General MDC (12)
Yes
16
Does the SCM follow the specific �C? m-� —
devices ecific MDC
-�
Yes
17
Was the SCM doso ned b an NC licensed wrrlossionaG?
Yes
i
Sizing method u sed
A/DA
-18
19
Has a stage/storage table been prov ided in the calculations?
_S
Yes
20,
Elevation of the excavated main pool depth (bottom of sediment
195.00
removal) (fmsl)
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
196.00
22
of the (fmsl) ....
e bottom of the vegetated shelf
0
202.00 i
23,Elevation
,Elevation
-
of the permanent ool (fmsl)
202.50
.._
24
Ele-
vation of the top of the vegetated shelf (fmsl)
203.00
25
w-
Elevation of the tem ora ool (fmsl)
203.50
26
.27
Surface area of the main permanent pool (square feet)
- _. —
1738 .....m..
Volu...
of (cubic feet)
_
3998 cf
28
q �� p
Avera a de th of the ma nn ool fe et)
3.10 ft
29
Average depth equation used
E uation 3
0
If using equation 3,, main ool ejimeter feet
170.0 ft
31
If using equation 3, width of submerged veg. shelf (feet)
3.0 ft
32
Volume of the foreba, (cubic feet)
620 cf
33
... .... m.--
Is this 15-20% of the volume in the main pool?
__._......
Yes
34
Clean -out depth for forebay (inches)
30 in
35
Dc lume of SCM (cu ft..� WW ...- ..m...._.m._ ..._... .._......._.._......_...
s n vo
2761 cf
36
1 Is the outlet an orifice or a weir?
Orifice
7
If orifice, orifice diameter inches
75 in
38
If weir, weir height (inches
39
If weir, weir length (inches)...
40
Drawdown time for the temporary pool (days)
_- ....�..
2.84
41
Are the inlet(s) and outlet located in a manner that avoids short-
Yes
circuitin,P?
r
42 Are berms or baffles provided to i p
m rove the flow ath?
Yes
......-..._
43 Depth of foreba at entrance inches
P y ( )
42
2 in
ew..._,_.�..�......_�... _
44 De th of foreba �' a
p y at exit inches
..._. m ..
36 _-.
in
45 Does water flow out of the foreba in a non -erosive manner?
Yes
46 Width of the vegetated shelf (feet)
6 ft it
47 Slope of vetted shelf (H:V)
mm6:1m .--
48 Does the orifice drawdown from below the top surface of the
Yes
permanent pool?
_
49 Does the pond minimize impacts to the receiving channel from the 1
- ....-_...�-_._.
Yes
r, 24-hr storm? �....,
_.--...,
Are fountains If Y leas
50 proposed? ( P e provide documentation that
No
MDC ism e�
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 oo"n the dam.and� embankment
Hybnd Bermu da
� m,,..... � . --
54 Has a lantin Ian been rovided for the ve etated shelf?j-P
Yes
ZOR M, 'frl4 INFORN�e'�TI(3hl
Please use this space to provide any additional information about
55'khe
wet pond(s):
Wet Pond 1 11:33 AM 9/20/2021

11

tD
77'
TM

a
OV
001, '40"-
x 7
. . .........
Ir
elf

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Pre -Developed Conditions (Overall Site)
Drainage Area (acres): 2.02
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A WaB Wagram loamy sand 2.02 100%
Existing Land Uses:
Land Use Description E-xistnr S()d Cr0a(ap Acres Curve # Wei I lited CN
Open Space - Good A 0.18 50 4,5
Wooded - Good A 1.84 54 40.2
Cumulative Curve # = 53.6

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post -Developed Conditions (Wet Pond)
2ra0age Alva Lacres): 1.00
Grqup,.*
Soil GroW Map Symbol Soil Description Acres Percent of DA
A WaB Wagram loamy sand 1.00 100%
Proposedtand Uses:
Land Use Description Existing Soil Group Acres Curve # WeiqhtegL(ZiY
Open Space - Good A 0.21 50 "10, 5
Impervious Area - Building/Pavement A 0.79 98 77,4
Cumulative Curve # = 87.9 _j

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post -Developed Bypass Conditions (Wet Pond)
Drainage Area (acresZ 1.02
Existing Soil Groups:
Soil Group Map Symbol
Soil Description
Acres
Percent of DA
A WaB
Wagram loamy sand
1.02
100%
Proposed Land Uses:
Land Use Description
Existing„Soil Gr°ouy
Acres
Curve #
Wei hteded CN,
Open Space - Good
A
0.59
50
M9
Impervious Area - Building/Paveme
A
0.01
98
11.0
Wooded - Good
A
0.42
54
22.2
Cumulative Curve # =
52.1

Proposed Wet Pond
Project Information
ite Information
Project Name: Dollar General - Red Springs
Project #:
Designed by: RG Date: 9/15/2021
Revised by: Date:
Checked by: Date:
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 1.00 Acres 43,549 sf
Impervious Area (IA) = 079 Acres 34„379 sf
Percent Impervious (1) = % 78.94 %
required Surface Area
Permament Pool Depth: 3.1 ft None Coastal County
SA/DA = 2.83
Min Re 'd Surface Area = 1,233 sf (at Permanent Pool
I
equired WQv Storage Volume
Design Storm = 1 inch Nora -Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.760 in/in
Storage, Volume Required = 2,761 cf 'above Permanent Pool)
Elevations
Top of Pond Elevation =
205.50 ft
Temporary Pool Elevation =
203,50 ft
Permanent Pool Elevation =
202.50 ft
Shelf Begining Elevation =
203.00 ft
Forebay Weir =
202.00 ft
Shelf Ending Elevation =
202.00 ft
Bottom Elevation =
196.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 1,738 sf
Volume of Temporary Storage = 2,,976 cf
Is Permenant Pool Surface Area Sufficient (yes/no)?
Yes
( 1738 >
1233 ) sf
Volume of Storage for Design Storm = 2,97
"des
2976 >
2761 cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD -Water Quality Volume
Project Information
Project Nar Dollar General - Red Springs
Project #:
asigned by: RG Date: 9/15/2021
iecked by: Date:
Water Quali Orifice
' Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Q3 = 0,0437 CD * D2 (Z-D/24-Ei)A(112)
Q2 = 0.372 CD * D*(Z-Ei)A(312)
am
Orifice Diameter (D) =
0.75 in
Cd =
0.6
Ei =
202.5
Orifice Inv.
Zone 1 Range =
0.00
to 202.5
Zone 2 Range =
202.5
to 202.6
Zone 3 Range =
202.6
to 203.4
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Stage, Z Zone Q
Area Volume Time
s ft
cu ft
ft
cis
min
202.50
2,350
0
0.00
2.00
0.000
203.00
3043
1,348
0.50
3.00
0.010
2,225
203.50
3468
1,628
0.50
3.00
0.015
1,869
Total
2„976
--
_
4„094
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 2,976 cf
Total Time = 4,094 min
Total Time = 2.84 days Between 2 & 5
9/16/2021 Prop Wet Pond- new design -Red Springs 1 of 1

Project: Pond #1
Date:9/16/2021
Main -Pond Contours -Volumes
Elevation
Main -Pond
Incremental Vol.
Accumulated Vol.
Description
202.5
1,738
747
3,998
A2 (Perm —Pool)
!202
1,249
1,106
3,251
Al (Bottom —Shelf)
201
962
835
2,146
200
708
598
1,311
199
487
394
713
198
301
224
319
197
147
95
95
196
43
0
0
A3 (Bottom —Pond)
Forebay Gontours-yolumes
Elevation
FB1
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
202.5
527
527
219
620
202
350
350
276
401
201
201
201
125
125
200
49
49
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 =
15.5% *Between 15% & 20%
2.60 *At least 3' average depth
3,998
170
3
1,249
3.10

Proposed Wet Pond #1
Project Information
Project Name: Dollar General - Red Springs
Project #:
Designed by: RG Date: 9/15/2021
Revised by: Date
Checked by: Date
Site Information
Sub Area Location:
Drainage
to Proposed Pond
Drainage Area (DA) =
1.00
Acres
Impervious Area (IA) =
0.79
Acres
Percent Impervious (1) =
78.94
% (Drainage Area)
Orifice Sizing
Orifice Size = 0, 75
Drawdown Time = 2.84
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
in (Diameter)
days (Incremental Draw Down Method)
4' x 4' Outlet Structure
Area:
16.0
sf
Volume:
152.0
cf
(Water Displaced - Top of Pond to Bottom of Pond)
Weight:
9485
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
11,382
Ibs
Volume of Concrete Req'd:
75.9
cf
(Unit WT of Concrete = 150 pcf)
Volume Provided:
85.5
cf
(4'x4' riser x 2.5' =48cf, 5'x5' footing x 1.5'=37.5cf)

i
I
-4 ^4
. r
N
T��//1� T���/1� r���/1� r���/1� T���/1� T���/\�
VL V1 V1 V1 cn V1
W W W W W W
N � c) N CDCA
00
O O O O r' O
fs-+ 4.4 PM4 PM4 w w
UD UD Cf) Cf) Cf)
:t-_ N CN a\ O �
O N '_'i � CI
N c`7 LO co
N
CPO
0 C/D
0 o
0
0
V
00 w'
W �' �

S 47'40
00
ow
00 .0
.1 00
I
N

'STAGE jSTORAGE TABLE
STAGE
(FT)
ELEVAT70AI
(FT)
COiWOUR
A REA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0.0
202.5
2350
0
0
0,5
203.0
3043
1348
1348
Lo
203.5
3468
1628
2976 (WQV)
1.5
204.0
3993
1865
4841
2.5
205.0
4767
4380
9221
3.0
205.5
5176
2486
11707
STORMWATER MANAGEMENT DESIGN
WET DETENTION POND
RIVER BASIN: LUMBER
RECEIVING STRE,01: RAFT SWAMP
STREAM INDEX: 14-1041)
STREW CLASS: C;Sw
HUC: 0304020305
PROJECT COORDINATES: 34,886899'N, -79.207507'W
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: i.00 ACRES
SITE IMPERVIOUS AREA TO POND: 0.79 ACRES
OFF -SITE DESIGN IMPERVIOUS AREA TO POND: Q,o ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 0.79ACRES
PRE -DEVELOPED POST-DEVE LOPED POSTI)EVELOPED POST DEVELOPED POST DEVELOPI
TOPOND TOPOND TEROUGH POND BYPASS
DRAINAGE AREA:
2.02 AC
i.00 AC
1.02 AC
CURVE NUMBER:
53.6
87.9
52.1
TIME OF CONCENTRATION:
13.1 MIN
5 MIN
io MIN
im" STORM EVENT:
0.187CFS
0.007 CFS
1-YEAR STORM EVENT:
o.lo8 CFS
3.059 CPS
0,019 CFS
0.029 CFS
o.o4 8 CFS
2-YEAR STORM EVENT:
0,525 CFS
3.965 CFS
0.087 CPS
0.187CFS
0.274 CFS
lo-YEAR STORM EVENT:
2.807 CFS
6.519 CFS
o.986 CFS
1.242 CFS
2.228 CPS
too -YEAR STORM EVENT:
8.o44 CFS
io.6o CFS
'7.973 CFS
3.795 CPS
m77CFS

-F-
I

m
I

4" PVC SCREW CAP
FOR CLEANING ACCESS
12" MIN. EXTEND 4"—
PVCTHROUGH
RISER
J- STRUCTURE
4"X4" PVC TEE
PERM. POND ELEV.=202.5
12"MIN,
o.75"DIA. HOLE DRILLED
INTO BOTTOM CAP
PVC DRAIN OUTLET
— -1 — -
k, I u K-E NOT SHOWN VVK CLARITY
� TRASH RACK)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
KALE: N.T.S.

Pond
Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil
3DO 2009 by Autodesk, Inc, v6.066
Thursday, Sep 16, 2021
Pond No.
1 - BMP Pond
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation.
Begining Elevation =
202,50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
202.50
2,350
0
0
0.50
203.00
3,043
1,348
1,348
1.00
203.50
3,468
1,628
2,976
1.50
204.00
3,993
1,865
4,841
250
205.00
4,767
4,380
9,221
3,00
205.50
5,176
2,486
11,707
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)
= 1.00 15.00
0.00 0.00
Span (in)
= 15.00 0.75
0.00
0.00
Crest El. (ft)
= 204.20 204.70
0.00 0.00
No. Barrels
= 1 1
0
0
Weir Coeff.
= 3.33 2.60
3.33 3.33
Invert El. (ft)
= 202.50 202.50 0.00
0.00
Weir Type
= Rect Broad
---
Length (ft)
= 14.00 0.50
0.00
0.00
Multistage
= Yes Yes
No No
Slope (%)
= 2.86 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
Note: CulverVOrifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft
3.00
2.00
GY@7&1
Stage / Discharge
Elev (ft)
205.50
204.50
203.50
.�.__.._..... L"'.------ .................... ................................_�....a.__._...... ........... L- I I -"- ° 202 50
0.00 1.00
Total Q
2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
10.00
Discharge (cfs)

Hydrograph Summary Rep —"Y rIflow 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)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
0.108 2
728
1,281
BMP Pre -Developed
2
SCS Runoff
3.059 2
716
6,251
------
---
BMP Post -Developed
3
Reservoir
0.019 2
1442
4,657
2
204.14
5,435
Post Through Pond
4
SCS Runoff
0.029 2
736
521
--••-
Post Developed - Pond Bypass
6
SCS Runoff
0.187 2
146
851
------
......
......
BMP Post -Developed
7
Reservoir
0.007 2
366
783
6
202.79
773
1.0-in Storm Thru Pond
Red
Springs_Pond.gpw
Return Period:
1 Year
Thursday,
Sep 16, 2021

2
Hydrograph
Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3DO2009 byAutodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 0.108 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 1,281 cuft
Drainage area
= 2.020 ac
Curve number
= 53.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 13.10 min
Total precip.
= 3.03 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Pre -Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.50 - 0.50
0.45 ..... ..0.45
0.40 .....�.�.....0.40
0.35 .......0.35
0.30 . ........... ................ 0.30
0.25 ------ 0.25
0.20 - 0.20
0.150.15
0.10 m ,.. _ -------- 0.10
0.05 ._.............. A...._.,. 0.05
u�mmrvmOmq
0.00 w 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

lydrograph 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 =
1 yrs
Time interval =
2 min
Drainage area =
1.000 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
om
0 120 240
Hyd No. 2
BMP Post -Developed
Hyd. No. 2 -- 1 Year
3
Thursday, Sep 16, 2021
Peak discharge = 3.059 cfs
Time to peak
= 716 min
Hyd. volume
= 6,251 cuft
Curve number
= 87.9
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
360 480 600 720 840 960 1080 1200
Q (cfs)
4.00
3.00
2.00
1.00
... 0.00
1320
Time (min)

4
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
_ 0.019 cfs
Storm frequency
= 1 yrs
Time to peak
= 1442 min
Time interval
= 2 min
Hyd. volume
= 4,657 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 204.14 ft
Reservoir name
= BMP Pond
Max. Storage
= 5,435 cuft
Storage Indication method used.
Q (cfs)
4.00
3.00
2.00
1.00
Post Through Pond
Hyd. No. 3 -- 1 Year
0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400
.................... Hyd No. 3 Hyd No. 2 LL= Total storage used = 5,435 cuft
Q (cfs)
4.00
3.00
2.00
1.00
__L 0.00
6000
Time (min)

Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 4
Post Developed - Pond
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 0.029 cfs
Storm frequency
= 1 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 521 cuft
Drainage area
= 1.020 ac
Curve number
= 52.1
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.03 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Post Developed - Pond Bypass
Q (Gfs) Hyd. No. 4 1 Year Q (Cfs)
0.10 - .. . ...... . .... ... . . . . . ......... 0.10
. . . .......................... . . . .
0.09 0.09
0.08 — — — -- --------- -- 0.08
0.07 .. .. ........ 0.07
0.06 . .......... . . ................ ............. ..... ... .......... . . ...... I ------------ 0.06
0.05 - . ............ . . . . . .. ....... . .... . ...... - — ------....... 0.05
0.04 .........0.04
0.03 0.03
0.02 -- - - ------ 0.02
0.01 . . .. ....... . -- ..... . ....... 0.01
0.00 0.00 . .. ..... .
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

7
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 6
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 0.187 cfs
Storm frequency
= 1 yrs
Time to peak
= 146 min
Time interval
= 2 min
Hyd. volume
= 851 cuft
Drainage area
= 1.000 ac
Curve number
= 87.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.00 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
BMP Post -Developed
Hyd. No. 6 -- 1 Year
v vv 0 60 120 180 240 300 360 420 - vv
Time (min)
—�� Hyd No. 6

ydrograph
Report
8
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 7
1.0-in Storm Thru Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.007 cfs
Storm frequency
= 1 yrs
Time to peak
= 366 min
Time interval
= 2 min
Hyd. volume
= 783 cuft
Inflow hyd. No.
= 6 - BMP Post -Developed
Max. Elevation
= 202.79 ft
Reservoir name
= BMP Pond
Max. Storage
= 773 cuft
Storage Indication method used
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
0.50 _ .... ...........w --- — --- 0.50
0.45
0.45
0.40 0.40
0.35 - _____-- _ _ ,... _ ...m.. ._.. 0.35
0.30 ...... ....... - 0.30
0.25 0.25
0.20 0.20
0.15 — ,..... mmm �.�� 0.15
0.10L
,.,,,, _ 0.10
0.05„m. w. ...�. - 0.05
0.00 -.
�� . .� �� .... n nn
0 360
Hyd No. 7
720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 6 iE N N N Nil Total storage used = 773 cult

10
Hydrograph
Summary
Rep —i-fydraflow
Hydrographs Extension for AutoCADO
Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow Maximum Total
Hydrograph
No,
type
flow
interval
peak
volume
hyd(s) elevation strge used
description
(origin)
(cfs)
(min)
(min)
(cult)
(ft) (cuft)
1
SCS Runoff
0.525
2
724
2,657
--- -----
BMP Pre -Developed
2
SCS Runoff
3.965
2
716
8,188
---- -- -----
BMP Post -Developed
3
Reservoir
0.087
2
920
6,399
2 204.26 6,000
Post Through Pond
4
SCS Runoff
0.187
2
724
1,149
------
Post Developed - Pond Bypass
6
SCS Runoff
0.000
2
n/a
0
---- ----- ------
BMP Post -Developed
7
Reservoir
0.000
2
n/a
0
6 202.50 0.000
1.0-in Storm Thru Pond
Red
Springs_Pond.gpw
Return Period:
2 Year Thursday,
Sep 16, 2021

11
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 0.525 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 2,657 cuft
Drainage area
= 2.020 ac
Curve number
= 53.6
Basin Slope
= 0.0 %.
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 13.10 min
Total precip.
= 3.66 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Pre -Developed

ydrograph
Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@) 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 3.965 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 8,188 cuft
Draina.ge area
= 1.000 ac
Curve number
= 87.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.66 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
2.00
1.00
BMP Post -Developed
Hyd. No. 2 -- 2 Year
0.00
0 120 240 360 480 600 720 840 960 1080 1200
m Hyd No. 2
Q (cfs)
4.00
3.00
2.00
1.00
__' 0.00
1320
Time (min)

13
ydrograph
Report
Hydraflow Hydrographs Extension for AUtoCADB Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type =
Reservoir
Peak discharge
= 0.087 cfs
Storm frequency =
2 yrs
Time to peak
= 920 min
Time interval =
2 min
Hyd. volume
= 6,399 cuft
Inflow hyd. No. =
2 - BMP Post -Developed
Max. Elevation
= 204.26 ft
Reservoir name =
BMP Pond
Max. Storage
= 6,000 cuft
Storage Indication method used.
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 3 Hyd No. 2 LE= Total storage used = 6,000 cuft
Post Through Pond
Hyd. No. 3 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00
6000
Time (min)

Hydrograph
Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2009 by Autodesk, Inc., v6.066
Thursday, Sep 16, 2021
Hyd. No. 4
Post Developed - Pond
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 0.187 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 1,149 cuft
Drainage area
= 1.020 ac
Curve number
= 52.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.66 in
Distribution
= Type II
Storm duration
=_ 24 hrs
Shape factor
= 484
Q (cfs;
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 - L. - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

17
Hydrograph
Summary
.......... 11- .... ­111­1111
. .............
Rep C
... .
"Y' "flow Hydrographs
. .........
Extension
for AutoCADO
Civil 3D@) 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type flow
interval
peak
volume
hyd(s)
elevation
strge used
description
(origin) (cfs)
(min)
(min)
(cult)
(ft)
(cuft)
1
SCS Runoff 2.807
2
722
8,372
------
BMP Pre -Developed
2
SCS Runoff 6.519
2
716
13,845
------
------
BMP Post -Developed
3
Reservoir 0.986
2
726
12,035
2
204.64
7,632
Post Through Pond
4
SCS Runoff 1.242
2
722
3,852
Post Developed - Pond Bypass
6
SCS Runoff 0.000
2
n/a
0
------
BMP Post -Developed
7
Reservoir 0.000
2
n/a
0
6
202.50
0.000
1 -0-in Storm Thru Pond
Red Springs_Pond.gpw
.... . ... . . ..... . ...
. ..... ...
Return Period: 10 Year
...... ------ — --- .
...... . ..........
Thursday, Sep 16, 2021
. . . ........... . . . . . . . ..................... . . ..................

ydrograph
Report
18
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 2.807 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 8,372 cuft
Drainage area
= 2.020 ac
Curve number
= 53.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 13.10 min
Total precip.
= 5.43 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Pre -Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
3.00 _....... -_ m - .. .ww...... 3.00
2.00 ......- ---- - - 2.00
1.00 _ _— m 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

19
ydrograph
Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3DO 2009 byAutodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 6.519 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 13,845 cuft
Drainage area
= 1.000 ac
Curve number
= 87.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.43 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Post -Developed

20
Hydrograph
Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3DO2009 byAutodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.986 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 12,035 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 204.64 ft
Reservoir name
= BMP Pond
Max. Storage
= 7,632 cuft
Storage Indication method used

Hydrograph
Report
21
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 4
Post Developed - Pond
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 1.242 cfs
Storm frequency
= 10 yrs
Time to peak
=: 722 min
Time interval
= 2 min
Hyd. volume
= 3,852 cuft
Drainage area
= 1.020 ac
Curve number
= 52.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 10.00 min
Total precip.
= 5.43 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
1.00
Post Developed - Pond Bypass
Hyd. No. 4 -- 10 Year
120 240 360 480 600 720 840 960 1080 1200 1320 1440
m. Hyd No. 4
Q (cfs)
2.00
1.00
0.00
1560
Time (min)

24
H'ydrograph S u m m a + Rep p Nydraflow Hydrographs Extension for AutoCADO 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)
Hydrograph
description
1
SCS Runoff 8.044
2 722
21,378
------
_
--
BMP Pre -Developed
2
SCS Runoff 10.60
2 716
23,277
......
-
BMP Post -Developed
3
Reservoir 7.973
2 720
21,446
2
205.07
9,578
Post Through Pond
4
SCS Runoff 3.795
2 722
10,157
------
------
•----
Post Developed - Pond Bypass
6
SCS Runoff 0.000
2 n/a
0
---
.--
BMP Post -Developed
7
Reservoir 0.000
2 n/a
0
6
202.50
0.000
1.0-in Storm Thru Pond
Red
Springs_Pond.gpw
Return Period:
100
Year
Thursday,
Sep 16, 2021

H'ydrograph
Report
25
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 8.044 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 21,378 cuft
Drainage area
= 2.020 ac
Curve number
= 53.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
USER
Time of conc. (Tc)
= 13.10 min
Total precip.
= 8.29 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Pre -Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
10.00 10.00
8.00 _ ....�.�. _m a.. ........ ------- ............... 8.00
6.00 . __ ... ............. — - v — 6.00
4.00 _...... .... 4.00
2.00 . .....2.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

26
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 10.60 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 23,277 cuft
Drainage area
= 1.000 ac
Curve number
= 87.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.29 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Post -Developed

Hydrograph
Report
27
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Peak discharge
= 7.973 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 21,446 cuft
Inflow hyd. No.
= 2 - BMP Post -Developed
Max. Elevation
= 205.07 ft
Reservoir name
= BMP Pond
Max. Storage
= 9,578 cuft
Storage Indication method used.
Q (cfs
12.00
10.00
:M
. Me
2.00
Q (cfs)
12.00
10.00
4.00
2.00
0.00 � �L ... ......... .._ I- w �_. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 d. N1f � 1.:::_I1D Total storage used = 9,578 cult

28
ydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 16, 2021
Hyd. No. 4
Post Developed - Pond
Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 3.795 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 10,157 cuft
Drainage area
= 1.020 ac
Curve number
= 52.1
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 10.00 min
Total precip.
= 8.29 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484

if
.............
ih
pf
is
�i
. ... . . .....
jig
fy
as U

Triangle Site Design, PLLC
Dollar General Red Springs, NC - Grass Channel "C" calculations
Grass Channel #1
0.31
Rational Runoff Coefficient "C"
Land Use Description
Roofs
Asphalt/Concrete Pavement
Lawn
Wooded
Acres
0.00
002
0.29
0.00
% Site
0%
6%
94%
01/.
Runoff"C"
0.95
0.95
0.3
0.2
"C"
0.00
0.06
0.28
0.00
Tolol Area=
031
CurnuNifive "C"
0.34
ho=
I
7.96
084
Grass Channel #2
Qr,ilnage A rej Larreg k 0.41
enwoW kim
Land Use Description
Acres
Runoff "C"
Roofs
0.00
0%
0.95
0.00
Asphalt/Concrete Pavement
0.07
17%
0.95
0.16
Lawn
0.34
83%
0.3
0.25
Wooded
0.00
0%
0.2
0.00
f3i7i[ Area=
0.41
CiamtOafive'"C" •
0, 41
k10=
7.96
Q10=
1.34

N 01" P
AMERICAN
G« E E N
CHANNEL ANALYSIS
> > > mass Channel *1
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Name
Grass Channel #1
Discharge
0.84
Channel Slope
0.0124
Channel Bottom Width 1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
Good 65-79%
Soil Type
Sandy Loam (GM)
DS75
Phase
Reach Discharge Velocity
Normal
Mannings N Permissible
Calculated
Safety
Remarks Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight 0.84 cfs 1.58 ft/s
0.32 ft
-._....-...._ .-.....-...._
0.038 1.6 Ibs/ft2
0.25 Ibs/ft2
6.4
STABLE D
Unvegetated
Underlying
Straight 0.84 cfs 1.58 ft/s
0.32 It
0.038 1.51 Ibs/ft2
0.17 Ibs/ft2
9
STABLE D
Substrate
t

NORTH
�U"'E'
GRE
CHANNEL ANALYSIS
> > > macs Channel *9
Name
Grass Channel #2
Discharge
1.34
Channel Slope
0.0134
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
Good 65-79%
Soil Type
Sandy Loam (GM)
DS75
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECM DS v7.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissible
Calculated
Safety
Remarks
Staple
u Depth
Shear Stress
Shear Stress
Factory
Pattern
DS75
Straight 1.34 cfs 1.89 ft/s 0.4 It
0.037 1.6 Ibs/ft2
0.33 Ibs/ft2
4.83
STABLE D
Unvegetated
Underlying
Straight 1.34 cfs 1.89 ft/s 0.4 ft
0.037 1.51 Ibs/ft2
0.21 Ibs/ft2
7.07
STABLE D
Substrate

EROSION CONTROL CALCULATIONS

EROSION CONTROL CALCS (RIP -RAP CALCULATIONS)
Project Information
Project Name:
Project #:
Designed by:
Revised by:
Checked by:
Rap A;,)r­onJ/,l
Date:
Date:
Date:
Fl�pe DiarnOer d::::::: 1 ti
Pipe S�olpe S M
Mainning's nuirnber in 0.013
F. ow Q=::: 2 sots
VOo6ty V 1.5 fl/s
Dissupaior­ Dirnenslons * Zone 2
Stone IFTHing Cass B
Entry Width 3 X Do 3.8 ft
Length 6 X Dc 7.5 ft
Width (L.a t Do) 8.8 ft
Win. Thickness 22 inches
Wn. Stone Diarneter­::::::: 6 inches
AH UnHs are to feet
mn Dissipator pad designed for WH flow of ppe
A- 7.5
1
8.8
1
MUnits are ln feet
Disstpator pad desigined for fuH I
RIP-RAP-RedSprings 9/16/2021 Page 1 of 5

RLp�Rxp Apcon#2
Pipe Diomeller
Pipe Slope
Yonning`s number
F|o*
Ve|ooi+y
d= 15
n= OO13
�
�= 2 ofs
V b f\/u
Dimoiputor Dimension4a � Znna =
Stone FO|ing C|oao = R
Entry Width( � X Dv } =
Length X Do � =
VYid1h (La + Do) =
Win, Thickness =
Min, Stone D|ometer=
I
J�8 f|
7,5 fi
8�8 !t
22 inches
G incheo
7.5
�.�
^ m| unna one in m*/
°� oissiroior pod designau Wor fuo /

Rill) A9ron#3
Pipe Diomeiler
Pipe Slope
Wonning`n number
F|ow
Velocity
d= l5
�v �
Q= 5 ofs
*
V = 407 ft/S
Diooipo|or D|m4enaiono » �onw =
3�one Filling C|oeo = B
Entry Width ( 3 X Dn � =
Lnngth ( 6 X Dn } =
VYicifh (La + Dc)) =
Min, Th�ckneos =
Min, Slone Dianne1ar=
2
3�8 ft
7�5 ft
8�8 ft
22 inphna
G inches
7.5
8.8
---"
~ All uni/s are in faof
~~ D�oo/poior pad designed for /ux f
R/P-R4P-RoSprings 9/16/201 Page 3of5

Pipe Dinme+o,
Pips Sope
Monning`n numbe'r
F|uW
va|ovi4/
d= F|ume in
o= 37 %
� w
�= K5 cis
�
V = 200 ft/e
w
DianipWor Dimanaiona * Zone =
Tone FiUing CAan = 8
[nlry VY|dth ( 3 X Au ] =
LenQ|h ( G X 4o ) =
VVidih (Ln + 4n) =
NUn. Thickness =
Win, Stone, Oiome�er=
2
5.O fi
G�G H
7.0 IT
22 inches
6 inches
5.0
7.0
___,
° mH unno are in mai
�* oiyoipomr pad "signed for fyx /
R| 9/161021 Page 4of5

Mp_Rop &pcoo#5
Pipe Oioma4ar
d=
15 in
Tpa lopo
a=
2.86 %
WonninO'n numbar
n=
M313
Row
0.986cfm
uaWoiiy
� V =
020 M/a
DNMpo|or Oimanaions *
Zone = �
2
Tone Ming
Cosy =
B
En|ry YYidlh ( 3
X A*
3.8 P
Length ( 6
% An ] =
7.5 ft
YVid1h (La
+ 4u) =
8 B ft
Min. Thickness
=
22 inches
WinL Stone Dionnmtar=
6 hnoham
°�------7.5 0.
° M unim are in /ea/
^~ oAyipo/or pad uaoignou fur Wx ,

EROSION CONTROL CALCS (SKIMMER BASINS)
Project Information
Project Name:
Dollar General ® Red Springs
Project #:
Designed by:
RG ----------
bete-.' 9/1512021
Revised by:
Date:
Checked by:
Date:
4W.-
Drainage Area
Total, A-r= 136 Ac
Disturbed, AD= 1 '36 AC
I 0-year Runoff (Q10)
C = 0,50
Tm = 50) rntln
]to = 7..96 Whr
Q10 = 5.4 cfs
Surface Area Required
SA= 325sf x 025
SA= 1,759 sf
Volume Required
VR = 1800 d/Ac x AD
VR= 2,418 cf
Sediment Trap Dimensions
L = 60 ft
(Spillway Length)
W = 30 ft
(Splitway Width)
D = 2.0 ft
([Depth of Storage)
Side Slopes = 2 1
tiny, -
L'. 66 ft
....................
1.".: 52 it W", W-
Wiw= 38 ft LIAM
W" 22 ft
LIW RaUo= 2.0 :1 (must be 2:1 to 6:1)
Elevations Description
Elevation
Top of Berm
206.50 (allow 1fl freeboard above spillway now height)
Emergency Spillway
205.00
Sediment Storage
204.50
Cleanout Mark
203.50 (hall of storage height)
Bottom
202.50
Provided SAp=
1,800 sf > 1,759
Vp =
2,944.0 cf > 2."0
Emergency Spillway - 25 Year Storm 1, =
7.96 in/hr
0, =
5.41 cfs
h =
0.5 ft
Gw =
3
®
10 It

EROSION CONTROL CALCS (SKIMMER BASINS)
Project Information
Project Name:
Project #:
Designed by:
Revised by:
Checked by:
Anti -Flotation Device
4' x 4' Outlet Structure
Area:
Top of Basin Elev.:
Bottom of Basin Elev.:
Volume:
Weight:
Factor of Safety
WT Req'd of Anti -Flotation Device:
Volume of Concrete Req'd:
16.0
sf
204.5
202.5
32.0
cf
1997
Ibs
1.20
2,396
Ibs
16.0
cf
Date:
Date:
Date:
(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)

Calculate Skimmer Size
Basin Volume in Cubic Feet �,- 4 Cu.Ft Skimmer Size .6 Inch
Days to Drain* Days Orifice Radius 0.6 Inch[es]
Orifice Diameter 1.Inch[es]
'In NC assume 3 days to drain
Estimate Volume of Basin
Top of water surface in feet
Bottom dimensions in feet
Depth in feet
Length Width
30 Feet VOLUME 2944 Cu, Ft.
Feet
Feet

9/16/21, 2:23 PM
OR'T
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > ern rary 'Ditch#1
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
Name
Temporary Ditch#1
Discharge
3.4
Channel Slope
0.0189
Channel Bottom Width
1
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
L--Phase
Reach Discharge Velocity
9 t1/
Depth
9
Mannin s N Shear Stress]
Shear Stress
Factor
Remarks
1Pattern
DS75
Straight 3.4 cfs 2.91 ft/s
0.55 ft
0.034 1.6 Ibs/ft2
0.65 Ibs/ft2
2.45
STABLE D
Unvegetated
Underlying
Straight 3.4 cfs 2.91 ft/s
0.55 ft
0.034 1.51 Ibs/ft2
0.4 Ibs/ft2
3.82
STABLE D
Substrate
https://ecmds.comtproj ect/139235/channel-analysis/210383/show 1 /1

9/16121, 2:24 PM ECMDS 7.0
p���,��North American Green
5401 St. Wend el-Cynthiana Rd.
P E A Poseyville, Indiana 47633
GREEN Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Teen porary itch#2
Name
Temporary Ditch#2
Discharge
1.8
Channel Slope
0.0221
Channel Bottom Width
1
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 1.8 cfs 2.57 ft/s
0.39 ft
0.034 1.6 Ibs/ft2
0.54 Ibs/ft2
2.96
STABLE D
Unvegetated
Underlying
Straight 1.8 cfs 2.57 ft/s
0.39 ft
0.034 1.51 Ibs/ft2
0.35 Ibs/ft2
4.32
STABLE D
Substrate
https://ecmds.com/project/l 39235/channel-analysis/210383/show# 1/1