SW6210907_Design Calculations_20210930

Triangle Site Design, PLLC
Timberland Gas Station, Hoke County, NC
Curve Number Calculation (CN)
Pre -Developed Conditions
[Urainaae Area (acres): 4.81
EX%Sl%lJf! �V� iiY0UD5.'
ilia Maio Symbol Soil Descriotr_on cne Pere got of DA
A AuA Autryville Loamy Sand 4.41 92%
A CaB Candor Sand 0.40 8%
Lanri�/ses:
Lan Use iJescr%ptian lWxaskno Sgtf Glouix AA906-9. Curve # _q ghler! CN
Open Space - Good Stand A 4.72 59 67,9
Impervious -Roadway A 0.09 98 1.8
Cumulative Curve # = 59.7

Triangle Site Design, PLLC
Timberland Gas Station, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Conditions to Infiltration Basin
Dr
�i—hm Area [,acresl: 2.90
E=�L4 soil
50//Group Map Symbol Soil Descdption Acres Pe "et ofDA.
A AuA Autryville Loamy Sand 2.50 86%
A CaB Candor Sand 0.40 14%
Pranosed Lapd Uses:
� i? Qescrrotrort Lg ting Self iaMtrA Acres Curve # W es:
Open Space - Good Stand A 0.88 69 47..9
Impervious Area A 2.02 98 t#;8.3
Cumulative Curve # = 86.2

Triangle Site Design, PLLC
Timberland Gas Station, Hoke County, NC
Curve Number Calculation (CN)
Post -Developed Bypass Conditions to infiltration Basin
Oaa ae Area lacresl. 1.91
_Soil Groins:
, Q1L.G1W Mao Symbol Sod Desert to !on Acres Percent of DA
A AuA Autryville Loamy Sand 1.91 100%
A CaB Candor Sand 0.00 00/0
P �.sed Land LMes:
Land Use Description +strn r. Sott roux ores Curve # iALOW tt�tt.CN
Open Space - Good Stand A 1.72 59 53.1
Impervious Area A 0.19 98 91
Cumulative Curve # = 62.9

nfjttration Basin. Design
Site Information
Sub Area Location:
Drainage To infiltration Basin
Drainage Area (DA) _
2.90 ""..
Acres 126116 sf
Impervious Area (IA) -
1,02Acres 87964 sf
Percent lm rvious I
09.7 %
Required Water Quality Volume
Design Storm = t, inch
Determine Rv Value = 0.05 + .009 (1) = 0.68 inhn
Water Quality Volume =. C.164 ac-ft
Water Quality Volume = 7J 23 cf
Water Quality.Volume = 0.676 inches of runoff
NOAA I- ear. 24-hour event z 3.05 inches
Minimum Surface Area
SA =
(12-F8'DV)1(K"T)
Factor of Safety (FS) =
2
Design Volume (DV) -
7122.1; cf
Hydrauilc Conductivity of Soil -
11.00 inthr
Max Dewatering Time -
72 hours
SA =
215.8 sf
fitrw to Qraw I]own
{
Dewatering Time =
(12"FS"DV)/(K•SA)
Factor of Safety (FS) =
2
Design Volume (DV) =
7122.8 of
Hydrau€ic Condudivity of Soil
11.00 Inthr
Surface Area (SA) Provided =
4975 sf
T =
;i 1 .hr5

STAGE/STORAGE TA
STAGE
ELEVATO
CONTOUR
INCREMENTAL
TOTAL
(FT)
(a)
AREA M)
STORAGE 0
50AGE_(Q)
0.0
378.0
4975
0
0
1.0
379.0
5995
5485
5485
2.0
380.0
7075
6535
12020
3.0
381.0
8205
7640
19560
4.0
382.0
9400
UO3
28463
STORMWATER MANAGEMENT DESIGN
INFILTRATION BASIN
RIVER BASIN:
CAPE FEAR
RECEIVING STREAM:
MILL CREEK
STREAK! INDEX:
18-31-11
STREAM CUSS:
C
HUC:
03030004
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 2.90 ACRES
SITE IMPERVIOUS AREA TO POND: 1.60 ACRES
QOE-SIJE {)FSIGN ILTERZOUS AK&_TO_POND- _0.42_ACRES_.
TOTAL DESIGN IMPERVIOUS AREA TO POND: 2.02 ACRES
PRE -DEVELOPED POST -DEVELOPED POST DEVELOPED POST DEVELOPED POST DEVELOPED
DRAINAGE AREA:
4.81 AC
2,90 AC
1.91 AC
CURVE NUMBER:
59.7
B5.2
62.9
INFILTRATION RATE:
11.0 IN/HR
1.01 STORM EVENT:
0.409 CFS
0.000 CFS
I -YEAR STORM EVENT:
0.957 CFS
8.363 CFS
0.000 CFS
D-908 CFS
0.908 CFS
2-YEAR STORM EVENT:
2.226 CFS
11.01 CFS
0,000 CFS
1.794 CFS
1.794 CFS
10-YEAR STORM EVENT:
7.302 CFS
18.37 CFS
0.000 CFS
4,805 CFS
4.805 CFS
100-YEAR STORM EVENT:
17.60 CFS
30.02 CF5
17.81 CFS
10.59 CFS
28.40 CFS

fill
RIB
IA
r

FLOW LONG, TOP OF EMBANKMENT
SPILLWAY Q(100) SLOPE(%) H B W SS CHANNEL LINING ELEVATION SPILLWAY ELEVATION
iNFILTRA77ON
SPILLWAY
17.81 CFS
3.33
1.3
15
22.8
3:1
STRAW WTFI NET
382.0
380.7
NAG SHOREAIAX
CLASS C W/ P300
�W
D(TEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY
H
MATTING SHALL BE AS
NOTED OR APPROVED EQUAL. I l3
LINING
GRASS SPILLWAY DETAIL
S`'
TOP OF EMBANKMENT=382.0
SPILLWAY ELEVATION=380.7
GRASS SOD ON SPILLWAY
AND SIDE SLOPES

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO DO3D(�)2009 byAutodesk, Inc. v6.066
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - SCM Post -Developed
Reservoir name
Max. Elevation =
381.31 ft
Max. Storage
Storage Indication method used Exfiltrafion extracted from Outftow.
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A
(hrs) Cfs ft Cfs cfs cfs Cfs Cfs
6
Thursday, Sep 2, 2021
= 17.81 cfs
= 12.00 hrs
= 12,919 cuft
= BMP Pond
= 22,237 cuft
( Printed values - 1 00% of Cap )
Wr B Wr C Wr D Exfil Outflow
Cfs Cfs Cfs Cfs CfS
11.93
30.02 «
380.91
3.878
- -_-..- 2.064
3.877
11.97
28.89
381.18
13.08
----- 2.145
13.08
12.00
22.58
381.29 « ,---
----- 17.81
2,178
17.81 «
12.03
14.17
381.28 ----
----- -__-- ----- 17.07 - ---
----- ----- 2.173
17.08
12.07
7.779
381.19 -----
-- -- ----- ----- 13.34 --- -
----- ----- 2.147
13.34
12.10
4.823
381.09
----- ----- 9.509 -----
2.117
9.510
12.13
3.956
381.01
---- 6.753 -
2.092
6.753
12.17
3.787
380.95
----- ---- 4.895 -----
----- __-- 2.074
4.894
12.20
3.627
380.91
----- ---- 3.680 -----
---- 2.062
3.680
12.23
3.467
380.88 -----
----- 2.984 _.__.
---- ----- 2.054
2,984
12.27
3.306
380.86
----- 2.487 -----
--- - --- 2.048
2,487
12.30
3A45
380,84 -
----- ---- 2.094 -----
-- -- --- - 2.043
2.094
12.33
2.984
380.82
----- _-.-_ 1.772 -----
___-_ ----- 2.039
1.772
12.37
2.822
380.81
----- 1.499 -----
----- ----- 2.035
1.499
12.40
2.660
380.80
----- 1.260 ----
----- ----- 2.032
1.261
12.43
2.498
380.79 -
----- ----- ----- 1.123 -----
----- ----- 2.029
1.123
12.47
2.335
350.78 -----
----- ----- ----- 0.994 ----
----- ---- 2.026
0.994
12.50
2.173
380.77 -----
----- 0.859 --
----- --_-- 2.023
0.859
12,53
2.023
380.76
0.721 - --
----- - -- 2.020
0.721
12.57
1.910
380.75 .----
0.584 -----
-- ----- 2.017
0.584
12.61)
1840
380.74 -----
---- ----- ----- 0.456 ----
----- ----- 2.014
0.456
12.63
1.794
380.73
---- ----- 0.341 -----
----- ----- 2.011
0.341
12.67
1.758
380.72 ----
----- -- 0.240
---- ----- 2.008
0.240
End
f , r, -Try ra4�
1'?�'V] - Iif9 ;7`l htr
0 5e 1 >n (--

9/2/2021
ECMDS 7.0
NORTH
AMERICAN
GREEN'
SPILLWAY ANALYSIS
> > > Grass 5g&ax
North American Green
5401 St. Wend el -Cynthia na Rd.
Paseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Name
Grass Spillway
Discharge
17.9
Peale Flow Period
1
Channel Slope
0.3333
Channel Bottom Width 15
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sad and Bunch)
Vegetation Density
Very Good 80-95%
Sail Type
Sandy Loam (GM)
Shoremax - Class C - Mix (Sod & Bunch) - Very
Good 80-95%
Phase
Reach
Discharge L���t
rmal Man nings N
Permissible
Calculated
Safety
Remarks
Staple
epth
Shear Strass
Shear Stress
Factor
Pattern
Shoremax w/
Stralght 17.9 cfs
8.63 ft/s
0.14 ft 0.026
8.5 IbVft2
2.88 Ibs/ft2
2.95
STABLE
F
P300
Unvegetated
Underlying
Straight 17.9 cfs
6.63 ft/s
0.14 ft 0.026
5.68 lbs/ft2
2.83 Ibs/ft2
2.01
STABLE
F
Substrate
Shoremax w/
Stralght 17.9 cfs
7.96 ft/s
0.15 ft 0.03
14 Ibs/ft2
3.I1 Ibs/ft2
4.5
STABLE
F
P300 Reinforced
Vegetation
Underlying
Straight 17.9 cis
7.96 ft/s
0.15 ft 0.03
8.5 lbwft2
3.05 Ibs/ft2
2.79
STABLE
F
Substrate
https./Iecmds.com/project/139235/spillway-analysis/2098271show ill

Pond Report 5
Hydraflow Hydrographs Extension for AuloCAl7O Civil 3DO 2009 by Autodesl<, Inc. v6.066
Thursday, Sep 2, 2021
Pond No. 1
- BMP Pond
Pond Data
Contours - User
-defined contour areas. Average end area
method used for volume calculation. Begining Elevation =
378.00 ft
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgtt)
Incr. Storage (tuft)
Total storage (tuft)
0.00
378.00
4,975
0
0
1.00
379.00
5,996
5,485
5,485
2.00
380.00
7,075
6,635
12,020
3.00
381.00
8,205
7,640
19,660
4.00
382.00
9.400
8,803
26,463
Culvert I Orifice Structures
Weir Structures
[A]
IBI
[C]
[PrfRsr]
[A] [131
[C] [D]
Rise (in)
Inactive
Inactive
Inactive
Inactive
Crest Len (ft)
= 15.00 0.00
0.00 0.00
Span fin)
= 0.00
0.00
000
0.00
Crest El. (ft)
= 380.70 0.00
0.00 0.00
No. Barrels
0
0
1
0
Weir Coeff.
= 2.60 3.33
3.3$ 3.33
Invert EL (ft)
= 0.00
0.00
000
0.00
Weir Type
= Broad
Length (ft)
= 0.00
0.00
000
0.00
Multistage
= No No
No No
slope (%)
= 0,00
0.00
0,00
n/a
N-Value
= 013
.013
.013
nia
Orifice Coef. .
= 0.60
0.60
0.60
0.60
Exfl.(inlhr)
= 11.000 (by Contour)
Multistage
= nfa
No
Yes
No
TW Elev, (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
IN
0.00
0.00 6.00
- Total Q
NOW: CUM"rilice outllows are analyzed under inlet fie) and outlet toe) control Weir risers checked Tor orifice conciftria (to) and submergence (s)
Stage 1 Discharge
12.00 18.00 24.00 30.00 38.00 42.00 48.00 54.00 60.00
Elev (ft)
382.00
381.00
380.00
379.00
378A0
66.00
❑ischarge (cfs)

Hydrograph Summary Re PC Nyraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v5_068
Hyd.
Na.
Hydrograph
type
(origin)
Peak
flow
Ids)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cur#)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
{{! t
SCS Runoff
0.957
2
730
6,074
--
a
-
SCM Pre -Developed
2
SCS Runoff
8363
2
716
16,982
----
-- -
-
SCM Post -Developed
3
Reservoir
0.000
2
798
0
2
379.17
6,587
Post Through SCM
4
i
SCS Runoff
0.908
2
722
3,218
- - -
-
--
SCM Post -Developed Bypass
r
6
1
SCS Runoff
0.409
2
150
2,000
--
i
_-
1.0 Post -Developed to SCM
7
3
'r
73]755.
j
I
Reservoir
0.000
2
156
I
I
i
0
i
i
6
378.09
496
1,0InPost Through SCM
{y
i
1
3
i
Infiltration.9pw
Return Period: 1 Year
Thursday, Sep 2, 2021

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D& 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
SCM Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
4.810 ac
Basin Slope =
0.0 %
Te method =
USER
Total precip. =
3.05 in
Storm duration =
24 hrs
Q (efs)
1.00
0.90
0.80
0.70
0.60
0.50
0,40
0.30
0.20
0.10
0.00
0
SCM Pre -Developed
Hyd. No. 1 -- 1 Year
Thursday, Sep 2, 2021
Peak discharge = 0.957 cfs
Time to peak
= 730 min
Hyd. volume =
6,074 tuft
Curve number
= 59.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.80 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD�) Civil 3D�D 2009 byAutodesk, Inc v6.066
Hyd. No. 2
SCM Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
2.900 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
3.05 in
Storm duration =
24 hrs
Q (Cfs)
10.00
8.00
6.ao
4.00
2.00
n nn
0 120 240
Hyd No. 2
SCM Post -Developed
Hyd. No_ 2 -- 1 Year
360 480 600 720 840
Thursday, Sep 2, 2021
Peak discharge = 8.363 cfs
Time to peak
= 716 min
Hyd. volume
= 16,982 tuft
Curve number
= 86.2
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.00 min
Distribution
- Type II
Shape factor
- 484
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADV Civit a 2009 tyyAlttodesk, Inc, v6.066
Hyd. No. 3
Post Through SCM
Hydrograph type =
Reservoir
Peak discharge
Storm frequency =
1 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Inflow hyd. No. =
2 - SCM Post -Developed
Max. Elevation
Reservoir name =
BIVIP Pond
Max_ Storage
Storage Indication method used_ EXrlItraUon extracted from Outflow
8.00
6.00
4.00
IrA11I1]
0.00
0
Post Through SCM
Hyd. No. 3 -- 1 Year
120 240 360 480 600 720
Hyd No. 3 Hyd No, 2
4
Thursday, Sep 2, 2021
= 0.000 Cfs
= 798 min
= 0 cuft
= 379.17 ft
= 6,587 cuft
Q (cfs)
10.00
6.00
f,
2.00
0.00
840 960 1080 1200 1320 1440 1560
. . Total storage used = 6,587 cult Time (min)

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD@ Civil 3D& 2009 by Autodesk, Inc v6.a66
Hyd. No. 4
SCM Post -Developed
Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs.
Time interval
= 2 min
Drainage area
= 1.910 ac
Basin Slope
= 0.0 %
Tc method
- USER
Total precip.
= 3.05 in
Storm duration
= 24 hrs
Q (cfs)
1.00
0.90
0.80
0,70
0.60
0,50
0.40
0.30 -
6
Thursday, Sep 2, 2021
Peak discharge = 0.908 cfs
Time to peak =
722 min
Hyd. volume
= 3,218 cuft
Curve number
= 62.9
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
- Type II
Shape factor
= 484
SCM Post -Developed Bypass
Hyd_ No. 4 -- 1 Year
Q (Cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 - - — 0.10
0.00 — .._,. - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No, 4 Time (min)

Hydrograph Report 7
Hydrafiow Hydrographs Extension for AutaCAC®Ctvq 3D(P 2049 6y Autodesk, Inc. v6.066
Thursday, Sep 2, 2021
Hyd. No. 6
1.0 Post -Developed to SCM
Hydrograph type = SCS Runoff
Peak discharge
= 0.409 cfs
Storm frequency = 1 yrs
Time to peak
= 150 min
Time interval = 2 min
Hyd. volume
= 2,000 cuft
Drainage area = 2.900 ac
Curve number
= 86,2
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Tc method = USER
Time of cone. (Tc)
= 5,00 min
Total precip. = 1.00 in
Distribution
= SCS 6-Hr
Storm duration = 6.00 hrs
Shape factor
= 484
Q (cfs)
a.5o
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 60
Hyd No. 6
1.0 Post -Developed to SCM
Hyd. No. 6 — 1 Year
120 180 240 300 360
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0,05
o.00
420
Time (min)

8
Hydrograph Report
Hydraf low Hydrographs Ddension for AutoCADaD Civil 5DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 2, 2021
Hyd. No. 7
1.0inPost Through SCM
Hydrograph type = Reservoir
Peak discharge
= 0.000 cfs
Storm frequency = 1 yrs
Time to peak
= 156 min
Time interval = 2 min
Hyd. volume
= 0 tuft
Inflow hyd, No. = 6 - 1.0 Post -Developed to SCM
Max. Elevation
= 378.09 ft
Reservoir name = BMP Pond
Max. Storage
= 496 tuft
Storage indicadnn method used. E41ftratlon extracted from Outflow
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 60 120
Hyd No. 7
1.0inPost Through SCM
Hyd. No. 7 — 1 Year
180 240 300 360 420 480 540
Hyd No. 6 M-11i Vil Total storage used = 496 euft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
600 660
Time (min)

90
Hydrograph Summary Repgo
y rallow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.W6
Hyd.
No,
Hydrograph
type
(origin)
Peak
flaw
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
{ft)
Total
strge used
(cuff)
Hydrograph
description
1
SCS Runoff
2.226
2
730
10,701
SCM Pre -Developed
2
SCS Runoff
11.01
2
716
22.546
......
-
SCM Post -Developed
j 3
Reservoir
0.000
2
BBB
0
2
379.55
9,083
Post Through SCM
t 4
SCS Runoff
1 794
2
722
5,359
-
—
---,
SCM Posi-Developed Bypass
6
SCS Runoff
I O.OW
2
nfa
0
_ ._
_ _
1.0 Post -Developed to SCM
7
I
Reservoir
0,000
2
nla
0
6
378.00
0,000
1.OinPost Through SCM
Infiltration.gpw
Return Period: 2 Year
Thursday, Sep 2, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
SCM Pre -Developed
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
= 2 min
Drainage area
= 4.810 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.69 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1.00
SCM Pre -Developed
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840
Hyd No. 1
11
Thursday, 5ep 2, 2021
Peak discharge = 2.226 cfs
Time to peak
= 730 min
Hyd, volume
= 10,701 cuft
Curve number
= 59.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.80 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
o.aa
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)(r� 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
SCM Post -Developed
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
= 2 min
Drainage area
= 2.900 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.69 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
6.00
4.00
2,00
0.00
0 120 240
- Hyd No. 2
SCM Post -Developed
Hyd_ No. 2 -- 2 Year
360 480 600 720 840
12
Thursday, Sep 2, 2021
Peak discharge = 11.01 cfs
Time to peak
= 716 min
Hyd. volume
= 22,546 cuft
Curve number
= 86.2
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type li
Shape factor
= 484
Q (cfs)
12.00
10,00
r:M
M
4.00
2.00
0_DO
980 1080 1200 1320
Time (min)

Hydrograph Report
Hyd raflow Hydrographs Extension for AutoCAQO Civil 3D® 20D9 byAutodesk, Inc. v6.066
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 2 min
Inflow hyd_ No_ = 2 - SCM Post -Developed
Reservoir name = BMP Pond
Storage Indication method used. EAltration extracted from Outflow.
Q (cfs)
12.00
10.00
8.00
. W
4.00
Post Through SCM
Hyd. No. 3 -- 2 Year
Peak discharge
Time to peak
Hyd, volume
Max. Elevation
Max. Storage
13
Thursday, Sep 2, 2021
= 0,000 cfs
686 min
= 0 tuft
= 379.55 ft
9,083 tuft
Q (cfs)
12.00
10.00
8.00
5,00
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Hyd No. 3 Hyd No. 2 Total storage used = 9,083 cult Time (min)

14
Hydlrograph
Report
Hydraflow Hydrographs Extension for AutoCADQD Civil 3DO 2009 by Autodesk, Inc v6.066
Thursday, Sep 2, 2021
Hyd. No. 4
SCM Post -Developed Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 1.794 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
- 2 min
Hyd. volume
= 5,359 cuft
Drainage area
= 1.910 ac
Curve number
= 62.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc, (Tc)
= 10.00 min
Total precip.
= 3.69 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
SCM Post -Developed Bypass
Hyd. No_ 4 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 4
Q (cfs)
2.00
1.00
0.00
10BO 1200 1320 1440 1560
Time (min)

17
Hydrograph Summary Re Pqaflow Hydrographs Extension for AuloCADO Civil 3130 2009 by Autodesk, Inc, v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(c(s)
Time
interval
(min)
Time to
peak
(min)
728
Hyd.
volume
(tuft)
27,532
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(curt)
Hydrograph
description
SCM Pre -Developed
1
SOS Runoff
7.302
2
2
SOS Runoff
18.37
2
716
38,585
—
—
SCM Post -Developed
3
Reservoir
0,000
2
702
0
2
380.61
16,683
Post Through SCM
4
SCS Runoff
4,805
2
722
12,822
SCM Post -Developed Bypass
6
SOS Runoff
0.000
2
nla
0
- -
-
1.0 Post -Developed to SCM
17
Reservoir
0.000
2
n/a
0
6
378.00
0 00o
1.01nPost Through SCM
f
l
�
j
i
i
3
JI
1
i
I
I nfilt ratio n.gpw
Return Period: 10 Year
Thursday, Sep 2, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADIPCivil 3DW 2009 byAutodesk, Inc. v6.066
Hyd. No. 1
SCM Pre -Developed
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 2 min
Drainage area
= 4.810 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
5.45 in
Storm duration
= 24 hrs
Q (cfs)
8.00
6.00
4.00
2.00
SCM Pre -Developed
Hyd_ No. 1 -- 10 Year
120 240 360 480 600 720 840
Hyd No, 1
18
Thursday, Sep 2, 2021
Peak discharge = 7.302 cfs
Time to peak
= 728 min
Hyd. volume
= 27,532 cult
Curve number
= 59.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.80 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs)
8.00
4.00
2.00
o.oa
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report 99
Hydranow Hydrographs EAension for AuWCADM Civil 3DO 2009 byAutodesic, Inc. v5.0%
Thursday, Sep 2, 2021
Hyd. No. 2
SCM Post -Developed
Hydrograph type =
SCS Runoff
Peak discharge
= 18.37 cfs
Storm frequency =
10 yrs
Time to peak
= 716 min
Time interval =
2 min
Hyd. volume
= 38,585 cuft
Drainage area =
2.900 ac
Curve number
= 86.2
Basin Slope =
0.0 %
Hydraulic length
= Oft
Tc method =
USER
Time of conc. (Tc)
= 5.00 min
Total precip. =
5.45 in
Distribution
= Type 11
Storm duration =
24 hrs
Shape factor
= 484
18.00
15.00
12,00
M
. 9
3.00
0.00
0 120 240
Hyd No. 2
SCM Post -Developed
Hyd. No. 2 -- 10 Year
360 480 600 720
Q (cfs)
21.00
18.00
15.00
12.00
9.00
8.00
3.00
a.00
840 960 1080 1200 1320
Time (min)

Hydrograph Report.
Hydraflow Hydrographs Extension for AutoCA00 Civil 3Q® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - SCM Post -Developed
Reservoir name = BMP Pond
Storage Indication method used. EA11tration extracted from Outflow.
Post Through SCM
Hyd. No. 3 -- 10 Year
18.00
15.00
12,00
9.00
6.00
3.00
K81
Thursday, Sep 2, 2021
Peak discharge = 0.000 cfs
Time to peak
= 702 min
Hyd. volume
= 0 cult
Max. Elevation
= 380.61 ft
Max. Storage
= 16,683 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 -- . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No, 3 Hyd No. 2 i-.... _ :._ Total storage used = 16,683 tuft Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension forALAoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
SCM Post -Developed Bypass
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 2 min
Drainage area
= 1.910 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.45 in
Storm duration
= 24 hrs
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
aoa
0 120 240 360 480 600
----- Hyd No, 4
21
Thursday, Sep 2, 2021
Peak discharge = 4.805 cfs
Time to peak
= 722 min
Hyd. volume
= 12,822 cuft
Curve number
= 62.9
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 10.00 min
Distribution
= Type 11
Shape factor
= 484
SCM Post -Developed Bypass
Hyd. No. 4 -- 10 Year
720 840
a (Cfs)
5.00
4.00
3.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

24
Hydrograph Summary Rep
co
raflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. WON
Hyd.j
No.
Hydrograph
type
(origin)
Peak
flow
(cfs}
Timex
interval
{min}
Time to
peakume
(min)ult)
FHyd,
InflowJ
hyd(s)
Maximum
elevation
{R}
Total
strge used
(cuff)
Hydrograph
description
1
SCS Runoff
17,60
2
728
61,984
- -•
—
SCM Pre -Developed
2
SCS Runoff
30.02
2
716
65,114
SCM Post -Developed
3
Reservoir
17.81
2
720
12,919
2
381.31
22,237
Post Through SCM
4
SCS Runoff
10.59
2
720
27,561
SCM Post -Developed Bypass
6
SCS Runoff
0.000
2
nfa
0
-
---
— --
1.0 Post -Developed to SCM
7
Reservoir
0.000
2
I
nla
(G
0
6
I
378.00
i
0.000
1.0inPosl Through SCM
t
f
i
i
i
fnfiitration.gpw
Return Period: 100 Year
Thursday, Sep 2, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD& Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
SCM Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
4.810 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
825 in
Storm duration =
24 hrs
Q (cfs)
18.00
15.00
12.00
• 01
6.00
� r!�
0.00
0
SCM Pre -Developed
Hyd. No, 1 -- 100 Year
25
Thursday, Sep 2, 2021
Peak discharge = 17.60 cfs
Time to peak =
728 min
Hyd. volume
= 61,984 cuff
Curve number
= 59.7
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 20.80 min
Distribution
= Type 11
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
9.00
M
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extensfon for AutoCAD® Civil 3Dm 20M by Autodesk, Inc. v6 066
Hyd. No. 2
SCM Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs.
Time interval =
2 min
Drainage area =
2.900 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip_ =
8.25 in
Storm duration =
24 hrs
0 (Cfs)
35.00
30,00
25.00
20,00
15.00
10.00
5.00
W
SCM Post -Developed
Hyd. No. 2 -- 100 Year
26
Thursday, Sep 2, 2021
Peak discharge = 30.02 cfs
Time to peak
= 716 min
Hyd. volume
= 65,114 tuft
Curve number
= 86.2
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5,00 min
Distribution
= Type II
Shape factor
= 484
0 (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

Hydrograph
Report
27
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Sep 2, 2021
Hyd. No. 3
Post Through SCM
Hydrograph type
= Reservoir
Peak discharge
= 17.81 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 12,919 tuft
Inflow hyd. No.
= 2 - SCM Post -Developed
Max. Elevation
= 381.31 ft
Reservoir name
= BMP Pond
Max. Storage
= 22,237 tuft
Storage Indication method used. EAftration extracted from Outflow.
Q (cfs)
35.00 -
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 120
Hyd No. 3
Post Through SCM
Hyd. No. 3 -- 100 Year
240 360 480 600 720
Hyd No. 2 Total storage used = 22,237 tuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
840
Time (min)

Hydrograph
Report
28
Hydraflow Hydrographs Extension for AutoCAD® Civil Mt 2009 by Autodesk, Inc. v6.066
Thursday, Sep 2, 2021
Hyd. No. 4
SCM Post -Developed Bypass
Hydrograph type
= SGS Runoff
Peak discharge
= 10.59 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
- 2 min
Hyd volume
= 27,561 cuft
Drainage area
- 1.910 ac
Curve number
= 62.9
Basin Slope
- 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
10.00 min
Total precip.
= 8.25 in
Distribution
= Type 11
Storm duration
- 24 hrs
Shape factor
= 484
10.00
8.00
6.00
4.00
rw
SCM Post -Developed Bypass
Hyd. No. 4 -- 100 Year
120 240 360 480 600 720
Hyd No, 4
Q (cfs)
12.00
10,00
&00
6.00
4.00
2M
n nA
840 960 1080 1200 1320 1440 1560
Time (min)

3p a3Ere
39' 03VN
Hydrologic Soil Group —Hoke County, North Carolina
� e.
3
b
� r+laP Scale: 1:1,400 f pnrYsd m A (l t"x 8-5")919E1:.
N - - mews
0 m 41, BO 12D
5 10
J� MV propMar Web MUaty C PW ooudsrzbe ; "GSM Edge ft. LRM one 17M WGSM
1 �i Natural Resources Web Soil Survey
"Ili Conservation Service National Cooperative Soil Survey
3
R
8f2612021
Page 1 of 4
39° D 31' N

Hydrologic Soil Group —Hoke County, North Carolina
MAP LEGEND
Area of Interest (A01)
0
C
Area of Interest (ACI;
0
CfD
Soils
D
Soil Rating Polygons
I
A
10
Not rated or not availLL'le
0
AID
Water Features
Streams and Canals
B
Transportation
r -I
u
BID
H4
Rails
C
r�I
Irtersta[e Highways
CI
U5 Roues
©
D
Ma)or Roads
Q
Not rated or not available
_oval Roads
Soil Rating
Lines
Background
~
A
M
Aerial Phutcgraphy
y
A1D
.v
B
,y
B!D
..
C
.-r
cc
D
. r
Not rated or not available
Soil Rating Points
■
A
fl
A)D
■
B
erD
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1.24.000.
Warning: Soil Map may not be valid at this scale
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale
Please rely on the bar scale on each reap sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System Web Mercator (EPSG '_3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection. which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required
This product is generated From the USDA -MRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Hoke County, North Carolina
Survey Area Data. Version 17, Jun 4, 2020
Soil map units are labeled (as space allows) for map scales
1:50.000 oriarger.
Date(s) aerial images were photographed. Jul 28, 2019—Jul 30.
2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
I %1!% Natural Resources Web Soil Survey 812fi12021
Conservation Service National Cooperative So,l Survey Page 2 of 4

Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
MOO unit'sym6e1 Map unk name
Rating
i4 rea in: AAI
Parvcent of Aol
AuA AutryAlle loarny sand, 0 '. A 0.9 ! 18.796
to 2 percent slopes
Cab ; Candor sand, 1 to B A 4.7
percent slopes `
Totals for Area of Interest 5.6 100 0��
T _
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 (AID. BID, and CID). 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 S. 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 (AID, BID, or CID), 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
LtSuq Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soll Survey
a 26r2021
Page 3 of 4

AREA OF MINIMAL
A
d
if%
ti
x a;
a'
s _
b
Font
250 500 1.000 1.500 2.000
1 A 000
FEMA Legend
SEF FLS RFGORT FOR OFTAILEO LEGEND AND INDEX MAP FOR FIRM PAWL LAYOUT
without Base Flood Elevation (SFE)
Zone 4. v A99
SPECIAL FLOOD With BFE or Depth Imrc AE. Ao, 4M. rE AR
HAZARD AREAS Regulatory FkxwN Ay
0.2% Annual Chance Flood Hazard, Are:
of 1% annual chance flood with average
depth toss than one, foot or with drainer
areas of lass than one square mile zone.
Future Conditions 1% Annual
Chance Flood Hazard ren t
Area with Reduced Flood Rlsk due to
OTHER AREAS OF Levee Sea Notes zme x
FLOOD HAZARD / Area with Rood Risk dUe to Leveeznrtr C
Ro scREEN Area of Minimal Flood Hazard root t
Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard Ten
GENERAL - -' -' Channel. culvert, or Storm Sewer
STRUCTURES r r t r t r I Levee, Dike, or Floodwall
�V e 20 z Cross Sections with 1% Annual Chance
17_f Water Surface Elevation
- - - Coastal Transect
—m— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
- Coastal Transact Baseline
OTHER profile Baseline
FEATURES ! Hydmgraphtc Feature
Olgitai Data Avail able N
No Digital Data Available �I
MAP PANELS: Unmapped I'
A O The pin displayed on the map Is an approxlmot
point selected by the user and does notropres4
an authoritative property location
Thismap complies with FEMA's standards for the use of
digital flood maps if it is not void as described below
The basamap shown complies with FEMA's basemap
a accuracy standards
The flood hazard lWormatlon Is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 8 26 2021 at 134 AM and does not
reflect changes or amendments subsequent to this date and
time, The NFHL and effective information may change or
become superseded by new data overtime
This map image is void if the one or more of the Following map
elements do not appear basemap Imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
S IH tstiv 35°72�" FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodarnized areas cannot be used for
regulatory purposes,

Outfaio Crec"
v
C'
Surface Water Gassifica#inns:
Stream index:
18 31-11
Stream Name:
Mil! Creek
Descrption:
�::rorn source to
Rockfish Creek
Classif E&on:
C
Date of Class_:
Augus< 31 1974
What does this Class.
iviore info
mean?
River Sas--n:
Cape Fear
i
Zoom to
a�
R
r`
Timberland
,�,s _ N -
f
•00

V.
k
�ti \
.\ j
r jy{BfD.�.aJC
1-2-Digit HUC (Su bwatershed)
t-
,I
1.2-Digit Name.- Upper Rockfish Creek
r 12-Digit Code: 030' 0604
10-Digit Name: Rockfish Creels
10,-Digit Code- 0303000406
8-Digit Code: 03030004
Basrn- Cape Fear
I--- Area 00- 1$.504-00
ZcKir i!n
t ..

8d28l2021
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA`
Latitude: 35.00940, Longitude:-79.3096°
Elevation. 379.97 ft*'
source: ESRI Maps
' source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin. D Martin, B Lin. T ParZybok M Yekta and D Riley
140AA. National weather Service, Silver Spring. Maryland
PF tabular I PF gi3pbM I Ml Qs 8 aerials
PF tabular
PDS-biased
point precipitation frequency estimates with 90% confidence intervals (in inches))
Average recurrence Interval (years)
-
>3uratlon
n�
_
10 26
BD 100 200
500-
1000
6fr nn
742
7
f�BA,�98G�
8 0.88 OS'
DB8fi 1 it}
( 5b4p48:�j
Ib4o.430.615r9j
{0547 3
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(0 r,0-n7 r91
(O 752- 910
0 i°7g-6t2t,r.
G fir; 1,
r1 07 1830
1 5--1 * (1 '_(1 48
(1 274 'A)
f 1 34-1267
1 40--1
1� s in
(0 7LA 0 5 j
i� 4`641i1)
(1 /1--1 a4i (1 22-.148)
1 38.65
(145-11M) 1 f1 53-1 b7'
(1 1-81_R7)
1 69-2110)
(1 752819)
30�11n
1,20
(109-1 :r'_'l
1.43
(131-1.P)
1.73
('.58-191)
1.06 2.22
(177-215) (.01-. 44)
2.42 2.62 E50-3
L tt1-: r,G j2352B71_
3.28 3.BG
3.-3
(269334).
3.22
(2 f34p22(
d.71{^•
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4.37
_ 9ti 3 ti0 f3 23 3 95
t3 864 791
E4 14ar 171
1.74
2.i1
2.86
3.62
4.08 4 50 4.96
3.57
6.06
2�1r
5&1 l4
' 81•_ 35
^ 4p- 95
VIS
�
76 3 41 3 25 4 per'
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1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration aeries {PDS}
Numbers In perer,thesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for
duration and erage recurrence interval) wlli be greater than the upper bound (or less than tale lower bound) is 5% Estimatesa1upper boundsare av
f checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
�a.given
lease refer to NOAA Atlas 14 document for more information
BacK to lop.
PF graphical
https:/lhdsc nws noaa govlhdselptds/pfds_printpage html?lat=35 OM4&Ion=-79.3095&date=depth&units=erlglish&series=pds 114