SW6231204_Design Calculations_20240725

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 09-14-21 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Starz Gas Station 1754 REVISION / X /
LOCATION BY RECORD / X /
Hoke County, North Carolina CJP OTHER / X /
CHECKED BY (SPECIFY)
CSB
Storm Outlet Structure
FES No.= PIPE 1 OUT Q1o/Qfull = 0.91
Pipe Dia= 24 in V/Vfull = 1.13
Q10= 15.39 cfs V= 6.1 fps
Qfull = 16.92 cfs
Vfull = 5.41 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAX = 12 in
Riprap Class = B
s Apron Thickness = 18 in
3 Apron Length 12.0 ft
Apron Width @ Outlet = 6 ft
Apron Width @ End = 14.0 ft
Length
1754 Storm System.xlsx LATEST REVISION:5/23/2024 6:12 AM PAGE 1 OF 1

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 09-14-21 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Starz Gas Station 1754 REVISION / /
LOCATION BY RECORD / /
Hoke County, North Carolina CJP OTHER / /
CHECKED BY (SPECIFY)
CSB
Storm Outlet Structure
FES No.= PO 34 Q1o/Qfull = 0.31
Pipe Dia= 15 in V/Vfull = 0.87
Q10= 1.44 cfs V= 3.2 fps
Qfull = 4.57 cfs
Vfull = 3.72 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in I
DMAX = 12 in
Riprap Class = B
s Apron Thickness = 18 in
3 Apron Length = 7.5 ft
Apron Width @ Outlet = 3.75 ft
Apron Width @ End = 8.8 ft
Length
1754 Storm System.xlsx LATEST REVISION:5/23/2024 6:17 AM PAGE 1 OF 1

Storm Outlet Structure
FES No.= PO 35 Q1o/Qfull = 0.74
Pipe Dia= 15 in V/Vfull = 1.09
Q10= 3.38 cfs V= 4.1 fps
Qfull = 4.57 cfs
Vfull = 3.72 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAX = 12 in
Riprap Class = B
P
s Apron Thickness = 18 in
3 Apron Length 7.5 ft
Apron Width @ Outlet = 3.75 ft
Apron Width @ End = 8.8 ft
Length
1754 Storm System.xlsx LATEST REVISION:5/23/2024 6:18 AM PAGE 1 OF 1

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Nov 29 2023
PIPE 1 (10-YR)
Invert Elev Dn (ft) = 246.65 Calculations
Pipe Length (ft) = 130.00 Qmin (cfs) = 15.40
Slope (%) = 0.50 Qmax (cfs) = 15.40
Invert Elev Up (ft) = 247.30 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 15.40
No. Barrels = 1 Qpipe (cfs) = 15.40
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.39
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6.47
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 248.36
HGL Up (ft) = 248.72
Embankment Hw Elev (ft) = 249.47
Top Elevation (ft) = 253.84 Hw/D (ft) = 1.09
Top Width (ft) = 88.00 Flow Regime = Inlet Control
Crest Width (ft) = 5.00
Elev(ft) PIPE 1(10-YR) Hw Depth(ft)
254.00 L I I I I I I I 6.70
253.00 5.70
252.00 - - - 4.70
251.00 - - - 3.70
250.00 1ol2.70
Inlet contr
249.00 1.70
248.00 - 0.70
247.00 - L - -0.30
246.00 -1.30
245.00 -2.30
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Circular Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Nov 29 2023
PIPE 2 (10-YR)
Invert Elev Dn (ft) = 242.19 Calculations
Pipe Length (ft) = 44.00 Qmin (cfs) = 36.85
Slope (%) = 0.55 Qmax (cfs) = 36.85
Invert Elev Up (ft) = 242.43 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 30.0
Shape = Circular Highlighted
Span (in) = 30.0 Qtotal (cfs) = 36.85
No. Barrels = 1 Qpipe (cfs) = 36.85
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.85
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.54
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 244.47
HGL Up (ft) = 244.48
Embankment Hw Elev (ft) = 246.34
Top Elevation (ft) = 250.00 Hw/D (ft) = 1.56
Top Width (ft) = 30.00 Flow Regime = Inlet Control
Crest Width (ft) = 100.00
Elev(ft) PIPE 2(10-YR) Hw Depth(ft)
251.00 8.57
250.00 7.57
249.00 6.57
248.00 - 5.57
247.00 4.57
Ir let control
246.00 3.57
245.00 2.57
244.00 1.57
243.00 0.57
242.00 I -0.43
241.00 -1.43
0 5 10 15 20 25 3D 35 4D 45 50 55 60 65
Circular Culvert HGL - Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Nov 29 2023
PIPE 3 (10-YR)
Invert Elev Dn (ft) = 236.20 Calculations
Pipe Length (ft) = 143.61 Qmin (cfs) = 39.54
Slope (%) = 0.47 Qmax (cfs) = 39.54
Invert Elev Up (ft) = 236.88 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 36.0
Shape = Circular Highlighted
Span (in) = 36.0 Qtotal (cfs) = 39.54
No. Barrels = 1 Qpipe (cfs) = 39.54
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.23
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.67
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 238.72
HGL Up (ft) = 238.93
Embankment Hw Elev (ft) = 240.15
Top Elevation (ft) = 241.72 Hw/D (ft) = 1.09
Top Width (ft) = 100.00 Flow Regime = Inlet Control
Crest Width (ft) = 100.00
Elev(ft) PIPE 3(10-YR) Hw Depth(ft)
242.00 I I I I I I I 5.12
241.00 4.12
24� Inlet control 3.12
239.:G - 2.12
238.00 1.12
237.:.: 0.12
236.00 -0.88
235.00 - 1 -1.88
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190
Circular Culvert HGL Embank
Reach(ft)

Starz Gas Station
Ditch #1
Q North American Green ECMDS Version 4.3-Channel Protection Design,Output Form
File Specifications Options Help
ENGLISH. IUSER I 7/25/2023 06:29AMI
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal Unreinforced Vegetation(n=0.040)
(cfs) Period(hrs). Radius(ft) Depth(ft)
15.4 0.1 2.59 5.95 0.66 1.11
S=0.0085
1 L Bottom J 1
3.0 Width=2.00 ft 3.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach _ Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase' Class Type Density Shear Stress Shear Stress
(psi) (Psi)
Straight Unreinforced Vegetation D Bunch 75-95% 3.33 0.59 5.64 STABLE
Soil Sandy Loam 0.035 0.045 0.78 UNSTABLE
■North American Green ECMDS Version 4.3-Channel Protection Design;Output Form
File Specifications Options Help
'ENGLISH. (QUICK I 7/25/2023 06:29AMI
HYDRAULIC RESULTS
-
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal 575(n=0.041)
(cfs) Period(hrs) Radius(ft) Depth(ft)
15.4 0.1 2.55 6.04 0.66 1.12
S=0.0085
1 L Bottom J 1
3.0 Width=2.00 ft 3.0
LINER RESULTS Not to Scale
Matting Type I Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Rernark:.:>
Staple Pattern ' Phase Class Type Density Shear Stress Shear Stress
(Psi) (psi)
Straight S75 Unvegetated 1.55 0.60 2.60 STABLE
Staple D

Ditch #2
El North American Green ECMDS Version 4.3-Channel Protection Design,Output Form - 0 X
File Specifications Options Help
!ENGLISH. (USER 7/24/2023 09:44AM(
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps) Area[sq.ft) Hydraulic Normal Unreinforced Vegetation(n=0.040)
(cfs) Period(hrs) Radius(ft) _ Depth(ft)
135.6 0.3 2.33 15.29 1.07 1.95
S=0.0036
1 L Bottom _II ,..,,,..gc
41th
3.0 Width=2.00 ft 3.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics I
Reach _StabilityAnalysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psf) [psi)
Straight Unreinforced Vegetation D Bunch 75.95 a 3.33 0.44 7.61 STABLE
Soil Sandy Loam 0.035 0.033 1.05 STABLE
Ditch#3
n North American Green ECMDS Version 4.3-Channel Protection Design;Output Form - 0 X
File Specifications Options Help
ENGLISH. (USER I 7/24/2023 09:46AMI
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal Unreinforced Vegetation(n=0.040) fay°
(cfs) Period(hrs) Radius(ft) Depth(ft)
136.9 0.3 2.53 14.58 1.21 2.25 4C''
S=0.0036
.....-
1L 1
Bottom
2.0 Width=2.00 ft -21
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics 1
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psi) (psi)
Straight Unreinforced Vegetation . D Bunch 75-95%; 3.33 0.50 6.60 STABLE
Soil Sandy Loam 0.035 0.038 0.91 UNSTABLE

•
111 North American Green ECMDS Version 4.3-Channel Protection Design,Output Form - ❑ X
File Specifications Options Help
(ENGLISH. (QUICK i 7/24/2023 09:48AMI
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal S75(n=0.025)
(cfs) Period(hrs) Radius(ft) Depth(ft)_,
36.9 0.3 3.59 10.28 1.01 1.82
S=0.0036 '
1 L Bottom _I 1
2.0 Width=2.00 ft 2.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psi) (psi)
Straight S75 Unvegetated 1.55 0.41 3.79 STABLE
Staple D
Ditch#4
IllNorth American Green ECMDS Version 4.3-Channel Protection Design,Output Form - 0 X
File Specifications Options Help
ENGLISH. IUSER I 7/24/2023 09:49AMI
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal Unreinforced Vegetation(n=0.040)
(cfs) _Period(hrs) _ Radius(ft) _ Depth(ft)
31.6 0.5 2.43 12.98 1.14 2.10 , '`,`,
S=0.0036 #`'
1 L Bottom J 1
2.0 Width=2.00 ft 2.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psi) (psi)
Straight .. Unreinforced Vegetation . D .Bunch 75-95% 3.33 0.47 7.07 STABLE .
- Soil Sandy Loam 0.035 0.036 0.98 UNSTABLE

IINorth American Green ECMDS Version 4.3-Channel Protection Design;Output Form — 0 X
File Specifications Options Help
ENGLISH. (QUICK I 17/24/2023 09:49AM1.--
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal S75(n=0.027)
(cfs) Period(hrs). Radius(ft) Depth(ft)
31.6 0.5 3.29 9.61 0.98 1.75
S=0.0036
1 L Bottom J 1
2.0 Width=2.00 ft 2.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics I
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psf) (psf)
Straight S75 i Unvegetated 1.55 0.39 3.95 STABLE
Staple D
Ditch#5
Q North American Green ECMDS Version 43-Channel Protection Design,Output Form — 0 X
File Specifications Options Help
ENGLISH. FUSER I 7/24/2023 09:SOAMI
HYDRAULIC RESULTS •
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal Unreinforced Vegetation(n=0.040) •
(cfs) Period(hrs) Radius(ft) . Depth(ft)
32.8 0.5 2.46 13.35 1.16 2.13
S=0.0036 •
1 L Bottom _I 1
2.0 Width=2.00 ft 2.0 •
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psf) [psf]
Straight Unreinforced Vegetation D Bunch 75.95% 3.33 0.48 6.96 STABLE
Soil Sandy Loam J 0.035 0.036 0 96 UNSTABLE

IIINorth American Green ECMDS Version 4.3-Channel Protection Design,Output Form — 0 X
File Specifications Options Help
ENGLISH. !QUICK ) 7/24/2023 09:50AMI
HYDRAULIC RESULTS
Discharge Peak Flow 'Velocity(fps) Area(sq.ft) Hydraulic Normal S75(n=0.026)
[cis) Period[hrs] Radius(ft) Depth(ft)
32.8 0.5 3.36 9.77 0.99 1.77
S=0.0036
1 L Bottom _I 1
2.0 Width=2.00 ft 2.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psf) (psf)
Straight S75 Unvegetated 1.55 0.40 3.91 STABLE
Staple D
n North American Green ECMDS Version 4.3-Channel Protection Design,Output Form — ❑ X
File Specifications Options Help
ENGLISH. 'USER I 7/24/2023 10:39AMI
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps) Area(sq.ft) Hydraulic Normal Rock Riprap(n=0 078)
(cis) Period(hrs). Radius(ft) Depth(ft)
132.8 0.5 1.49 22.06 1.49 2.86
S=0.0036
1 L Bottom _1 1
2.0 Width=2.00 ft 2.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern ' Phase Class Type Density Shear Stress Shear Stress:
(psf) (psf)
Straight Rock Riprap Unvegetated 3.33 0.64 5.19 STABLE
10in

4D Site Solutions, Inc.
DITCH CALCULATIONS
NOTE:sheet only set up to handle Tc from 5 min to 30 min
A. Flow velocity<2.0 fps when discharging to wetlands B. Flow velocity<4.5 fps all other cases** C. Channel slope<5.0%for curb outlet swales
1754-Starz Gas Station
Rainfall Intensity
Storm Event
5-min 10-min 15-min 30-min
10-yr 7.88 6.31 5.32 3.86
25-yr 8.88 7.07 5.98 4.43
50-yr 9.56 7.61 6.43 4.84
100-yr 10.20 8.13 6.85 5.25
Tc
Drainage Impervious Grassed Storm Rainfall
Ditch No. C Kerby Kirpich Intensity Q(cfs)
Area(ac) Area(ac) Area(ac) Event(yr)
Total Tc Tc Used (in/hr)
L(ft) n s Tov L(ft) S Tit,
1 2.44 1.88 0.56 0.80 n/a 560.0 0.006 7.30 7.30 5 10-yr 7.88 15.39
2 12.27 5.67 6.61 0.60 n/a 1630.0 0.005 18.58 18.58 20 10-yr 4.83 35.60
3 12.71 5.86 6.84 0.60 n/a 1880.0 0.005 20.74 20.74 20 10-yr 4.83 36.85
4 14.88 5.72 9.15 0.55 n/a 3190.0 0.005 29.92 29.92 30 10-yr 3.86 31.58
5 15.44 5.94 9.50 0.55 n/a 3630.0 0.005 34.41 34.41 30 10-yr 3.86 32.77
printed: 1/17/2024 5:44 PM Page 1 of 1

4D Site Solutions, Inc.
PIPE CALCULATIONS
NOTE:sheet only set up to handle Tc from 5 min to 30 min
A. Cross-pipes to use 25-yr storm inensity
1754-Starz Gas Station
Rainfall Intensity
Storm Event 5Win 15-min
10-yr 7.88 6.31 5.32 3.86
25-yr 8.88 7.07 5.98 4.43
50-yr 9.56 7.61 6.43 4.84
100-yr 10.20 8.13 6.85 5.25
Tc
Drainage Storm Rainfall
Pipe No. C Kerby Kirpich Intensity Q(cfs)
Area(ac) Event(yr)
Total Tc Tc Used (in/hr)
L(ft) n s Toy L(ft) S Tch
1 2.43 0.80 n/a 590.0 0.008 6.98 6.98 5 10-yr 7.88 15.35
2 12.71 0.60 n/a 1880.0 0.005 20.74 20.74 20 10-yr 4.83 36.85
3 14.88 0.55 n/a 3190.0 0.005 29.92 29.92 30 10-yr 3.86 31.58
printed: 1/17/2024 5:45 PM Page 1 of 1

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 09-14-21 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Starz Gas Station 1754 REVISION / /
LOCATION BY RECORD / /
Hoke County, North Carolina CJP OTHER / /
CHECKED BY (SPECIFY)
CSB
Storm Outlet Structure
FES No.= FES 34 Q1o/Qfull = 0.31
Pipe Dia= 15 in V/Vfull = 0.87
Q10= 1.44 cfs V= 3.2 fps
Qfull = 4.57 cfs
Vfull = 3.72 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAX = 12 in
!.Ii:i;PStItIi;
Riprap Class = B
Apron Thickness = 18 in
. Apron Length 7.5 ft
• Apron Width @ Outlet = 3.75 ft
•
Apron Width @ End = 8.8 ft
Length
Storm Outlet Structure
FES No.= FES 32 Qio/Qfull = 0.46
Pipe Dia= 15 in V/Vfull = 0.97
Q10= 2.14 cfs V= 3.7 fps
Qfull = 4.70 cfs
Vfull = 3.82 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAX = 12 in
Riprap Class = B
s Apron Thickness = 18 in
z Apron Length = 7.5 ft
Apron Width @ Outlet = 3.75 ft
Apron Width @ End = 8.8 ft
Length
1754 Storm System.xlsx LATEST REVISION: 1/17/2024 5:44 PM PAGE 1 OF 5

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 09-14-21 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Starz Gas Station 1754 REVISION / /
LOCATION BY RECORD / /
Hoke County, North Carolina CJP OTHER / /
CHECKED BY (SPECIFY)
CSB
Storm Outlet Structure
FES No.= FES 33 Q1o/Qfull = 0.70
Pipe Dia= 15 in V/Vfull = 1.08
Q10= 3.28 cfs V= 4.1 fps
Qfull = 4.70 cfs
Vfull = 3.82 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAX = 12 in
Riprap Class = B
s Apron Thickness = 18 in
z Apron Length = 7.5 ft
Apron Width @ Outlet = 3.75 ft
Apron Width @ End = 8.8 ft
L Length 1
Storm Outlet Structure
FES No.= FES 35 Q1o/Qfull = 0.74
Pipe Dia= 15 in V/Vfull = 1.09
Q10= 3.38 cfs V= 4.1 fps
Qfull = 4.57 cfs
Vfull = 3.72 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAX = 12 in
•�•�•••••••••• Riprap Class = B
IttIIIIiJJJIII
s Apron Thickness = 18 in
Apron Length 7.5 ft
Apron Width @ Outlet = 3.75 ft
Apron Width @ End = 8.8 ft
Length
1754 Storm System.xlsx LATEST REVISION: 1/17/2024 5:44 PM PAGE 2 OF 5

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 09-14-21 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Starz Gas Station 1754 REVISION / /
LOCATION BY RECORD / /
Hoke County, North Carolina CJP OTHER / /
CHECKED BY (SPECIFY)
CSB
Storm Outlet Structure
FES No.= PO 37 Q1o/Qfull = 0.22
Pipe Dia= 8 in V/Vfull = 0.78
Q10= 0.45 cfs V= 4.6 fps
Qfull = 2.04 cfs
Vfull = 5.84 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D5o = 4 in
DMAX = 6 in
Riprap Class = A
s Apron Thickness = 9 in
z Apron Length = 2.7 ft
Apron Width @ Outlet = 2 ft
Apron Width @ End = 3.3 ft
L Length 1
Storm Outlet Structure
FES No.= FES 36 Q1o/Qfull = 0.07
Pipe Dia= 15 in V/Vfull = 0.52
Q10= 0.53 cfs V= 3.2 fps
Qfull = 7.65 cfs
Vfull = 6.22 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAX = 12 in
•�•�•••••••••• Riprap Class = B
•••••••••••••• s Apron Thickness = 18 in
�•�•�•�•�•�•�• '8 Apron Length 7.5 ft
..�.�...:1:1:1 3 Apron Width @ Outlet = 3.75 ft
•• •• •••
Apron Width @ End = 8.8 ft
Length
1754 Storm System.xlsx LATEST REVISION: 1/17/2024 5:44 PM PAGE 3 OF 5

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 09-14-21 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Starz Gas Station 1754 REVISION / X /
LOCATION BY RECORD / X /
Hoke County, North Carolina CJP OTHER / X /
CHECKED BY (SPECIFY)
C_SB _
Storm Outlet Structure
FES No.= FES 14 Q1o/Qfull = 0.19
Pipe Dia= 15 in V/Vfull = 0.75
Qio= 0.88 cfs V= 2.8 fps
Qfull = 4.57 cfs
Vfull = 3.72 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAX = 12 in
Riprap Class = B
s Apron Thickness = 18 in
z Apron Length = 7.5 ft
Apron Width @ Outlet = 3.75 ft
Apron Width @ End = 8.8 ft
L Length
Storm Outlet Structure
FES No.= PIPE 2 OUT Q1o/Qfull = 1.24
Pipe Dia= 30 in VNfull = MAX
Q10= 36.85 cfs V= #VALUE! fps
Qfull = 29.63 cfs
Vfull = 6.03 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D5o = 10 in
DMAX = 15 in
•:••••••••••••• Riprap Class = 1
•••••••••••••• s Apron Thickness = 22.5 in
�•�•�•�•�•�•�• '8 Apron Length 20.0 ft
..�.�...:1:1:1 3 Apron Width @ Outlet = 7.5 ft
•• •• •••
Apron Width @ End = 22.5 ft
Length
1754 Storm System.xlsx LATEST REVISION: 1/17/2024 5:44 PM PAGE 4 OF 5

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 09-14-21 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Starz Gas Station 1754 REVISION / X /
LOCATION BY RECORD / X /
Hoke County, North Carolina CJP OTHER / X /
CHECKED BY (SPECIFY)
CSB
Storm Outlet Structure
FES No.= PIPE 3 OUT Q1o/Qfull = 0.86
Pipe Dia= 36 in V/Vfull = 1.12
Q10= 39.54 cfs V= 7.3 fps
Qfull = 45.90 cfs
Vfull = 6.48 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D5o = 10 in
DMAX = 15 in
gorgorgorgq Riprap Class = 1
i••••••••••••••4* Apron Thickness = 22.5 in I
3 Apron Length = 24.0 ft
Apron Width @ Outlet = 9 ft
Apron Width @ End = 27.0 ft
Length
1754 Storm System.xlsx LATEST REVISION: 1/17/2024 5:44 PM PAGE 5 OF 5