SW5200701_Bojangles Stormwater Site Calcs 8-27-20_20200828

Famous Chicken 'n Biscuits
at Spring Hope, NC
Owner/Developer:
It's Farm Time, LLC
Contact: Brad Mercer
brad. mercer(-becaiun.com
252.208.2233
• _
ENGINEERING
801 EAST WASHINGTON STREET P.O. BOX 1108
NASHVILLE, N.C. 27856 PHONE: [phone]
WWW. S TOCKSENGINEERING.COM
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•
MENGINEERING
Wet Pond Design
Project: Bojangles Spring Hope
Location: Spring Hope, NC
Date: 19-Aug-20
Basin ID: 1
Drainage Area (A)
Impervious Area
% Impervious (1)
7.87
Acres
Acres
3.42
43.46%
Water Quality Volume
Calculate Rv: Rv = 0.05+.9 X I
Rv = 0.44
WQV= 3630XRDXRvXA
Ro = 1.00 Inch
WQV = 12,602 ICF
Surface Area
Orifice Sizing
Average Depth = 3.00
SA/DA Ratio = 1.60 (Choose SA/DA Ration from the NC BMP Maunual Table 1 or 2)
Surface Area = (SA/DA Ratio / 100) X Area (AG.) / 43,560 (SF/Ac.)
5,485 SF
Design Orifice Q= CDAo 2gHo
CD = 0.6
g= 32.2 FT/S2
Ho = H/3= 0.67 FT
H= 2 FT
Ao = 0.01 FEET
Design Pipe = 1.5 INCH
Design Orifice Q =1 0.05 US
Days to Drain =1 3.0
Wetland Plants - Vegetative Shelf
Vegetative Shelf SurfaceArea = 1919 SF
# of Wetland Plants = 480

FOREBAY/POND VOLUME COMPARISON 8/24/2020
WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME
ELEVATION
SURFACE
AREA
INCREMENTAL
VOLUME
0.0
0.0
0.0
241
0
74.5
242
149
239.5
243.0
330.0
446.0
244.0
562.0
705.0
245.0
848.0
1,015.0
246.0
1,182.0
703.0
246.5
1,630.0
SUM = 3,183.0
Forebay is 117.27,of Pond.
Pond Average Depth: 1 3.4 lFeet
POND VOLUME
ELEVATION
SURFACE
AREA
INCREMENTAL
VOLUME
0.0
0.0
0.0
238
0
0.0
239
0
593.0
2401
1186
1,327.5
241
1469
1,624.5
242
1780
1,949.5
243.0
2,119.0
2,301.0
244.0
2,483.0
2,679.0
245.0
2,875.0
3,083.5
246.0
3,292.0
1,797.8
246.5
3,899.0
SUM = 15,355.8

•
W�O�
ENGINEERIPJC3
Curve Numbers
Project: Bojangles At Spring Hope
Location: Spring Hope, NC
Date: 17-Aug-20
Pre Development
Curve Number
Pre Dev. 1 49.66
Post Development
Curve Number
Post Dev. 1
64.34
Post Dev. Bypass
39.00

MNEENGIRING
Curve Numbers
Project:
Bojangles At Spring Hope
Location:
Spring Hope, NC
Date:
17-Aug-20
Basin ID:
Pre Dev. Area 1
Drainage Area (A) 1 8.95 1 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition A Area (ac) I B I Area (ac)l C I Area (ac)i D Area (ac)
Cultivated Land
Without Conservation Treatment
72
81
88
91
With Conservation Treatment
62
71
78
81
Wood of Forest Land
Poor Cover (Thin)
45
66
77
83
Good Cover
25
55
70
77
Open Spance (lawns, parks, cemeteries, etc)
Poor Condition
(grass cover <50%)
68
79
86
89
Fair Condition
(grass cover 50%-75%)
49
8.83
69
79
84
Good Condition
(grass cover >75%)
39
61
74
80
Impervious Area
Parking Lots, Roofs, Drives, etc. 1
98 0.12
98
98
98
Soil Area per Hydrologic Group 1
8.95
0
0
0
Drainage Area = Area Total
Weighted Curve Number
CN = [(CNi*Ai)+ (CNn*An)]/Atot
TRUE 1 8.95 = 8.95
Pre Development Area 1 Curve Number 49.66

•
ENGINEERING
Curve Numbers
Project:
Bojangles At Spring Hope
Location:
Spring Hope, NC
Date:
17-Aug-20
Basin ID:
Post Dev. To SCM
Drainage Area (A) 1 7.87 1 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A I Area (ac)l B I Area (ac) I C I Area (ac)l D I Area (ac)
Cultivated Land
Without Conservation Treatment
72
81
88
91
With Conservation Treatment
62
71
78
81
Wood of Forest Land
Poor Cover (Thin)
45
66
77
83
Good Cover
25
55
70
77
Open Spance (lawns, parks, cemeteries, etc)
Poor Condition
(grass cover <50%)
68
79
86
89
Fair Condition
(grass cover 50%-75%)
49
69
79
84
Good Condition
(grass cover >75%)
39
4.45
61
74
80
Impervious Area
Parking Lots, Roofs, Drives, etc.
98 1 3.42
1 98
98
98
Soil Area per Hydrologic Group
1 7.87
1 1 0
0
1 0
Drainage Area = Area Total
Weighted Curve Number
CN = [(CNi*Ai)+ (CNn*An)]/Atot
TRUE 7.87
Post Development Area 1 Curve Number 64.64

•
ENGINEERING
Curve Numbers
Project:
Bojangles At Spring Hope
Location:
Spring Hope, NC
Date:
17-Aug-20
Basin ID:
Post Dev. Bypass
Drainage Area (A) 1.08 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area (ac)l B I Area (ac)J C I Area (ac)i D I Area (ac)
Cultivated Land
Without Conservation Treatment
72
1 81
1
1 88
1
1 91
With Conservation Treatment
62
1 71
1
78
1
1 81
Wood of Forest Land
Poor Cover (Thin)
45
1 66
77
83
Good Cover
25
1 55
70
77
Open Spance (lawns, parks, cemeteries, etc)
Poor Condition
(grass cover <50%)
68
79
86
89
Fair Condition
(grass cover 50%-75%)
49
69
79
84
Good Condition
(grass cover >75%)
39
1.08
61
74
80
Impervious Area
Parking Lots, Roofs, Drives, etc.
1 98
1 98 1
98 1
1 98
Soil Area per Hydrologic Group 1
1.08
1 1 0
1 0
1 1 0
Drainage Area = Area Total
Weighted Curve Number
CN = L(CNi*Ai)+ (CN,*A,)]/Atot
TRUE 1.08
Post Development Area 2 Curve Number 39.00

Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition A B C D
Cultivated Land
Without Conservation Treatment
72
81
88
91
With Conservation Treatment
62
71
78
81
Wood of Forest Land
Poor Cover (Thin)
45
66
77
83
Good Cover
25
55
70
77
Open Spance (lawns, parks, cemeteries, etc)
Poor Condition (grass cover <50%)
68
79
86
89
Fair Condition (grass cover 50%-75%)
49
69
79
84
Good Condition (grass cover >75%)
39
61
74
80
Impervious Areas
Parking Lots, Roofs, Driveways, etc.
98
98
98
98

Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.22
1 - Pre Area 1 2 - Post to SCM 3 - Post Dev. Bypass
4 - Post into SCM
�OA5 - Total Post Development
Project: Wetland #1.gpw Monday, Aug 24, 2020

2
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Aug 24, 2020
Hyd. No. 1
Pre Area 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.058 cfs
Storm frequency
= 1 yrs
Time to peak
= 902 min
Time interval
= 1 min
Hyd. volume
= 2,008 cuft
Drainage area
= 8.950 ac
Curve number
= 49.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 22.50 min
Total precip.
= 2.86 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Area 1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
3
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 2
Post to SCM
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 7.870 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.86 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1.00
Post to SCM
Hyd. No. 2 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Monday, Aug 24, 2020
Peak discharge = 2.502 cfs
Time to peak
= 730 min
Hyd. volume
= 12,591 cuft
Curve number
= 64.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 22.10 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)

4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 3
Post Dev. Bypass
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 2 min
Drainage area
= 1.080 ac
Basin Slope
= 3.0 %
Tc method
= KIRPICH
Total precip.
= 2.86 in
Storm duration
= 24 hrs
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
Monday, Aug 24, 2020
Peak discharge = 0.000 cfs
Time to peak
= n/a
Hyd. volume
= 0 cuft
Curve number
= 39
Hydraulic length
= 3050 ft
Time of conc. (Tc)
= 14.50 min
Distribution
= Type II
Shape factor
= 484
Post Dev. Bypass
Hyd. No. 3 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
000
0 20 40 60 80 100 120
Hyd No. 3 Time (min)

Hydrograph
Report
5
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Aug 24, 2020
Hyd. No. 4
Post into SCM
Hydrograph type
= Reservoir
Peak discharge
= 0.054 cfs
Storm frequency
= 1 yrs
Time to peak
= 1456 min
Time interval
= 2 min
Hyd. volume
= 11,418 cuft
Inflow hyd. No.
= 2 - Post to SCM
Max. Elevation
= 248.03 ft
Reservoir name
= SCM #1
Max. Storage
= 10,471 cuft
Storage Indication method used
Q (cfs)
3.00
2.00
H one]
0.00
0 600
Hyd No. 4
Post into SCM
Hyd. No. 4 -- 1 Year
1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 2 Total storage used = 10,471 cuft
Q (cfs)
3.00
WE
1.00
0.00
6000
Time (min)

Pond Report s
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Aug 24, 2020
Pond No. 1 - SCM #1
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 246.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 246.50
5,529
0
0
0.50 247.00
6,535
3,016
3,016
1.50 248.00
7,793
7,164
10,180
2.50 249.00
9,408
8,601
18,781
3.50 250.00
11,854
10,631
29,412
4.00 250.50
13,987
6,460
35,872
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1.30
0.00
0.00
Crest Len (ft)
= 10.00
15.00
0.00
0.00
Span (in)
= 15.00
1.30
0.00
0.00
Crest El. (ft)
= 249.25
250.10
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 246.30
246.50
0.00
0.00
Weir Type
= Rect
Broad
---
---
Length (ft)
= 46.00
0.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 7.17
0.00
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)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
0.00 '
0.00 2.00
Total Q
Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
4.00 6.00 8.00
Stage / Discharge
Elev (ft)
250.50
249.50
248.50
247.50
' 246.50
10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
Discharge (cfs)

Hydrograph Report
7
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Aug 24, 2020
Hyd. No. 5
Total Post Development
Hydrograph type = Combine
Peak discharge =
0.054 cfs
Storm frequency = 1 yrs
Time to peak =
1456 min
Time interval = 2 min
Hyd. volume =
11,418 cuft
Inflow hyds. = 3, 4
Contrib. drain. area=
1.080 ac
Total Post Development
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

8
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 1
Pre Area 1
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area
= 8.950 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.17 in
Storm duration
= 24 hrs
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 L I'
0 120 240
Hyd No. 1
Pre Area 1
Hyd. No. 1 -- 10 Year
360 480 600 720 840
Monday, Aug 24, 2020
Peak discharge = 4.657 cfs
Time to peak
= 730 min
Hyd. volume
= 23,834 cuft
Curve number
= 49.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 22.50 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
5.00
3.00
2.00
1.00
w ' 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
9
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 2
Post to SCM
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 7.870 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.17 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
M
4.00
2.00
Post to SCM
Hyd. No. 2 -- 10 Year
Monday, Aug 24, 2020
Peak discharge = 13.97 cfs
Time to peak
= 728 min
Hyd. volume
= 50,737 cuft
Curve number
= 64.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 22.10 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 e I I I I I I I t 1_ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Aug 24, 2020
Hyd. No. 3
Post Dev. Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 0.051 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 900 cuft
Drainage area
= 1.080 ac
Curve number
= 39
Basin Slope
= 3.0 %
Hydraulic length
= 3050 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 14.50 min
Total precip.
= 5.17 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Dev. Bypass
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3

11
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Aug 24, 2020
Hyd. No. 4
Post into SCM
Hydrograph type
= Reservoir
Peak discharge
= 2.555 cfs
Storm frequency
= 10 yrs
Time to peak
= 760 min
Time interval
= 2 min
Hyd. volume
= 44,548 cuft
Inflow hyd. No.
= 2 - Post to SCM
Max. Elevation
= 249.43 ft
Reservoir name
= SCM #1
Max. Storage
= 23,297 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
.m
4.00
2.00
0.00
0 600
Hyd No. 4
1200
Post into SCM
Hyd. No. 4 -- 10 Year
Q (cfs)
14.00
12.00
m
4.00
2.00
0.00
1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Total storage used = 23,297 cuft

12
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Aug 24, 2020
Hyd. No. 5
Total Post Development
Hydrograph type = Combine
Peak discharge =
2.597 cfs
Storm frequency = 10 yrs
Time to peak =
760 min
Time interval = 2 min
Hyd. volume =
45,448 cuft
Inflow hyds. = 3, 4
Contrib. drain. area=
1.080 ac
Q (cfs)
3.00
2.00
1.00
0.00
0 600
Hyd No. 5
Total Post Development
Hyd. No. 5 -- 10 Year
1200 1800 2400
Hyd No. 3
3000 3600
Hyd No. 4
4200 4800 5400
Q (cfs)
3.00
2.00
1.00
1 0.00
6000
Time (min)

Stocks Engineering, P.A.
801 East Washington Street
PO Box 1108
Nashville, NC 27856
PROJECT: Bojangles' at Spring Hope, NC
DATE : July 1, 2020
PAGE: 1 of 1
Post -Development
Tc
Area ID
Area (Ac.)
C
110
Q10 (cfs)
5
DI#3
0.74
0.75
6.64
3.69
5
CB#6
0.25
0.90
6.64
1.49
5
CB#4
0.06
0.50
6.64
0.20
5
CB#5
1.90
0.73
6.64
9.21
5
NC 581
0.24
0.52
6.64
0.83
Post -Development
Tc
Area ID
Area'(Ac.)
C
125
Q25 (cfs)
5
D1#3
0.74
0.75
7.45
4.13
5
CB#6
0.25
0.90
7.45
1.68
5
CB#4
0.06
0.50
7.45
0.22
5
CB#5
1 1.90
0.73
7.45
10.33
5
NC 581 1
0.24
0.52
7.45
0.93
10-Year Storm
25-Year Storm
Runoff Computations

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TEMPORARY
Product
DescriptionTyplEalSIOPe
LongevltV
Applications
channel
Agpilcation
,r
ERONET
Accelerated
photodegradable,
polypropylene top
45days
4:1-3.1
1.55psf/5.0fps
net, 100% straw
OS75
fibermatrix
Accelerated
photodegradable,
polypropylene
GO days
3:1.2:1
1.75psf/6.0fps
top 6 bottom net,
100%straw fiber
DSI50
matrix
Photadegradable,
polypropylene lop
12 months
4:1.3:1
1.55 psf / 5.0 fps
net, 100% straw
fiber matrix
S75
Photadegradable,
polypropylene
top 6 bottom net,
12 months
3:1.2:1
1.75psf /6.Ofps
100% straw fiber
matrix
SISO
UV -stable
polypropylene
top net, 70%
straw/30%
ok
coconut
24months
2:1.1:1
2.0psf /8.0fps
I
flbermatrix.
if,, f
phatodegradable
polypropylene
SCISO
bottom net
UVstable
polypropylene top
2.25 psf / 10.0
6bottom nets,
36months
1:1 and Greater
fps
100%coconut
flbermatrix
C125
BIONET
i
Leno woven
blodegradable
j lute top net,
12 months
4:1-3:1
1.6psf /50fps
100%straw fiber
575BN
matrix
i
Woven
biodegradable
'jute top and
12monfhs
3:1.2:1
1,85psf/6'0fps
bottom net,100%
straw fiber matrix
S150BN
Woven
t
1 biodegradable
G
lute top and
bottom net,
to months
2:1.1:1
2.10psf /8.Ofps
'
70%straw/30%
coconut fiber
SCISOBN
matrix
TEMPORARY
SlopeTypical
aascription
Applications
Agplicallon
BIONET convo
Woven
biodegradable
ev"
lutetopand
24mo. 1:1andGreater
2.35psf /10.0
bottom net,1GO%
fps
coconut fiber
matrix
025BN
7011 g woven
biodegradable
'
colrtopnet,1001,4
2.35psf/10,0
coconutllber
36ma. 1:1 and Greater
fps
matrix, woven
blodegrdablelute
C7001311
botlomnet
PERMANENT
ERONET
UV -stable
Unvegetated
polypropylene
3.0 p5f/9.0 fps
(PP)top and
Permanent 1:1
bottom net,100°h
Vegetated
PP fiber matrix
10 psf / 16.0 fps
P300
VMAX
UV -stable PP
top 6 bottom
Unvegetated
nets, UV -stable
PPcrlmped
ermanen:1anreaer
Permanent 1dGt
3.0 psf/9.5 fps
{
centernet,70°A
Vegetated
I
straw/30%
coconut fiber
SC250
matrix
1't-
UV -stable PP
top6bottom
Unvegelated
ta'
nets. UV -stable
3.2psf/IO,Sfps
PPcrlmped
Permanent 10 and Greater
center net,100%
Vegetated
coconut fiber
12 psf / 20 fps
C350
matrix
_
-
I
UV -stable PP top
Unvegetated
6 bottom nets,
4.0 psf/12.5 fps
UV -stable PP
Permanent 1:landGreater
crimped center
Vegetated
^ _
net, 100%PIP fiber
matrix
14psf /25fps)
P550
i
100%UV-stable
PPmonofilamenl
Vegetated
yarns, woven Into
Permanent I:IandGreater
15 psf / 25 fps
TMAX/
a3.0structure
TMAX3k
100%UV-stable
PPmonofflament
Extreme High
FlowClrannels
Permanent
Vegetated
yarns,woveninto
1:1 and Greater
16 sf/25f s
P P
a3.0structure
Slopes
W3000
i

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
NC 581 Ditch - Grassed
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 266.00
Slope (%)
= 1.00
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.93
267.50
267.00
266.50
266.00
265.50
2 4 6
Section
8
Reach (ft)
Monday, Aug 24 2020
Highlighted
Depth (ft)
= 0.41
Q (cfs)
= 0.930
Area (sqft)
= 0.67
Velocity (ft/s)
= 1.38
Wetted Perim (ft)
= 3.38
Crit Depth, Yc (ft)
= 0.33
Top Width (ft)
= 3.28
EGL (ft)
= 0.44
10 12 14 16
Depth (ft)
2.00
1.50
1.00
0.50
10§
-n r;n

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
NC 581 Ditch - Bare Soil
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 266.00
Slope (%)
= 1.00
N-Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.93
Elev (ft)
268.00
267.50
267.00
266.50
266.00
265.50
2 4 6
Section
8
Reach (ft)
Monday, Aug 24 2020
Highlighted
Depth (ft)
= 0.33
Q (cfs)
= 0.930
Area (sqft)
= 0.44
Velocity (ft/s)
= 2.13
Wetted Perim (ft)
= 2.72
Crit Depth, Yc (ft)
= 0.33
Top Width (ft)
= 2.64
EGL (ft)
= 0.40
10 12 14 16
Depth (ft)
2.00
1.50
1.00
0.50
1 ��
-n sn

•
ENGINEERING
W
W
Rip -Rap Outlet Protection
Pipe # FES #6
Known:
24" RCP
Q25 = 16.36 cfs
V25 = 10.91 ft/s
Min. Required: (Use NCDEQ Table 8.06b)
La = 10'
W = 8'
3do = 6'
d5o = 2.5" (Rip Rap Size)
*Use Class B Rip Rap over
Mirafi 140N 18" in depth.
Rip -Rap Outlet Protection
Pipe # FES #7
Known:
15" RCP
Q25 = 3.096 cfs
V25 = 3.01 ft/s
Min. Required: (Use NCDEQ Table 8.06b)
La = 6'
W = 4'
3do = 3.75'
d50 = 2.5" (Rip Rap Size)
*Use Class B Rip Rap over
Mirafi 140N 18" in depth.

Channel Report
Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc.
Temporary Diversion
#1 - Grassed
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 251.40
Slope (%)
= 1.00
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 22.44
Thursday, Aug 20 2020
Highlighted
Depth (ft)
= 1.50
Q (cfs)
= 22.44
Area (sqft)
= 6.75
Velocity (ft/s)
= 3.32
Wetted Perim (ft)
= 9.49
Crit Depth, Yc (ft)
= 1.29
Top Width (ft)
= 9.00
EGL (ft)
= 1.67
Elev (ft) Section Depth (ft)
2.60
254.00
2.10
253.50
1.60
253.00
1.10
252.50
0.60
252.00
251.50
Oor0.10
251.00
1r,n r,n
-0.40
-0 90
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
Temporary Diversion #1 - Bare Soil
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 251.40
Slope (%)
= 1.00
N-Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 22.44
Thursday, Aug 20 2020
Highlighted
Depth (ft)
= 1.21
Q (cfs)
= 22.44
Area (sqft)
= 4.39
Velocity (ft/s)
= 5.11
Wetted Perim (ft)
= 7.65
Crit Depth, Yc (ft)
= 1.29
Top Width (ft)
= 7.26
EGL (ft)
= 1.62
Elev (ft) Section Depth (ft)
2.60
254.00
2.10
253.50
1.60
253.00
100
1.10
252.50
0.60
252.00
251.50
OOF0.10
251.00
-0.40
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D0 by Autodesk, Inc.
Temporary Diversion #2 - Bare Soil
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 251.00
Slope (%)
= 3.50
N-Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.22
Tuesday, Jun 30 2020
Highlighted
Depth (ft)
= 0.88
Q (cfs)
= 11.22
Area (sqft)
= 1.55
Velocity (ft/s)
= 7.24
Wetted Perim (ft)
= 3.94
Crit Depth, Yc (ft)
= 1.15
Top Width (ft)
= 3.52
EGL (ft)
= 1.70
Elev (ft)
Depth (ft)
Section
3.00
254.00
2.50
253.50
253.00
2.00
1.50
252.50
..........
.
1.00
252.00
0.50
251.50
0.00
251.00
qt;nFn
-ni;n
1 2 3 4 5 6
Reach (ft)
7 8
9 10

Channel Report
Hydraflow Express Extension for Autodesk(D AutoCADO Civil 3D@ by Autodesk, Inc.
Temporary Diversion #2 - Grassed
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 251.00
Slope (%)
= 3.50
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.22
Elev (ft) Section
254.00
253.50
253.00
252.50
252.00
251.50
251.00
OrIn
Tuesday, Jun 30 2020
Highlighted
Depth (ft)
= 1.08
Q (Cfs)
= 11.22
Area (sqft)
= 2.33
Velocity (ft/s)
= 4.81
Wetted Perim (ft)
= 4.83
Crit Depth, Yc (ft)
= 1.15
Top Width (ft)
= 4.32
EGL (ft)
= 1.44
1 2 3 4 5 6 7
Reach (ft)
8 9 1
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0.00
-0.50