SW1210902_Design Calculations_20210930

Broadpointe Industrial Facility
Stormwater and Erosion Control Calculations Report
For
Ditches, Culverts, and Stormwater System
Provided by Wade Trim
Wade Trim, Inc.
53 North Market Street, Suite 200 • Asheville, NC 28801
828.255.1197 • www.wadetrim.com
WADE
TRIM

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch 1-10yr
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 100.00
Slope (%)
= 9.73
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.28
Elev (ft)
101.00
100.75
100.50
100.25
100.00
99.75
0 1 2 3
Section
Tuesday, Aug 3 2021
Highlighted
Depth (ft)
= 0.13
Q (cfs)
= 2.280
Area (sqft)
= 0.55
Velocity (ft/s)
= 4.12
Wetted Perim (ft)
= 4.58
Crit Depth, Yc (ft)
= 0.21
Top Width (ft)
= 4.52
EGL (ft)
= 0.39
4 5
Reach (ft)
6
7
Depth (ft)
1.00
0.75
0.50
0.25
L -0.25
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch 1-25yr
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 100.00
Slope (%)
= 9.73
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.80
Elev (ft)
101.00
100.75
100.50
100.25
100.00
99.75
0 1 2 3
Section
Tuesday, Aug 3 2021
Highlighted
Depth (ft)
= 0.15
Q (cfs)
= 2.800
Area (sqft)
= 0.65
Velocity (ft/s)
= 4.34
Wetted Perim (ft)
= 4.67
Crit Depth, Yc (ft)
= 0.24
Top Width (ft)
= 4.60
EGL (ft)
= 0.44
4 5
Reach (ft)
6
7
Depth (ft)
1.00
0.75
0.50
0.25
L -0.25
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch 2A-10yr
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 1.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 9.18
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Tuesday, Aug 3 2021
Highlighted
Depth (ft)
= 0.55
Q (cfs)
= 9.183
Area (sqft)
= 2.80
Velocity (ft/s)
= 3.27
Wetted Perim (ft)
= 6.46
Crit Depth, Yc (ft)
= 0.51
Top Width (ft)
= 6.20
EGL (ft)
= 0.72
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n sn

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch 2A-25yr
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 1.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.33
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Tuesday, Aug 3 2021
Highlighted
Depth (ft)
= 0.62
Q (cfs)
= 11.33
Area (sqft)
= 3.25
Velocity (ft/s)
= 3.49
Wetted Perim (ft)
= 6.77
Crit Depth, Yc (ft)
= 0.57
Top Width (ft)
= 6.48
EGL (ft)
= 0.81
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n sn

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch 2B-10yr
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.30
Invert Elev (ft)
= 100.00
Slope (%)
= 1.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.93
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Aug 3 2021
= 0.78
= 16.93
= 4.34
= 3.90
= 7.49
= 0.73
= 7.12
= 1.02
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
_n sn

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch 2B-25yr
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.30
Invert Elev (ft)
= 100.00
Slope (%)
= 1.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 21.03
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Aug 3 2021
= 0.87
= 21.03
= 4.99
= 4.21
= 7.89
= 0.83
= 7.48
= 1.15
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
_n sn

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 3 2021
Culvert 1 - 10yr
Invert Elev Dn (ft)
= 2062.75
Calculations
Pipe Length (ft)
= 50.00
Qmin (cfs)
= 0.00
Slope (%)
= 1.00
Qmax (cfs)
= 10.00
Invert Elev Up (ft)
= 2063.25
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 9.20
No. Barrels
= 1
Qpipe (cfs)
= 9.20
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 5.53
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 5.21
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2064.09
HGL Up (ft)
= 2065.28
Embankment
Hw Elev (ft)
= 2066.08
Top Elevation (ft)
= 2069.80
Hw/D (ft)
= 1.88
Top Width (ft)
= 31.00
Flow Regime
= Outlet Control
Crest Width (ft)
= 31.00
El-(f)
2070.00
2069.00
20630n
2067.00
2066.00
2065 C0
2064.00
2063.00
2062.00
2061.00
0
Culvert 1 - 1Oyr
5 1c 15 20 25 30 35 40 45 50 55 60 65
Circular Culvert HGL Embank
H. Depth jt)
6.75
5.75
475
3.75
2.75
175
0.75
-0.25
-1.25
-2.25
70
Reach {0)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 3 2021
Culvert 1 - 25yr
Invert Elev Dn (ft)
= 2062.75
Calculations
Pipe Length (ft)
= 50.00
Qmin (cfs)
= 0.00
Slope (%)
= 1.00
Qmax (cfs)
= 12.00
Invert Elev Up (ft)
= 2063.25
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 11.40
No. Barrels
= 1
Qpipe (cfs)
= 11.40
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 6.66
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 6.45
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2064.14
HGL Up (ft)
= 2065.91
Embankment
Hw Elev (ft)
= 2067.14
Top Elevation (ft)
= 2069.80
Hw/D (ft)
= 2.59
Top Width (ft)
= 31.00
Flow Regime
= Outlet Control
Crest Width (ft)
= 31.00
El-(f)
2070.00
2069.00
20630n
2067.00
2066.00
2065 C0
2064.00
2063.00
2062.00
2061.00
0
Culvert 1 - 25yr
5 1c 15 20 25 30 35 40 45 50 55 60 65
Circular Culvert HGL Embank
H. Depth jt)
6.75
5.75
475
3.75
2.75
175
0.75
-0.25
-1.25
-2.25
70
Reach {0)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 3 2021
Culvert 2 - 10yr
Invert Elev Dn (ft)
= 2050.43
Calculations
Pipe Length (ft)
= 87.00
Qmin (cfs)
= 0.00
Slope (%)
= 1.00
Qmax (cfs)
= 85.00
Invert Elev Up (ft)
= 2051.30
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 48.0
Shape
= Circular
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
= 83.00
No. Barrels
= 1
Qpipe (cfs)
= 83.00
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 7.33
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 8.98
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2053.81
HGL Up (ft)
= 2054.06
Embankment
Hw Elev (ft)
= 2056.11
Top Elevation (ft)
= 2058.00
Hw/D (ft)
= 1.20
Top Width (ft)
= 37.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 31.00
El- (R)
2059.00
2053.00
2057 on
2055.00
2055.00
2054.00
2053.00
2052 110
2@51.00
2050.00
2049.00
0
Culvert 2 - 10yr
10 20 30 40 50 60 70 V 110 120
Circular Culvert HGL Embank
H. Depth jt)
7.70
6.70
570
4.70
3.70
2.70
1.70
070
-0.30
-1.30
-2.30
130
Reach {0)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 3 2021
Culvert 2 - 25yr
Invert Elev Dn (ft)
= 2050.43
Calculations
Pipe Length (ft)
= 87.00
Qmin (cfs)
= 0.00
Slope (%)
= 1.00
Qmax (cfs)
= 105.00
Invert Elev Up (ft)
= 2051.30
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 48.0
Shape
= Circular
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
= 104.00
No. Barrels
= 1
Qpipe (cfs)
= 104.00
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 8.84
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 8.28
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2053.97
HGL Up (ft)
= 2055.47
Embankment
Hw Elev (ft)
= 2057.23
Top Elevation (ft)
= 2058.00
Hw/D (ft)
= 1.48
Top Width (ft)
= 37.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 31.00
El- (R)
2059.00
2053.00
2057 on
2055.00
2055.00
2054.00
2053.00
2052 110
2@51.00
2050.00
2049.00
0
Culvert 2 - 25yr
10 20 30 40 50 60 70 8o 110 120
Circular Culvert HGL Embank
H. Depth jt)
7.70
6.70
570
4.70
3.70
2.70
1.70
070
-0.30
-1.30
-2.30
130
Reach {0)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 3 2021
Culvert 3-10yr
Invert Elev Dn (ft)
= 2065.12
Calculations
Pipe Length (ft)
= 21.56
Qmin (cfs)
= 0.00
Slope (%)
= 1.99
Qmax (cfs)
= 1.50
Invert Elev Up (ft)
= 2065.55
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 8.0
Shape
= Circular
Highlighted
Span (in)
= 8.0
Qtotal (cfs)
= 1.10
No. Barrels
= 1
Qpipe (cfs)
= 1.10
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 3.40
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 3.15
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2065.70
HGL Up (ft)
= 2066.26
Embankment
Hw Elev (ft)
= 2066.45
Top Elevation (ft)
= 2068.00
Hw/D (ft)
= 1.36
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 10.00
El-(ft)
2069.00
2766On
2`?7.00
2065.00
2065.00
2-e4.00
0
Culvert 3-10yr
5 10 15 20 25 3n 35 40
Circular Culvert HGL Embank
H. Depth jt)
3.45
245
1.45
0.45
-0.55
-1.55
45
Reach (R)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 3 2021
Culvert 3-25yr
Invert Elev Dn (ft)
= 2065.12
Calculations
Pipe Length (ft)
= 21.56
Qmin (cfs)
= 0.00
Slope (%)
= 1.99
Qmax (cfs)
= 1.50
Invert Elev Up (ft)
= 2065.55
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 8.0
Shape
= Circular
Highlighted
Span (in)
= 8.0
Qtotal (cfs)
= 1.40
No. Barrels
= 1
Qpipe (cfs)
= 1.40
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 4.18
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 4.01
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2065.73
HGL Up (ft)
= 2066.60
Embankment
Hw Elev (ft)
= 2067.08
Top Elevation (ft)
= 2068.00
Hw/D (ft)
= 2.29
Top Width (ft)
= 10.00
Flow Regime
= Outlet Control
Crest Width (ft)
= 10.00
El-(R)
2069.00
2766On
2`?7.00
2066.00
2065.00
2-e4.00
0
Culvert 3-25yr
5 10 15 20 25 30 35 40
Circular Culvert HGL Embank
H. Depth jt)
3.45
245
1.45
0.45
-0.55
-1.55
45
Reach (R)

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
3 Outfall
Outfall
1
Project File: New.stm Number of lines: 3 Date: 8/18/2021
Storm Sewers v2020.00

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
38.531
128.230
MH
0.00
2.81
0.98
126.0
2049.00
3.03
2050.17
18
Cir
0.012
0.97
2063.68
Pipe - (11)
2
1
272.382
-75.183
MH
0.00
1.33
0.97
126.0
2059.15
0.50
2060.50
15
Cir
0.012
1.00
2064.07
Pipe - (9)
3
End
27.934
136.657
MH
0.00
0.32
0.98
108.0
2050.41
0.83
2050.64
48
Cir
0.012
1.00
2060.81
Pipe - (14)
Project File: New.stm
Number of lines: 3
Date: 8/18/2021
Storm Sewers v2020.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
Pipe - (11)
5.33
18
Cir
38.531
2049.00
2050.17
3.029
2049.89
2051.06
n/a
2051.06
End
Manhole
2
Pipe - (9)
1.73
15
Cir
272.382
2059.15
2060.50
0.496
2059.66
2061.02
n/a
2061.02
1
Manhole
3
Pipe - (14)
0.47
48
Cir
27.934
2050.41
2050.64
0.835
2050.61
2050.84
0.07
2050.84
End
Manhole
Project File: New.stm
Number of lines: 3
FRun 8/18/2021
NOTES: Return period = 10 Yrs.
Storm Sewers v2020.00

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
DI-2
3.70
0.00
0.00
3.70
MH
0.0
0.00
0.00
0.00
0.00
D.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
2
DI-3
1.73
0.00
0.00
1.73
MH
0.0
0.00
0.00
0.00
0.00
3.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
3
JUNCTION-1
0.47
0.00
0.00
0.47
MH
0.0
0.00
0.00
0.00
0.00
D.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
Project File: New.stm TNumber
of lines: 3
Run Date: 8/18/2021
NOTES: Inlet N-Values = 0.016; Intensity = 67.35 / (Inlet time + 12.10) ^ 0.79; Return period = 10 Yrs. ; ' Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2020.00

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(22)
(23)
(24)
1
18
5.33
2049.00
2049.89
0.89
1.09
4.89
0.37
2050.26
0.000
38.531
2050.17
2051.06
0.89**
1.09
4.89
0.37
2051.43
0.000
0.000
n/a
0.97
n/a
2
15
1.73
2059.15
2059.66
0.51 *
0.47
3.66
0.20
2059.86
0.000
272.38
2060.50
2061.02
0.52**
0.49
3.56
0.20
2061.22
0.000
0.000
n/a
1.00
n/a
3
48
0.47
2050.41
2050.61
0.19*
0.23
2.06
0.07
2050.67
0.000
27.934
2050.64
2050.84
0.19**
0.23
2.06
0.07
2050.90
0.000
0.000
n/a
1.00
0.07
Project File: New.stm
Number of lines: 3
Run Date: 8/18/2021
Notes: * depth assumed; ** Critical depth. ; c = cir e = ellip b = box
Storm Sewers v2020.00

Hydraflow HGL Computation Procedure
Page 1
General Procedure:
Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non -circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross -sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7).
Col. 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross -sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16).
Col. 18 Velocity head (Velocity squared / 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Proj. file: New.stm
eewM Lime z-FW-
...............................
........................................
2054-D0 2054-n0
MOM 21149.00
2044-M 2a44-OD
o 20 40 60 80 100 12D 140 160 IOD 2M 22D M 26D M 3M 320
SwwLVA� RaKh (M)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D®
Proj. file: New.stm
�U
2D43-00
Line 1- Pie - (11)
0 5 10 15 20 25
30 35 40 45
2043-M
50
� pa ■ Kh
Storm Sewers

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Skimmer Basin 1 - Phase 1
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 4.790
Basin Slope (%)
= See Worksheet
Tc method
= TR55
Total precip. (in)
= 4.25
Storm duration (hrs)
= 24
Q (cfs)
18.00
15.00
12.00
am
3.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 18 2021
= 15.24
= 1
= 80
= See Worksheet
= 12
= Type II
= 484
Hydrograph Volume = 38,511 (cult); 0.884 (acft)
Q (cfs)
18.00
15.00
12.00
• 11
. 11
3.00
fT�Til•
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
Runoff Hyd - Qp = 15.24 (cfs)

TR55 Tc Worksheet
SCS
Skimmer Basin 1 - Phase 1
Description
A
Sheet Flow
Manning's n-value
= 0.050
Flow length (ft)
= 300.0
Two-year 24-hr precip. ((in))
= 3.51
Land slope (%)
= 1.00
Travel Time (min)
= 12.34
Shallow Concentrated Flow
Flow length (ft)
= 0.00
Watercourse slope (%)
= 0.00
Surface description
= Paved
Average velocity (ft/s)
= 0.00
Travel Time (min)
Channel Flow
Q
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
n
C
0.011
0.0
0.00
0.00
0.00
0.00
Paved
0.00
X sectional flow area ((sqft))
= 0.00
0.00
0.00
Wetted perimeter ((ft))
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Hydraflow Express by Intelisolve
Totals
= 12.34
Travel Time (min) = 0 + 0 + 0 = 0.00
Total Travel Time, Tc.............................................................................. 12.00 min

Skimmer Basin
Okay
2.95 Disturbed Area (Acres)
15.24 Peak Flow from 10-year Storm (cfs)
5310 Required Volume ft3
4953 Required Surface Area ftZ
49.8 Suggested Width ft
99.5 Suggested Length ft
46 Trial Top Width at Spillway Invert ft
110 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
4 Trial Depth ft (2 to 3.5 feet above grade)
30 Bottom Width ft
94 Bottom Length ft
2820 Bottom Area ftZ
15589 Actual Volume ft3 Okay
5060 Actual Surface Area ftZ Okay
16 Trial Weir Length ft
1 Trial Depth of Flow ft
48.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
Skimmer Size
0.167 Head on Skimmer (feet)
(Inches)
1.5 Orifice Size (1/4 inch increments)
1.5
2.50 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SB-1 OUTLET
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 100.00
Slope (%) = 1.67
N-Value = 0.023
Calculations
Compute by: Known Q
Known Q (cfs) = 0.04
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
Wednesday, Aug 18 2021
= 0.09
= 0.040
= 0.04
= 1.01
= 0.68
= 0.08
= 0.65
= 0.11
0 1 2 3
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Skimmer Basin 2 - Phase 1
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 5.180
Basin Slope (%)
= See Worksheet
Tc method
= TR55
Total precip. (in)
= 4.25
Storm duration (hrs)
= 24
Q (cfs)
18.00
15.00
12.00
am
3.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 18 2021
= 16.48
= 1
= 80
= See Worksheet
= 12
= Type II
= 484
Hydrograph Volume = 41,647 (cult); 0.956 (acft)
Q (cfs)
18.00
15.00
12.00
• 11
. 11
3.00
fT�Til•
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
Runoff Hyd - Qp = 16.48 (cfs)

TR55 Tc Worksheet
SCS
Skimmer Basin 2 - Phase 1
Description
A
Sheet Flow
Manning's n-value
= 0.050
Flow length (ft)
= 300.0
Two-year 24-hr precip. ((in))
= 3.51
Land slope (%)
= 1.00
Travel Time (min)
= 12.34
Shallow Concentrated Flow
Flow length (ft)
= 0.00
Watercourse slope (%)
= 0.00
Surface description
= Paved
Average velocity (ft/s)
= 0.00
Travel Time (min)
Channel Flow
Q
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
n
C
0.011
0.0
0.00
0.00
0.00
0.00
Paved
0.00
X sectional flow area ((sqft))
= 0.00
0.00
0.00
Wetted perimeter ((ft))
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Hydraflow Express by Intelisolve
Totals
= 12.34
Travel Time (min) = 0 + 0 + 0 = 0.00
Total Travel Time, Tc.............................................................................. 12.00 min

Skimmer Basin �2
Okay
5.18 Disturbed Area (Acres)
16.48 Peak Flow from 10-year Storm (cfs)
9324 Required Volume ft3
5356 Required Surface Area ftZ
51.7 Suggested Width ft
103.5 Suggested Length ft
59 Trial Top Width at Spillway Invert ft
103 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
4 Trial Depth ft (2 to 3.5 feet above grade)
42.5 Bottom Width ft
87 Bottom Length ft
3697.5 Bottom Area ftZ
19275 Actual Volume ft3 Okay
6025.5 Actual Surface Area ftZ Okay
12.5 Trial Weir Length ft
2 Trial Depth of Flow ft
106.1 Spillway Capacity cfs Okay
3 Skimmer Size (inches)
Skimmer Size
0.25 Head on Skimmer (feet)
(Inches)
2 Orifice Size (1/4 inch increments)
1.5
2.02 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SB-2 OUTLET
Circular
Diameter (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 5.00
N-Value
= 0.023
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.11
Elev (ft) Section
103.00
102.50
102.00
4 101.50
101.00
100.50
Noor
100.00
as sn
0
1
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
2
Reach (ft)
Wednesday, Aug 18 2021
= 0.09
= 0.109
= 0.05
= 2.13
= 0.86
= 0.12
= 0.83
= 0.16
3 4

Faircloth Skimmer Sizing Online Calculator
https://fairclothskimmer.com/skimmer-sizing/
Skimmer Basin 1:
ONLINE CALCULATORS
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Basic volume in cubic feet
5589
Volume is the actual or provided volume the you intend to drain, usually not
the required volume which is often smaller. If a pool of water is to be
maintained be:vveen storms, do not include that volume. In some cases a
sediment basin may be larger than required because it will be used as a
permanent stormwater pord.
Skimmer Basin 2:
ONLINE CALCULATORS
® CALCULATE FAIRCLOTH SKIMMER® SIZE
Basic volume in cubic feet
19275
Days to Drain
Number of Days to drain is usually determined by
local or state regulations. Where there is no
requirement 3 days is recommended. Keep in
mind the quicker the basin is to drain the larger
the skimmer required. In NC, assume 3 days to
drain.
Days to Drain
J
Number of Days to drain is usually determined by
Volume is the actual or provided volume the you intend to drain, usually not
local or state regulations. Where there is no
the required volume which is often smaller. If a pool of water is to be
requirement 3 days is recommended. Keep in
maintained between storms, do not include that volume. In some cases a
mind the quicker the basin is to drain the larger
sediment basin may be larger than required because it will be used as a
the skimmer required. In NC, assume 3 days to
permanent stormwater pond.
drain.

8/27/2021
NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Ditch-1
Name
Ditch-1
Discharge
2.8
Channel Slope
0.097
Channel Bottom Width
4
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density None
Soil Type Sandy Loam (GM)
SC150
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
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
SC150 Straight 2.8 cfs 4.58 ft/s 0.14 ft 0.026 2 Ibs/ft2 0.85 Ibs/ft2
Unvegetated
Underlying Straight 2.8 cfs 4.58 ft/s 0.14 ft 0.026 1.89 Ibs/ft2 0.79 Ibs/ft2
Substrate
2.34 STABLE D
2.4 STABLE D
https://ecmds.com/project/l 48683/channel-analysis/206477/show 1 /2

8/27/2021
NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Ditch-2A
Name Ditch-2A
Discharge 11.33
Channel Slope 0.01
Channel Bottom Width 4
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density None
Soil Type Sandy Loam (GM)
SC150
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
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
SC150 Straight 11.33 cfs 3.5 ft/s 0.62 ft 0.026 2 Ibs/ft2 0.39 Ibs/ft2
Unvegetated
Underlying Straight 11.33 cfs 3.5 ft/s 0.62 ft 0.026 1.89 Ibs/ft2 0.3 Ibs/ft2
Substrate
5.19 STABLE D
6.34 STABLE D
https://ecmds.com/project/l 48683/channel-analysis/209023/show 1 /2

8/27/2021
NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Ditch-2B
Name
Ditch-2B
Discharge
21.03
Channel Slope
0.01
Channel Bottom Width
4
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
B 12-24 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
None
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
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
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 9.11 cfs 3.27 ft/s 0.55 ft 0.026 4 Ibs/ft2 0.34 Ibs/ft2 11.72 STABLE --
Vegetation
Underlying Straight 9.11 cfs 3.27 ft/s 0.55 ft 0.026 1.06 Ibs/ft2 0.27 Ibs/ft2 3.92 STABLE --
Substrate
https://ecmds.com/project/l 48683/channel-analysis/206476/show 1 /2

8/27/2021 ECMDS 7.0
NORTH
AMERICAN
GREEN'
SLOPE ANALYSIS
> > > SLOPE-1
Country
United States
State/Region
North Carolina
City
Asheville
Annual R Factor
175.00
Adjusted R Factor
19.25
Total Slope Length
37
Protection Type
Permanent
Protection Period
1
Beginning Month
September
Slope Gradient (1-1:1)
2
Soil Type
Sandy Loam
K Factor
0.19
Reach 1
Start: Oft End: 37 ft
Vegetation Type: 65-79%
Material ASL bare ASL mat MSL bare MSL mat Soil Loss
Tolerance
SC150 0.1 in 0.0 in 0.1 in
Estb. Veg. 0.9 in 0.0 in N/A in
North American Green
5401 St. Wend el -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
SF Remarks Staple / App
Rate
0.0 in 0.1 in >10 STABLE D
N/A in 0.03 in 1.65 STABLE --
https://ecmds.com/project/l 48683/slope-analysis/206478/show 1 /2