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' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 1 Street A Drainage Area: 1.20 ac
Sta from: Begin Design Fequency: 10 yrs
Sta to: 12+75 Time of Conc: 5 min
Section Length: 225 ft Intensity: 7.25 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Ret Class: C Discharge: 4.33 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 4.33 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.87 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.50 1.25 4.16 0.30 0.56 shallow
1 0.60 1.68 4.79 0.35 0.83 shallow
1 0.61 1.73 4.86 0.36 0.87 shallow
1 0.61 1.73 4.86 0.36 0.87 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Lareq
A = cross-sectional area of flow
Zrs Qn
A R
P = wetted perimeter of the channel =
1.49 ~
R = hydraulic radius of the channel
Normal Depth, D = 0.61 ft Depth O.K.
Velocit = 2.51 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.38 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #1
>y
1
- ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 1 Street A Drainage Area: 1.20 ac
Sta from: Begin Design Fequency: 2 yrs
Sta to: 12+75 Time of Conc: 5 min
Section Length: 225 ft Intensity: 5.26 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 3.14 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.14 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.464 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.50 1.25 4.16 0.30 0.561 deep
1 0.45 1.06 3.85 0.27 0.447 shallow
1 0.46 1.09 3.91 0.28 0.469 deep
1 0.46 1.09 3.91 0.28 0.469 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow Q
Z~
P = wetted perimeter of the channel A R
= 1 49 ~
R = hydraulic radius of the channel
Normal Depth, D = 0.46 ft
Velocit = 2.87 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.29 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #1
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 2 Street A Drainage Area: 0.18 ac
Sta from: Begin Design Fequency: 10 yrs
Sta to: 12+75 Time of Conc: 5 min
Section Length: 225 ft Intensity: 7.25 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Ret Class: C Discharge: 0.65 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.65 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.13 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.20 0.32 2.26 0.14 0.09 shallow
1 0.25 0.44 2.58 0.17 0.13 deep
1 0.27 0.49 2.71 0.18 0.16 deep
1 0.25 0.44 2.58 0.17 0.13 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
zr~ Qn
~ R
P = wetted perimeter of the channel = 149
R = hydraulic radius of the channel
Normal Depth, D = 0.25 ft Depth O.K.
Velocit = 1.48 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.16 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #2
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 2 Street A Drainage Area: 0.18 ac
Sta from: Begin Design Fequency: 2 yrs
Sta to: 12+75 Time of Conc: 5 min
Section Length: 225 ft Intensity: 5.26 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 0.47 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.47 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.069 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.10 0.13 1.63 0.08 0.024 shallow
1 0.20 0.32 2.26 0.14 0.087 deep
1 0.19 0.30 2.20 0.14 0.079 deep
1 0.18 0.28 2.14 0.13 0.071 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow 4
zr~
n
=
P = wetted perimeter of the channel A R
1
`~~ ~
R = hydraulic radius of the channel
'
Normal Depth, D = 0.18 ft
Veloci = 1.69 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.11 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1 ft top width, W = 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #2
~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 3 Street A Drainage Area: 2.24 ac
Sta from: 12+75 Design Fequency: 10 yrs
Sta to: 14+25 Time of Conc: 5 min
Section Length: 150 ft Intensity: 7.25 in/hr
Section Slope: 2.36 % Runoff Coeff: 0.50
Ret Class: C Discharge: 8.10 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 8.10 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.0236 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.06 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.80 2.72 6.06 0.45 1.59 deep
1 0.70 2.17 5.43 0.40 1.18 deep
1 0.68 2.07 5.30 0.39 1.10 deep
1 0.67 2.02 5.24 0.39 1.07 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =Zreq
A = cross-sectional area of flow
2rs Qn
~ R
P = wetted perimeter of the channel = 149 ~
R = hydraulic radius of the channel
Normal Depth, D = 0.67 ft Depth O.K.
Velocit = 4.02 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.99 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #3
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 3 Street A Drainage Area: 2.24 ac
Sta from: 12+75 Design Fequency: 2 yrs
Sta to: 14+25 Time of Conc: 5 min
Section Length: 150 ft Intensity: 5.26 in/hr
Section Slope: 2.36 % Runoff Coeff: 0.50
Lining Type: S75 Discharge: 5.88 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 5.88 cfs flow by Rational Method
n = 0.055 Manning's Coefficient (dimensionless)
S = 0.0236 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.413 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.60 1.68 4.79 0.35 0.835 shallow
1 0.80 2.72 6.06 0.45 1.595 deep
1 0.85 3.02 6.38 0.47 1.833 deep
1 0.76 2.49 5.81 0.43 1.419 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = ~req
A = cross-sectional area of flow ~
2r~
n
=
P = wetted perimeter of the channel A R
1
49 ~
'
R = hydraulic radius of the channel
Normal Depth, D = 0.76 ft
Velocit = 2.36 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.12 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 1 ft side slopes, M = 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: S75
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #3
- ~ e y DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 4 Street A Drainage Area: 0.27 ac
Sta from: 12+75 Design Fequency: 10 yrs
Sta to: 14+25 Time of Conc: 5 min
Section Length: 150 ft Intensity: 7.25 in/hr
Section Slope: 2.36 % Runoff Coeff: 0.50
Ret Class: C Discharge: 0.98 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.98 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.0236 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.13 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.20 0.32 2.26 0.14 0.09 shallow
1 0.25 0.44 2.58 0.17 0.13 deep
1 0.23 0.39 2.45 0.16 0.11 shallow
1 0.25 0.44 2.58 0.17 0.13 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
xr~ Qn
A R
P = wetted perimeter of the channel =
1'49 ~
R = hydraulic radius of the channel
Normal Depth, D = 0.25 ft Depth O.K.
Velocit = 2.24 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.37 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #4
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 4 Street A Drainage Area: 0.27 ac
Sta from: 12+75 Design Fequency: 2 yrs
Sta to: 14+25 Time of Conc: 5 min
Section Length: 150 ft Intensity: 5.26 in/hr
Section Slope: 2.36 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 0.71 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.71 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.0236 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.068 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.20 0.32 2.26 0.14 0.087 deep
1 0.15 0.22 1.95 0.11 0.050 shallow
1 0.16 0.24 2.01 0.12 0.057 shallow
1 0.18 0.28 2.14 0.13 0.071 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
n
2r~
=
P = wetted perimeter of the channel A R
1
49 ~
R = hydraulic radius of the channel
'
Normal Depth, D = 0.18 ft
Velocit = 2.56 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.27 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #4
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY 8~ CAPACITY
Channel No: 5 Street A Drainage Area: 3.13 ac
Sta from: 14+25 Design Fequency: 10 yrs
Sta to: End Time of Conc: 5 min
Section Length: 122 ft Intensity: 7.25 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Ret Class: C Discharge: 11.34 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 11.34 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.28 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 1.00 4.00 7.32 0.55 2.67 deep
1 0.95 3.66 7.01 0.52 2.37 deep
1 0.93 3.52 6.88 0.51 2.26 shallow
1 0.93 3.52 6.88 0.51 2.26 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
zr~ Qn
~ R
P = wetted perimeter of the channel = 149 ~
R = hydraulic radius of the channel
Normal Depth, D = 0.93 ft Depth O.K.
Velocit = 3.22 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.58 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #5
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 5 Street A Drainage Area: 3.13 ac
Sta from: 14+25 Design Fequency: 2 yrs
Sta to: End Time of Conc: 5 min
Section Length: 122 ft Intensity: 5.26 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Lining Type: S75 Discharge: 8.23 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 8.23 cfs flow by Rational Method
n = 0.044 Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.430 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.20 0.32 2.26 0.14 0.087 shallow
1 0.15 0.22 1.95 0.11 0.050 shallow
1 0.14 0.20 1.89 0.11 0.044 shallow
1 0.96 3.72 7.07 0.53 2.429 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
n
2f3
=
P = wetted perimeter of the channel A R
1
49 ~
.
R = hydraulic radius of the channel
Normal Depth, D = 0.96 ft
Velocit = 2.21 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.60 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: S75
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #5
• ~ DATE DESIGN PHASE
• 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 6 Street A Drainage Area: 0.35 ac
Sta from: 14+25 Design Fequency: 10 yrs
Sta to: End Time of Conc: 5 min
Section Length: 112 ft Intensity: 7.25 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Ret Class: C Discharge: 1.27 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 1.27 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.26 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.40 0.88 3.53 0.25 0.35 deep
1 0.35 0.72 3.21 0.22 0.26 deep
1 0.35 0.72 3.21 0.22 0.26 deep
1 0.35 0.72. 3.21 0.22 0.26 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
zr~ Qn
~ R
P = wetted perimeter of the channel = 149
R = hydraulic radius of the channel
Normal Depth, D = 0.35 ft Depth O.K.
Velocit = 1.78 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.22 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #6
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 6 Street A Drainage Area: 0.35 ac
Sta from: 14+25 Design Fequency: 2 yrs
Sta to: End Time of Conc: 5 min
Section Length: 112 ft Intensity: 5.26 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 0.92 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.92 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.136 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.30 0.57 2.90 0.20 0.193 deep
1 0.25 0.44 2.58 0.17 0.134 shallow
1 0.26 0.46 2.64 0.18 0.145 deep
1 0.25 0.44 2.58 0.17 0.134 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
n
2r~
=
P = wetted perimeter of the channel A R
49
1
.
R = hydraulic radius of the channel
Normal Depth, D = 0.25 ft
Velocit = 2.11 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.16 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #6
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 7 Street B Drainage Area: 0.14 ac
Sta from: Begin Design Fequency: 10 yrs
Sta to: 11+10 Time of Conc: 5 min
Section Length: 205 ft Intensity: 7.25 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Ret Class: C Discharge: 0.50 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.50 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.14 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.40 0.88 3.53 0.25 0.35 deep
1 0.20 0.32 2.26 0.14 0.09 shallow
1 0.22 0.37 2.39 0.15 0.10 shallow
1 0.26 0.46 2.64 0.18 0.14 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Za^ =Zreq
A = cross-sectional area of flow
zr~ Qn
A R
P = wetted perimeter of the channel = 149
R = hydraulic radius of the channel
Normal Depth, D = 0.26 ft Depth O.K.
Velocit = 1.07 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.08 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #7
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 7 Street B Drainage Area: 0.14 ac
Sta from: Begin Design Fequency: 2 yrs
Sta to: 11+10 Time of Conc: 5 min
Section Length: 205 ft Intensity: 5.26 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 0.36 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Mannng's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.36 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.075 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.20 0.32 2.26 0.14 0.087 deep
1 0.19 0.30 2.20 0.14 0.079 deep
1 0.18 0.28 2.14 0.13 0.071 shallow
1 0.18 0.28 2.14 0.13 0.071 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
n
2r~
=
P = wetted perimeter of the channel A R
1
49 ~
'
R = hydraulic radius of the channel
Normal Depth, D = 0.18 ft
Velocit = 1.30 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.06 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 1 ft side slopes, M = 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #7
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY 8~ CAPACITY
Channel No: 8 Street B Drainage Area: 0.80 ac
Sta from: Begin Design Fequency: 10 yrs
Sta to: 11+10 Time of Conc: 5 min
Section Length: 116 ft Intensity: 7.25 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Ret Class: C Discharge: 2.88 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.88 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.82 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.60 1.68 4.79 0.35 0.83 deep
1 0.59 1.63 4.73 0.35 0.80 shallow
1 0.60 1.68 4.79 0.35 0.83 deep
1 0.60 1.68 4.79 0.35 0.83 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
~n
Zrs
_
A R
P = wetted perimeter of the channel 1.d9 ~s
R = hydraulic radius of the channel
Normal Depth, D = 0.60 ft Depth O.K.
Veloci = 1.72 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.19 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #8
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 8 Street B Drainage Area: 0.80 ac
Sta from: Begin Design Fequency: 2 yrs
Sta to: 11+10 Time of Conc: 5 min
Section Length: 116 ft Intensity: 5.26 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 2.09 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.09 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.437 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.50 1.25 4.16 0.30 0.561 deep
1 0.40 0.88 3.53 0.25 0.349 shallow
1 0.44 1.02 3.78 0.27 0.426 shallow
1 0.45 1.06 3.85 0.27 0.447 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
2r~
n
=
P = wetted perimeter of the channel A R
1
49
.
R = hydraulic radius of the channel
Normal Depth, D = 0.45 ft
Velocit = 1.98 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.14 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #8
~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 9 Street B Drainage Area: 0.12 ac
Sta from: 11+10 Design Fequency: 10 yrs
Sta to: 12+90 Time of Conc: 5 min
Section Length: 180 ft Intensity: 7.25 in/hr
Section Slope: 1.97 % Runoff Coeff: 0.50
Ret Class: C Discharge: 0.42 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.42 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.0197 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.06 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.10 0.13 1.63 0.08 0.02 shallow
1 0.20 0.32 2.26 0.14 0.09 deep
1 0.18 0.28 2.14 0.13 0.07 deep
1 0.17 0.26 2.08 0.12 0.06 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
Qn
zr~
~ R
_
P = wetted perimeter of the channel - 149 ~
R = hydraulic radius of the channel
Normal Depth, D = 0.17 ft Depth O.K.
Velocit = 1.65 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.21 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #9
• ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 9 Street B Drainage Area: 0.12 ac
Sta from: 11+10 Design Fequency: 2 yrs
Sta to: 12+90 Time of Conc: 5 min
Section Length: 180 ft Intensity: 5.26 in/hr
Section Slope: 1.97 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 0.31 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.31 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.0197 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.032 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.15 0.22 1.95 0.11 0.050 deep
1 .0.10 0.13 1.63 0.08 0.024 shallow
1 0.13 0.18 1.82 0.10 0.039 deep
1 0.12 0.16 1.76 0.09 0.033 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
n
2f3
=
P = wetted perimeter of the channel A R
1
49
.
R = hydraulic radius of the channel
Normal Depth, D = 0.12 ft
Velocit = 1.88 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope i,n ft/ft
shear stress, T = 0.15 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1 ft top width, W = 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #9
' ~ ^ ~ DATE DESIGN PHASE
^ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 10 Street B Drainage Area: 0.79 ac
Sta from: 11+10 Design Fequency: 10 yrs
Sta to: 12+90 Time of Conc: 5 min
Section Length: 180 ft Intensity: 7.25 in/hr
Section Slope: 1.97 % Runoff Coeff: 0.50
Ret Class: C Discharge: 2.86 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.86 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.0197 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.41 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.30 0.57 2.90 0.20 0.19 shallow
1 0.50 1.25 4.16 0.30 0.56 deep
1 0.45 1.06 3.85 0.27 0.45 deep
1 0.43 0.98 3.72 0.26 0.41 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
zr~ c~ln
~ R
P = wetted perimeter of the channel = 149
R = hydraulic radius of the channel
Normal Depth, D = 0.43 ft Depth O.K.
Velocit = 2.90 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.53 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #10
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 10 Street B Drainage Area: 0.79 ac
Sta from: 11+10 Design Fequency: 2 yrs
Sta to: 12+90 Time of Conc: 5 min
Section Length: 180 ft Intensity: 5.26 in/hr
Section Slope: 1.97 % Runoff Coeff: 0.50
Lining Type: S75 Discharge: 2.07 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.07 cfs flow by Rational Method
n = 0.055 Manning's Coefficient (dimensionless)
S = 0.0197 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.546 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.50 1.25 4.16 0.30 0.561 deep
1 0.49 1.21 4.10 0.30 0.537 shallow
1 0..49. 1.21 4.10 0.30 0.537 shallow
1 0.49 1.21 4.10 0.30 0.537 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
xr~
n
=
P = wetted perimeter of the channel A R
1
4~ ~
R = hydraulic radius of the channel
.
Normal Depth, D = 0.49 ft
Velocit = 1.71 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.60 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: S75
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #10
' ~ ^ ~ DATE DESIGN PHASE
^ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 11 Street B Drainage Area: 0.25 ac
Sta from: 12+90 Design Fequency: 10 yrs
Sta to: 14+75 Time of Conc: 5 min
Section Length: 185 ft Intensity: 7.25 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Ret Class: C Discharge: 0.89 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft ,
Swale siting method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.89 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.25 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.30 0.57 2.90 0.20 0.19 shallow
1 0.35 0.72 3.21 0.22 0.26 deep
1 0.34 0.69 3.15 0.22 0.25 shallow
1 0.34 0.69 3.15 0.22 0.25 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
zr~ Qn
A R
P = wetted perimeter of the channel = 149 ~
R = hydraulic radius of the channel
Normal Depth, D = 0.34 ft Depth O.K.
Velocit = 1.30 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.11 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #11
' ' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 11 Street B Drainage Area: 0.25 ac
Sta from: 12+90 Design Fequency: 2 yrs
Sta to: 14+75 Time of Conc: 5 min
Section Length: 185 ft Intensity: 5.26 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 0.65 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.65 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.136 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.25 0.44 2.58 0.17 0.134 shallow
1 0.26 0.46 2.64 0.18 0.145 deep
1 0.24 0.41 2.52 0.16 0.124 shallow
1 0.25 0.44 2.58 0.17 0.134 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
zr~
n
=
P = wetted perimeter of the channel A R
R = hydraulic radius ofi the channel 1.49 ~/s
Normal Depth, D = 0.25 ft
Velocit = 1.48 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope i,n ft/ft
shear stress, T = 0.08 Ib/s -ft Tem Liner O,K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1 ft top width, W = 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #11
' ' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 12 Street B Drainage Area: 1.43 ac
Sta from: 12+90 Design Fequency: 10 yrs
Sta to: 14+75 Time of Conc: 5 min
Section Length: 185 ft Intensity: 7.25 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Ret Class: C Discharge: 5.20 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 5.20 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.48 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.60 1.68 4.79 0.35 0.83 shallow
1 0.80 2.72 6.06 0.45 1.59 deep
1 0.79 2.66 6.00 0.44 1.55 deep
1 0.77 2.55 5.87 0.43 1.46 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow zr~ ~n
P = wetted perimeter of the channel A R =
1
49
R = hydraulic radius of the channel
'
Normal Depth, D = 0.77 ft Depth O.K.
Velocit = 2.04 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.24 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #12
' ' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 12 Street B Drainage Area: 1.43 ac
Sta from: 12+90 Design Fequency: 2 yrs
Sta to: 14+75 Time of Conc: 5 min
Section Length: 185 ft Intensity: 5.26 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 3.77 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 3.77 cfs flow by Rational Method
n = 0.022 Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.788 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.55 1.46 4.48 0.33 0.690 shallow
1 0.60 1.68 4.79 0.35 0.835 deep
1 0.59 1.63 4.73 0.35 0.805 deep
1 0.58 1.59 4.67 0.34 0.775 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =Zreq
A = cross-sectional area of flow
Q
P = wetted perimeter of the channel A RZrs = n
R = hydraulic radius of the channel 1.49
Normal Depth, D = 0.58 ft
Velocit = 2.37 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope i,n ft/ft
shear stress, T = 0.18 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL DESIGNS.xIs -Channel #12
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 13 Street B Drainage Area: 0.35 ac
Sta from: 14+75 Design Fequency: 10 yrs
Sta to: End Time of Conc: 5 min
Section Length: 100 ft Intensity: 7.25 in/hr
Section Slope: 4.23 % Runoff Coeff: 0.50
Ret Class: C Discharge: 1.25 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 1.25 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.0423 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.12 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.30 0.57 2.90 0.20 0.19 deep
1 0.25 0.44 2.58 0.17 0.13 deep
1 0.24 0.41 2.52 0.16 0.12 deep
1 0.24 0.41 2.52 0.16 0.12 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
zr~ Qn
~ R
P = wetted perimeter of the channel =
1.49 ~
R = hydraulic radius of the channel
Normal Depth, D = 0.24 ft Depth O.K.
Velocit = 3.03 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.63 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #13
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 13 Street B Drainage Area: 0.35 ac
Sta from: 14+75 Design Fequency: 2 yrs
Sta to: End Time of Conc: 5 min
Section Length: 100 ft Intensity: 5.26 in/hr
Section Slope: 4.23 % Runoff Coeff: 0.50
Lining Type: S75 Discharge: 0.91 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Mannng's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.91 cfs flow by Rational Method
n = .0.055 Manning's Coefficient (dimensionless)
S = 0.0423 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.163 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.20 0.32 2.26 0.14 0.087 shallow
1 0.25 0.44 2.58 0.17 0.134 shallow
1 0.27 0.49 2.71 0.18 0.156 shallow
1 0.28 0.52 2.77 0.19 0.168 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
zr~
n
_
P = wetted perimeter of the channel A R
1
`~~ ~
R = hydraulic radius of the channel
'
Normal Depth, D = 0.28 ft
Velocit = 1.76 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope i,n ft/ft
shear stress, T = 0.74 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: S75
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #13
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 14 Street B Drainage Area: 3.28 ac
Sta from: 14+75 Design Fequency: 10 yrs
Sta to: End Time of Conc: 5 min
Section Length: 192 ft Intensity: 7.25 in/hr
Section Slope: 4.23 % Runoff Coeff: 0.50
Ret Class: C Discharge: 11.90 cfs
Permissible Velocity: 10.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 11.90 cfs flow by Rational Method
n = 0.035 C350 Manning's Coefficient (dimensionless)
S = 0.0423 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.36 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL, DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.55 1.46 4.48 0.33 0.69 shallow
1 0.56 1.50 4.54 0.33 0.72 shallow
1 0.57 1.54 4.60 0.34 0.75 shallow
1 0.75 2.44 5.74 0.42 1.38 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
2~ Qn
A R
P = wetted perimeter of the channel = 149
R = hydraulic radius of the channel
Normal Depth, D = 0.75 ft Depth O.K.
Velocit = 4.88 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.98 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #14
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 14 Street B Drainage Area: 3.28 ac
Sta from: 14+75 Design Fequency: 2 yrs
Sta to: End Time of Conc: 5 min
Section Length: 192 ft Intensity: 5.26 in/hr
Section Slope: 4.23 % Runoff Coeff: 0.50
Lining Type: C350 Discharge: 8.64 cfs
Permissible Shear: 3.20 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 8.64 cfs flow by Rational Method
n = 0.031 Manning's Coefficient (dimensionless)
S = 0.0423 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.874 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.50 1.25 4.16 0.30 0.561 shallow
1 .0.40 0.88 3.53 0.25 0.349 shallow
1 0.35 0.72 3.21 0.22 0.264 shallow
1 0.61 1.73 4.86 0.36 0.866 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
n
2r~
=
P = wetted perimeter of the channel A R
1
44
.
R = hydraulic radius of the channel
Normal Depth, D = 0.61 ft
Velocit = 5.00 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.61 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1 ft top width, W = 7.0 ft
Line Channel with: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL DESIGNS.xIs -Channel #14
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Coun , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 15 Street B Lat. Drainage Area: 4.61 ac
Sta from: 10+80 Design Fequency: 10 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 220 ft Intensity: 7.25 in/hr
Section Slope: 2.22 % Runoff Coeff: 0.50
Ret Class: C Discharge: 16.72 cfs
Permissible Velocity: 10.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 16.72 cfs flow by Rational Method
n = 0.031 C350 Manning's Coefficient (dimensionless)
S = 0.0222 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.33 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.50 1.25 4.16 0.30 0.56 shallow
1 0.70 2.17 5.43 0.40 1.18 shallow
1 0.80 2.72 6.06 0.45 1.59 shallow
1 0.94 3.59 6.95 0.52 2.31 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = 7req
A = cross-sectional area of flow ~
n
zr~
=
P = wetted perimeter of the channel A R
1
4~
R = hydraulic radius of the channel
'
Normal Depth, D = 0.94 ft Depth O.K.
Veloci = 4.66 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.30 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #15
' ' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 15 Street B Lat. Drainage Area: 4.61 ac
Sta from: 10+80 Design Fequency: 2 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 220 ft Intensity: 5.26 in/hr
Section Slope: 2.22 % Runoff Coeff: 0.50
Lining Type: C350 Discharge: 12.13 cfs
Permissible Shear: 3.20 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 12.13 cfs flow by Rational Method
n = 0.031 Manning's Coefficient (dimensionless)
S = 0.0222 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.694 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.60 1.68 4.79 0.35 0.835 shallow
1 0.70 2.17 5.43 0.40 1.178 shallow
1 0.80 2.72 6.06 0.45 1.595 shallow
1 0.82 2.84 6.19 0.46 1.687 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow Q
zr~
n
=
P = wetted perimeter of the channel A R
1
49
.
R = hydraulic radius of the channel
Normal Depth, D = 0:82 ft
Velocit = 4.28 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope i,n ft/ft
shear stress, T = 1.14 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1 ft top width, W = 7.0 ft
Line Channel with: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #15
' ~ ^ ~ DATE DESIGN PHASE
^ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 16 Street B Lat. Drainage Area: LS Bypass ac
Sta from: 10+80 Design Fequency: 10 yrs
Sta to: --
Section Length: 18 ft
Section Slope: 0.50
Ret Class: C Discharge:* 10.20 cfs
Permissible Velocity: 9.80 fps "Bypass from Level Spreader #1
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 10.20 cfs flow by Rational Method
n = 0.032 10" RIP RF Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 3.10 quantity to equate to Zav
M = 4:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
6 0.30 2.16 8.47 0.25 0.87 shallow
6 0.50 4.00 10.12 0.40 2.15 shallow
6 0.52 4.20 10.29 0.41 2.31 shallow
6 0.61 5.15 11.03 0.47 3.10 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = 7.req
A = cross-sectional area of flow
2r3 Qn
A R
P = wetted perimeter of the channel = 149
R = hydraulic radius of the channel
Normal Depth, D = 0.61 ft Depth O.K.
Velocit = 1.98 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.19 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = Eft side slopes, M = 4 :1
D = 1.0 ft top width, W = 14.0 ft
Permanent Channel Lining: 10" RIP RAP
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #16
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 16 Street B Lat. Drainage Area: LS Bypass ac
Sta from: 10+80 Design Fequency: 10 yrs
Sta to: --
Section Length: 18 ft
Section Slope: 0.50
Lining Type: 10" RIP RAP Discharge:* 10.20 cfs
Permissible Shear: 3.80 Ib/sf * Bypass from Level Spreader #1
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 10.20 cfs flow by Rational Method
n = 0.032 Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 3.098 quantity to equate to Zav
M = 4:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
6 0.60 5.04 10.95 0.46 3.005 shallow
6 0.80 7.36 12.60 0.58 5.144 deep
6 0.78 7.11 12.43 0.57 4.903 deep
6 0.61 5.15 11.03 0.47 3.098 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow 4
2r~
n
=
P = wetted perimeter of the channel A R
1
d9 ~
.
R = hydraulic radius of the channel
Normal Depth, D = 0.61 ft
Velocit = 1.98 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.19 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = Eft side slopes, M = 4 :1
D= 1 ft top width, W= 14.0 ft
Line Channel with: 10" RIP RAP
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #16
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 17 Street B Lat. Drainage Area: 4.04 ac
Sta from: END Design Fequency: 10 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 210 ft Intensity: 7.25 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Ret Class: C Discharge: 14.64 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.50 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 14.64 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 4.17 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.65 2.57 6.11 0.42 1.44 shallow
2 0.75 3.19 6.74 0.47 1.93 shallow
2 1.08 5.66 8.83 0.64 4.21 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
Zrs Qn
~ R
P = wetted perimeter of the channel =
1
4~ ~
R = hydraulic radius of the channel
'
Normal Depth, D = 1.08 ft Depth O.K.
Velocit = 2.59 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.34 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.5 ft top width, W = 11.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #17
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 17 Street B Lat. Drainage Area: 4.04 ac
Sta from: END Design Fequency: 2 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 210 ft Intensity: 5.26 in/hr
Section Slope: 0.50 % Runoff Coeff: 0.50
Lining Type: Straw w/Tack Discharge: 10.62 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 10.62 cfs flow by Rational Method
n = 0.022 Earth Manning's Coefficient (dimensionless)
S = 0.005 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.218 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 0.65 2.57 6.11 0.42 1.440 shallow
2 0.66 2.63 6.17 0.43 1.486 shallow
2 0.65 2.57 6.11 0.42 1.440 shallow
2 0.80 3.52 7.06 0.50 2.213 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow 4
2rs
n
=
P = wetted perimeter of the channel A R
1
49 ~
.
R = hydraulic radius of the channel
Normal Depth, D = 0.80 ft
Velocit = 3.02 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.25 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Straw w/Tack
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #17
' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 18 Street B Lat. Drainage Area: 4.15 ac
Sta from: END Design Fequency: 10 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 200 ft Intensity: 7.25 in/hr
Section Slope: 6.77 % Runoff Coeff: 0.50
Ret Class: C Discharge: 15.04 cfs
Permissible Velocity: 10.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 15.04 cfs flow by Rational Method
n = 0.035 C350 Manning's Coefficient (dimensionless)
S = 0.0677 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.36 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.50 1.25 4.16 0.30 0.56 shallow
1 0.65 1.92 5.11 0.38 1.00 shallow
1 0.75 2.44 5.74 0.42 1.38 deep
1 0.75 2.44 5.74 0.42 1.38 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
z~
n
P = wetted perimeter of the channel A R
=
1
4~
R = hydraulic radius of the channel
'
Normal Depth, D = 0.75 ft Depth O.K.
Velocit = 6.17 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 3.17 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #18
' ' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 18 Street B Lat. Drainage Area: 4.15 ac
Sta from: END Design Fequency: 2 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 200 ft Intensity: 5.26 in/hr
Section Slope: 6.77 % Runoff Coeff: 0.50
Lining Type: C350 Discharge: 10.91 cfs
Permissible Shear: 3.20 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 10.91 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.0677 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.985 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.65 1.92 5.11 0.38 0.997 deep
1 0.66 1.97 5.17 0.38 1.032 deep
1 0.65 1.92 5.11 0.38 0.997 deep
1 0.65 1.92 5.11 0.38 0.997 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
2r~
n
=
P = wetted perimeter of the channel A R
1
49 ~
.
R = hydraulic radius of the channel
Normal Depth, D = 0.65 ft
Velocit = 5.69 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 2.75 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #18
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 19 Slate Top Drainage Area: 4.30 ac
Sta from: -- Design Fequency: 10 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 191 ft Intensity: 7.25 in/hr
Section Slope: 3.14 % Runoff Coeff: 0.50
Ret Class: C Discharge: 15.60 cfs
Permissible Velocity: 10.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 15.60 cfs flow by Rational Method
n = 0.031 C350 Manning's Coefficient (dimensionless)
S = 0.0314 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.83 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.50 0.75 3.16 0.24 0.29 shallow
0.45 0.61 2.85 0.21 0.22 shallow
0.46 0.63 2.91 0.22 0.23 shallow
1.00 3.00 6.32 0.47 1.82 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = 7req
A = cross-sectional area of flow
zr~
Qn
_
A R
P = wetted perimeter of the channel 1
49
.
R = hydraulic radius of the channel
Normal Depth, D = 1.00 ft Depth O.K.
Velocit = 5.20 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.96 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1.0 ft top width, W = 6.0 ft
Permanent Channel Lining: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #19
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 19 Slate Top Drainage Area: 4.30 ac
Sta from: -- Design Fequency: 2 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 191 ft Intensity: 5.26 in/hr
Section Slope: 3.14 % Runoff Coeff: 0.50
Lining Type: C350 Discharge: 11.32 cfs
Permissible Shear: 3.20 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 11.32 cfs flow by Rational Method
n = 0.031 Manning's Coefficient (dimensionless)
S = 0.0314 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.329 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORM~QL DEPTH AND VELOCITY
B D A P R Zav Remark
0.80 1.92 5.06 0.38 1.006 shallow
0.90 2.43 5.69 0.43 1.378 deep
0.88 2.32 5.57 0.42 1.298 shallow
0.89 2.38 5.63 0.42 1.337 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow 4
n
2r~
=
P = wetted perimeter of the channel A R
1
49 ~
.
R = hydraulic radius of the channel
Normal Depth, D = 0.89 ft
Veloci = 4.76 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.74 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D = 1 ft top width, W = 6.0 ft
Line Channel with: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #19
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 20 Slate Top Drainage Area: 4.55 ac
Sta from: -- Design Fequency: 10 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 177 ft Intensity: 7.25 in/hr
Section Slope: 1.69 % Runoff Coeff: 0.50
Ret Class: C Discharge: 16.49 cfs
Permissible Velocity: 10.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 16.49 cfs flow by Rational Method
n = 0.031 C350 Manning's Coefficient (dimensionless)
S = 0.0169 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.64 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 1.00 4.00 7.32 0.55 2.67 deep
1 0.98 3.86 7.20 0.54 2.55 shallow
1 0.99 3.93 7.26 0.54 2.61 shallow
1 1.00 4.00 7.32 0.55 2.67 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow Q
zr~
n
=
P = wetted perimeter of the channel ~ R
1
49
.
R = hydraulic radius of the channel
Normal Depth, D = 1.00 ft Depth O.K.
Velocit = 4.12 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.05 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #20
' ~ ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 20 Slate Top Drainage Area: 4.55 ac
Sta from: -- Design Fequency: 2 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 177 ft Intensity: 5.26 in/hr
Section Slope: 1.69 % Runoff Coeff: 0.50
Lining Type: C350 Discharge: 11.97 cfs
Permissible Shear: 3.20 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Mannng's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 11.97 cfs flow by Rational Method
n = 0.031 Manning's Coefficient (dimensionless)
S = 0.0169 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.915 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.90 3.33 6.69 0.50 2.091 deep
1 0.88 3.20 6.57 0.49 1.985 deep
1 0.86 3.08 6.44 0.48 1.883 shallow
1 0.87 3.14 6.50 0.48 1.933 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow Q
zr~
n
=
P = wetted perimeter of the channel A R
R = hydraulic radius of the channel 1.49
Normal Depth, D = 0.87 ft
Velocit = 3.81 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.92 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL DESIGNS.xIs -Channel #20
' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 21 Lots 14&15 Drainage Area: 1.27 ac
Sta from: -- Design Fequency: 10 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 340 ft Intensity: 7.25 in/hr
Section Slope: 2.65 % Runoff Coeff: 0.50
Ret Class: C Discharge: 4.59 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 4.59 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.0265 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.57 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.50 1.25 4.16 0.30 0.56 shallow
1 0.51 1.29 4.23 0.31 0.59 deep
1 0.50 1.25 4.16 0.30 0.56 shallow
1 0.50 1.25 4.16 0.30 0.56 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = lreq
A = cross-sectional area of flow ~
zr~
n
=
P = wetted perimeter of the channel A R
R = hydraulic radius of the channel 1.49
Normal Depth, D = 0.50 ft Depth O.K.
Velocit = 3.67 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.83 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
6= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: Grass
~rccr. iwaicom, iaai/
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #21
' ' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / X /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 21 Lots 14815 Drainage Area: 1.27 ac
Sta from: -- Design Fequency: 2 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 340 ft Intensity: 5.26 in/hr
Section Slope: 2.65 % Runoff Coeff: 0.50
Lining Type: S75 Discharge: 3.33 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Op = 3.33 cfs flow by Rational Method
n = 0.055 Earth Manning's Coefficient (dimensionless)
S = 0.0265 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.755 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0.60 1.68 4.79 0.35 0.835 deep
1 0.55 1.46 4.48 0.33 0.690 shallow
1 0.56 1.50 4.54 0.33 0.717 shallow
1 0.57 1.54 4.60 0.34 0.746 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
4
P = wetted perimeter of the channel A R2f3 = n
R = hydraulic radius of the channel 1.49
Normal Depth, D = 0.57 ft
Velocit = 2.16 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.94 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1 ft top width, W = 7.0 ft
Line Channel with: S75
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL DESIGNS.xIs -Channel #21
' ~ ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY 8~ CAPACITY
Channel No: 22 Street B Lat. Drainage Area: 4.27 ac
Sta from: END Design Fequency: 10 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 160 ft Intensity: 7.25 in/hr
Section Slope: 0.40 % Runoff Coeff: 0.50
Ret Class: C Discharge: 15.47 cfs
Permissible Velocity: 10.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 15.47 cfs flow by Rational Method
n = 0.035 C350 Manning's Coefficient (dimensionless)
S = 0.004 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 5.75 quantity to equate to Zav
M = 4:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
4 1.00 8.00 12.25 0.65 6.02 deep
4 0.95 7.41 11.83 0.63 5.42 shallow
4 0.90 6.84 11.42 0.60 4.86 shallow
4 0.98 7.76 12.08 0.64 5.78 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow Zrs (fin
P = wetted perimeter of the channel A R =
1
49
R = hydraulic radius of the channel
'
Normal Depth, D = 0.98 ft Depth O.K.
Velocit = 1.99 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.24 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = Oft side slopes, M = 4 :1
D = 1.0 ft top width, W = 12.0 ft
Permanent Channel Lining: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEL_DESIGNS.xIs -Channel #22
' ' ~ DATE DESIGN PHASE
~ 5/30/07 SD / /
PROJECT NAME PROJECT NO DD / /
Williams Rid a Subdivision 07-009 CD / x /
LOCATION BY REV / /
Johnston Count , NC BP OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 22 Street B Lat. Drainage Area: 4.27 ac
Sta from: END Design Fequency: 2 yrs
Sta to: -- Time of Conc: 5 min
Section Length: 160 ft Intensity: 5.26 in/hr
Section Slope: 0.40 % Runoff Coeff: 0.50
Lining Type: C350 Discharge: 11.22 cfs
Permissible Shear: 3.20 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 11.22 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.004 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 4.169 quantity to equate to Zav
M = 4:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
4 0.60 3.84 8.95 0.43 2.185 shallow
4 0.80 5.76 10.60 0.54 3.836 shallow
4 0.90 6.84 11.42 0.60 4.860 deep
4 0.83 6.08 10.84 0.56 4.129 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow Q
2r~
n
=
P = wetted perimeter of the channel A R
R = hydraulic radius of the channel 1.49 ~
Normal Depth, D = 0.83 ft
Velocit = 1.85 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.21 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = Oft side slopes, M = 4 :1
D = 1 ft top width, W = 12.0 ft
Line Channel with: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. CHANNEI__DESIGNS.xIs -Channel #22