SW4240101_Design Calculations_20240129

Hugh Creed Associates, Inc, PA
Consulting Engineers & Land Surveyors
1306 W WENDOVER AVE PO BOX 9623
GREENSBORO, NC 27408 GREENSBORO, NC 27429
[phone] or [phone]
FIRM LICENSE#C-0551 E-MAIL:[e-mail]
January 2, 2024
LAKESIDE PHASE ONE
FORSYTH COUNTY
NORTH CAROLINA
STORM DRAINAGE
AND
SWALE CALCULATIONS
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\\SERVER\Projects(P)\Projects 2005\Garrett Greg\Lakeside\Ph 1 NCDENR Submittals\Stormwater
Submittal 2024-01-03\Calculations\Lakeside Ph One FC Calcs 2024-01-02.docx
1

Culvert Report
Hydraflow Express by Intelisolve Monday,Jul 24 2023
Lakeside Ph One - Pipe #3
Invert Elev Dn (ft) = 779.60 Calculations
Pipe Length (ft) = 58.00 Qmin (cfs) = 1.86
Slope (%) = 0.69 Qmax (cfs) = 1.86
Invert Elev Up (ft) = 780.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Cir Highlighted
Span (in) = 18.0 Qtotal (cfs) = 1.86
No. Barrels = 1 Qpipe (cfs) = 1.86
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 1.47
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 2.82
HGL Dn (ft) = 780.61
Embankment HGL Up (ft) = 780.60
Top Elevation (ft) = 783.00 Hw Elev (ft) = 780.71
Top Width (ft) = 32.00 Hw/D (ft) = 0.47
Crest Width (ft) = 0.00 Flow Regime = Inlet Control
Elev(fr) Lakeside Ph One-Pipe f3 He.Depth Ifti
784.00 4.00
1_
783.00 3.00
782.00 2.00
781.00 1.00
f^Inlet:ont,ol
780.00 0.00
779.00- --1.00
778.00 - - - -2.00
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Cir Culvert HGL Embank
Reach(It)

Culvert Report
Hydraflow Express by Intelisolve Monday,Jul 24 2023
Lakeside Ph One - Pipe #4
Invert Elev Dn (ft) = 771.80 Calculations
Pipe Length (ft) = 63.00 Qmin (cfs) = 3.44
Slope (%) = 4.76 Qmax (cfs) = 3.44
Invert Elev Up (ft) = 774.80 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Cir Highlighted
Span (in) = 18.0 Qtotal (cfs) = 3.44
No. Barrels = 1 Qpipe (cfs) = 3.44
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 2.46
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 4.16
HGL Dn (ft) = 772.91
Embankment HGL Up (ft) = 775.51
Top Elevation (ft) = 779.20 Hw Elev (ft) = 775.80
Top Width (ft) = 32.00 Hw/D (ft) = 0.66
Crest Width (ft) = 0.00 Flow Regime = Inlet Control
Elev 80 Lakeside Ph One-Pipe►4 Hat Depth(ft)
780.00 5.20
779.00 4.20
778.00 - - - - - - 3.20
777.00 220
776.00 Inlet control1.20
775.00 -- -0.20
774.00 .0.80
773.00 --1.80
772.00 f1"m _- _ -2.80
771.00 - - 3.80
770.00 - .4.80
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 fD 85
Li Ghat HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express by Intelisolve Tuesday, Oct 17 2023
Lakeside Ph One - Pipe #5
Invert Elev Dn (ft) = 775.80 Calculations
Pipe Length (ft) = 59.00 Qmin (cfs) = 8.72
Slope (%) = 7.12 Qmax (cfs) = 8.72
Invert Elev Up (ft) = 780.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Cir Highlighted
Span (in) = 24.0 Qtotal (cfs) = 8.72
No. Barrels = 1 Qpipe (cfs) = 8.72
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 3.38
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 5.16
HGL Dn (ft) = 777.33
Embankment HGL Up (ft) = 781 .06
Top Elevation (ft) = 782.50 Hw Elev (ft) = 781.50
Top Width (ft) = 32.00 Hw/D (ft) = 0.75
Crest Width (ft) = 0.00 Flow Regime = Inlet Control
Elev(ft) Lakeside Ph One-Pipe S5 Hot Depth(ft)
783.00 3.00
782.00 2.00
I n el control
781.00 1.00
780.00 - - - 0.00
779.00 - -1.00
_
778.00 2.00
777.00 3.00
776.00 - - • -4.00
775.00 -5.00
774.00 -6.00
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Li Culvat HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express by Intelisolve Monday,Jul 24 2023
Lakeside Ph One - Pipe #6
Invert Elev Dn (ft) = 775.50 Calculations
Pipe Length (ft) = 97.00 Qmin (cfs) = 2.36
Slope (%) = 7.22 Qmax (cfs) = 2.36
Invert Elev Up (ft) = 782.50 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Cir Highlighted
Span (in) = 18.0 Qtotal (cfs) = 2.36
No. Barrels = 1 Qpipe (cfs) = 2.36
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 1.80
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 3.69
HGL Dn (ft) = 776.54
Embankment HGL Up (ft) = 783.09
Top Elevation (ft) = 790.50 Hw Elev (ft) = 783.30
Top Width (ft) = 32.00 Hw/D (ft) = 0.53
Crest Width (ft) = 0.00 Flow Regime = Inlet Control
Elev(ftl Lakeside Ph One-Pipe►6 Hw Depth(ftl
793.00 10.50
790.00 7.50
787.00 4.50
784.00 1.50
Inle control
781.00 -1.50
778.00 4.50
775.00 .7.50
772.0010.50
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Cir Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express by Intelisolve Monday,Jul 24 2023
Lakeside Ph One - St. Drn #7
Invert Elev Dn (ft) = 755.80 Calculations
Pipe Length (ft) = 128.00 Qmin (cfs) = 13.99
Slope (%) = 7.27 Qmax (cfs) = 13.99
Invert Elev Up (ft) = 765.10 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 30.0
Shape = Cir Highlighted
Span (in) = 30.0 Qtotal (cfs) = 13.99
No. Barrels = 1 Qpipe (cfs) = 13.99
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 3.53
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 5.60
HGL Dn (ft) = 757.68
Embankment HGL Up (ft) = 766.37
Top Elevation (ft) = 782.00 Hw Elev (ft) = 766.89
Top Width (ft) = 32.00 Hw/D (ft) = 0.71
Crest Width (ft) = 0.00 Flow Regime = Inlet Control
Elev(ft) Lakeside Ph One-St.Drn!7 He Depth PI
785.00 19.90
780.00 • 14.90
775.00 9.90
770.00 4.90
Inlet control
765.00 .0.10
760.00 --- -5.10
755.00 -10.10
750.00 - -15.10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Cir Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express by Intelisolve Monday,Jul 24 2023
Lakeside Ph One - St. Drn #8
Invert Elev Dn (ft) = 770.40 Calculations
Pipe Length (ft) = 108.00 Qmin (cfs) = 23.58
Slope (%) = 0.56 Qmax (cfs) = 23.58
Invert Elev Up (ft) = 771.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 30.0
Shape = Cir Highlighted
Span (in) = 30.0 Qtotal (cfs) = 23.58
No. Barrels = 1 Qpipe (cfs) = 23.58
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 5.40
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 6.81
HGL Dn (ft) = 772.48
Embankment HGL Up (ft) = 772.66
Top Elevation (ft) = 781.70 Hw Elev (ft) = 773.49
Top Width (ft) = 32.00 Hw/D (ft) = 0.99
Crest Width (ft) = 0.00 Flow Regime = Inlet Control
Elev(ftl Lakeside Ph One-St.Drn#8 Ha/Depth(kJ
782.00 11.00
780.00 - 9.00
778.00 7.00
776.00 - 5.00
774.00 3.00
Intl control
772.00 1.00
770.00 - -1.00
768.00 3.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Li Culvert HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express by Intelisolve Monday,Jul 24 2023
Lakeside Ph One - St. Drn #9
Invert Elev Dn (ft) = 755.20 Calculations
Pipe Length (ft) = 152.00 Qmin (cfs) = 25.21
Slope (%) = 9.93 Qmax (cfs) = 25.21
Invert Elev Up (ft) = 770.30 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 30.0
Shape = Cir Highlighted
Span (in) = 30.0 Qtotal (cfs) = 25.21
No. Barrels = 1 Qpipe (cfs) = 25.21
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 5.71
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 7.01
HGL Dn (ft) = 757.31
Embankment HGL Up (ft) = 772.02
Top Elevation (ft) = 781.70 Hw Elev (ft) = 772.89
Top Width (ft) = 32.00 Hw/D (ft) = 1 .04
Crest Width (ft) = 0.00 Flow Regime = Inlet Control
Elev(It) Lakeside Ph One-St.Drn#9 Ha/Depth(ft)
785.00 14.70
780.00 -- 9.70
775.00 4.70
Inlet control
770.00 • - -0.30
765.00 -5.30
760.00 -10.30
755.00 -15.30
750.00 -20.30
0 20 40 60 80 100 120 140 160 180 200 220 240
Cir Culvert HGL Embank
Reach(ft)

Swale# Calculation
Permanent Temporary
V =Type of Swale V =Type of Swale
3.0 1.0 =Slope of Sides(Run x Rise) 3.0 1.0 =Slope of Sides(Run x Rise)
0.0 0.4 2.1 =Dimensions of Normal Flow(B x D x T) 0.0 0.4 2.1 =Dimensions of Normal Flow(B x D x T)
Not Required =Rip-Rap d50 Stone Size DS150 =Liner
CONSTANTS
0.45 =Ct(RunOff Coefficient:Under Construction) Table 8.03a
0.4 =Cp(RunOff Coefficient:Developed) Table 8.03a
4.5 in/hr =Rainfall Intensity-12-(2 Year/5 Minute Storm)Figure 8.03d
6.5 in/hr =Rainfall Intensity-110-(10 Year/5 Minute Storm)Figure 8.03d
8.0 % =Slope
2.0 fps =Vt Max Soil Type(Table 8.05d) N/A
5.0 fps =Vp Max Grass Cover(Table 8.05a) Tall Fescue
0.45 acres =A(Area)
Perform Permanent Design First:
1. If Rip-Rap is Required:No Need for Temporary Liner.
2. If Rip-Rap is Not Required:Temporary Liner May Be Required.
Permanent Temporary
V =Swale Type (V,PorT) V =Swale Type (V,PorT)
2.1 feet =T=Top Width of Swale 1.5 feet =T=Top Width of Swale
3 1 =Slope of Swale Sides 3 1 =Slope of Swale Sides
0.7 =VR=Product of Velocity and Hydraulic Radius 0.5 =VR=Product of Velocity and Hydraulic Radius
0.03 =n=Roughness Coefficient(Table 8.05c) 0.02 =n=Roughness Coefficient(Table 8.05c)
n=0.03 is Standard for Permanent Conditions. n=0.03 is Standard for Permanent Conditions.
1. If Rip-Rap is Not Required:Using n=0.03 is OK 1. If Rip-Rap is Not Required:Using n=0.03 is OK
2. If Rip-Rap is Required:changing n per Table 8.05c may help. 2. If Rip-Rap is Required:changing n per Table 8.05c may help.
0 feet =B=Base of Swale("T"Type Only-Otherwise=0) 0 feet =B=Base of Swale("T"Type Only-Otherwise=0)
0.35 feet =Depth of Normal Flow 0.25 feet =Depth of Swale
1.2 cfs =Qpr=Required Permanent Flow 0.9 cfs =Qtr=Required Temporary Flow
4.2 fps =Vp=Permanent Velocity for Grass Lined Channel 5.1 feet/sec =Vt=Temporary Velocity for Unprotected Soils
1.6 cfs =Qp=Permanent Capacity Flow 1.0 cfs =Qt=Temporary Capacity Flow
OK Is Channel Capacity OK? 1.6 1.2 OK Is Channel Capacity OK? 1.0 0.9
If Qp is greater than Qpr,channel capacity is OK! If Qt is greater than Qtr,channel capacity is OK!
NO Is Rip-Rap Required? 4.2 5.0 YES Is Temporary Lining Required? 5.1 2.0
If Vp is greater than Vpmax,Rip-Rap is required! If Vt is greater than Vtmax,Temporary Lining is required!
Increase Depth of Normal Flow Until Capacity is OK: Increase Depth of Normal Flow Until Capacity is OK:
1. If Rip-Rap is Not Required:Go to Temporary 1. If Liner is Not Required:Swale Design Complete.
2. If Rip-Rap is Required:Continue Below or Change Swale Type 2. If Liner is Required:Continue Below or Change Swale Type

NAG-ERONET
N/A =Selected Material-d50 Stone Size(Table 8.05f) DS150 =Selected Material(Table 8.05e)
2 Ib/ft^2 =Td=Permissible Sheer Stress (Table 8.05g) 1.75 Ib/ft^2 =Td=Permissible Sheer Stress (Table 8.05g)
0.6 feet =Width of Swale 2.1 feet =Width of Swale
3 1 =Slope of Swale 3 1 =Slope of Swale
0 feet =Base of Swale(For"T"Type Only-Otherwise=0) 0 feet =Base of Swale(For"T"Type Only-Otherwise=0)
0.1 feet =Depth of Swale 0.35 feet =Depth of Swale
0.069 =n=Roughness Coefficient(Table 8.05f) 0.035 =n=Roughness Coefficient(Table 8.05e)
0.8 feet/sec =Vt=Permanent Velocity for Rip-Rap Liners 3.6 feet/sec =Vt=Temporary Velocity for Temporary Liners
0.50 Ib/ft^2 =T=Shear Stress 1.75 Ib/ft^2 =T=Shear Stress
0.0 cfs =Qt=Permanent Capacity Flow 1.3 cfs =Qt=Temporary Capacity Flow
NO Is Permanent Channel Capacity OK? 0.0 1.2 OK Is Channel Capacity OK? 1.3 0.9
If Qt is greater than Qtr,channel capacity is OK! If Qt is greater than Qtr,channel capacity is OK!
OK Is Permanent Rip-Rap OK for Permanent Velocity Conditions? OK Is Temporary Lining OK for Temporary Velocity Conditions?
If Td is greater than T,liner is OK! 2.0 0.5 If Td is greater than T,liner is OK! 1.8 1.7
Increase Depth of Normal Flow Until Capacity is OK: Increase Depth of Normal Flow Until Capacity is OK:
1. If Rip-Rap is OK,Design Complete. 1. If Lining is OK,Design Complete.
2. If Rip-Rap is Not OK:Redesign is Necessary. 2. If Lining is Not OK,Redesign or Synthetic Mat is Necessary.

Swale# Calculation
Permanent Temporary
V =Type of Swale V =Type of Swale
3.0 1.0 =Slope of Sides(Run x Rise) 3.0 1.0 =Slope of Sides(Run x Rise)
0.0 0.4 2.4 =Dimensions of Normal Flow(B x D x T) 0.0 0.4 2.4 =Dimensions of Normal Flow(B x D x T)
Not Required =Rip-Rap d50 Stone Size SC150 =Liner
CONSTANTS
0.45 =Ct(RunOff Coefficient:Under Construction) Table 8.03a
0.4 =Cp(RunOff Coefficient:Developed) Table 8.03a
4.5 in/hr =Rainfall Intensity-12-(2 Year/5 Minute Storm)Figure 8.03d
6.5 in/hr =Rainfall Intensity-110-(10 Year/5 Minute Storm)Figure 8.03d
8.0 % =Slope
2.0 fps =Vt Max Soil Type(Table 8.05d) N/A
5.0 fps =Vp Max Grass Cover(Table 8.05a) Tall Fescue
0.68 acres =A(Area)
Perform Permanent Design First:
1. If Rip-Rap is Required:No Need for Temporary Liner.
2. If Rip-Rap is Not Required:Temporary Liner May Be Required.
Permanent Temporary
V =Swale Type (V,PorT) V =Swale Type (V,PorT)
2.4 feet =T=Top Width of Swale 1.8 feet =T=Top Width of Swale
3 1 =Slope of Swale Sides 3 1 =Slope of Swale Sides
0.9 =VR=Product of Velocity and Hydraulic Radius 0.6 =VR=Product of Velocity and Hydraulic Radius
0.03 =n=Roughness Coefficient(Table 8.05c) 0.02 =n=Roughness Coefficient(Table 8.05c)
n=0.03 is Standard for Permanent Conditions. n=0.03 is Standard for Permanent Conditions.
1. If Rip-Rap is Not Required:Using n=0.03 is OK 1. If Rip-Rap is Not Required:Using n=0.03 is OK
2. If Rip-Rap is Required:changing n per Table 8.05c may help. 2. If Rip-Rap is Required:changing n per Table 8.05c may help.
0 feet =B=Base of Swale("T"Type Only-Otherwise=0) 0 feet =B=Base of Swale("T"Type Only-Otherwise=0)
0.4 feet =Depth of Normal Flow 0.3 feet =Depth of Swale
1.8 cfs =Qpr=Required Permanent Flow 1.4 cfs =Qtr=Required Temporary Flow
4.6 fps =Vp=Permanent Velocity for Grass Lined Channel 5.7 feet/sec =Vt=Temporary Velocity for Unprotected Soils
2.2 cfs =Qp=Permanent Capacity Flow 1.6 cfs =Qt=Temporary Capacity Flow
OK Is Channel Capacity OK? 2.2 1.8 OK Is Channel Capacity OK? 1.6 1.4
If Qp is greater than Qpr,channel capacity is OK! If Qt is greater than Qtr,channel capacity is OK!
NO Is Rip-Rap Required? 4.6 5.0 YES Is Temporary Lining Required? 5.7 2.0
If Vp is greater than Vpmax,Rip-Rap is required! If Vt is greater than Vtmax,Temporary Lining is required!
Increase Depth of Normal Flow Until Capacity is OK: Increase Depth of Normal Flow Until Capacity is OK:
1. If Rip-Rap is Not Required:Go to Temporary 1. If Liner is Not Required:Swale Design Complete.
2. If Rip-Rap is Required:Continue Below or Change Swale Type 2. If Liner is Required:Continue Below or Change Swale Type

NAG-ERONET
N/A =Selected Material-d50 Stone Size(Table 8.05f) SC150 =Selected Material(Table 8.05e)
2 Ib/ft^2 =Td=Permissible Sheer Stress (Table 8.05g) 2 Ib/ft^2 =Td=Permissible Sheer Stress (Table 8.05g)
0.6 feet =Width of Swale 2.4 feet =Width of Swale
3 1 =Slope of Swale 3 1 =Slope of Swale
0 feet =Base of Swale(For"T"Type Only-Otherwise=0) 0 feet =Base of Swale(For"T"Type Only-Otherwise=0)
0.1 feet =Depth of Swale 0.4 feet =Depth of Swale
0.069 =n=Roughness Coefficient(Table 8.05f) 0.035 =n=Roughness Coefficient(Table 8.05e)
0.8 feet/sec =Vt=Permanent Velocity for Rip-Rap Liners 4.0 feet/sec =Vt=Temporary Velocity for Temporary Liners
0.50 Ib/ft^2 =T=Shear Stress 2.00 Ib/ft^2 =T=Shear Stress
0.0 cfs =Qt=Permanent Capacity Flow 1.9 cfs =Qt=Temporary Capacity Flow
NO Is Permanent Channel Capacity OK? 0.0 1.8 OK Is Channel Capacity OK? 1.9 1.4
If Qt is greater than Qtr,channel capacity is OK! If Qt is greater than Qtr,channel capacity is OK!
OK Is Permanent Rip-Rap OK for Permanent Velocity Conditions? OK Is Temporary Lining OK for Temporary Velocity Conditions?
If Td is greater than T,liner is OK! 2.0 0.5 If Td is greater than T,liner is OK! 2.0 2.0
Increase Depth of Normal Flow Until Capacity is OK: Increase Depth of Normal Flow Until Capacity is OK:
1. If Rip-Rap is OK,Design Complete. 1. If Lining is OK,Design Complete.
2. If Rip-Rap is Not OK:Redesign is Necessary. 2. If Lining is Not OK,Redesign or Synthetic Mat is Necessary.

Swale# Calculation
Permanent Temporary
V =Type of Swale V =Type of Swale
3.0 1.0 =Slope of Sides(Run x Rise) 3.0 1.0 =Slope of Sides(Run x Rise)
0.0 0.4 2.1 =Dimensions of Normal Flow(B x D x T) 0.0 0.4 2.1 =Dimensions of Normal Flow(B x D x T)
Not Required =Rip-Rap d50 Stone Size Curled Wood Mat =Liner
CONSTANTS
0.45 =Ct(RunOff Coefficient:Under Construction) Table 8.03a
0.4 =Cp(RunOff Coefficient:Developed) Table 8.03a
4.5 in/hr =Rainfall Intensity-12-(2 Year/5 Minute Storm)Figure 8.03d
6.5 in/hr =Rainfall Intensity-110-(10 Year/5 Minute Storm)Figure 8.03d
6.0 % =Slope
2.0 fps =Vt Max Soil Type(Table 8.05d) N/A
5.0 fps =Vp Max Grass Cover(Table 8.05a) Tall Fescue
0.46 acres =A(Area)
Perform Permanent Design First:
1. If Rip-Rap is Required:No Need for Temporary Liner.
2. If Rip-Rap is Not Required:Temporary Liner May Be Required.
Permanent Temporary
V =Swale Type (V,PorT) V =Swale Type (V,PorT)
2.1 feet =T=Top Width of Swale 1.8 feet =T=Top Width of Swale
3 1 =Slope of Swale Sides 3 1 =Slope of Swale Sides
0.7 =VR=Product of Velocity and Hydraulic Radius 0.6 =VR=Product of Velocity and Hydraulic Radius
0.03 =n=Roughness Coefficient(Table 8.05c) 0.02 =n=Roughness Coefficient(Table 8.05c)
n=0.03 is Standard for Permanent Conditions. n=0.03 is Standard for Permanent Conditions.
1. If Rip-Rap is Not Required:Using n=0.03 is OK 1. If Rip-Rap is Not Required:Using n=0.03 is OK
2. If Rip-Rap is Required:changing n per Table 8.05c may help. 2. If Rip-Rap is Required:changing n per Table 8.05c may help.
0 feet =B=Base of Swale("T"Type Only-Otherwise=0) 0 feet =B=Base of Swale("T"Type Only-Otherwise=0)
0.35 feet =Depth of Normal Flow 0.3 feet =Depth of Swale
1.2 cfs =Qpr=Required Permanent Flow 0.9 cfs =Qtr=Required Temporary Flow
3.7 fps =Vp=Permanent Velocity for Grass Lined Channel 5.0 feet/sec =Vt=Temporary Velocity for Unprotected Soils
1.4 cfs =Qp=Permanent Capacity Flow 1.3 cfs =Qt=Temporary Capacity Flow
OK Is Channel Capacity OK? 1.4 1.2 OK Is Channel Capacity OK? 1.3 0.9
If Qp is greater than Qpr,channel capacity is OK! If Qt is greater than Qtr,channel capacity is OK!
NO Is Rip-Rap Required? 3.7 5.0 YES Is Temporary Lining Required? 5.0 2.0
If Vp is greater than Vpmax,Rip-Rap is required! If Vt is greater than Vtmax,Temporary Lining is required!
Increase Depth of Normal Flow Until Capacity is OK: Increase Depth of Normal Flow Until Capacity is OK:
1. If Rip-Rap is Not Required:Go to Temporary 1. If Liner is Not Required:Swale Design Complete.
2. If Rip-Rap is Required:Continue Below or Change Swale Type 2. If Liner is Required:Continue Below or Change Swale Type

N/A =Selected Material-d50 Stone Size(Table 8.05f) Curled Wood Mat =Selected Material(Table 8.05e)
2 Ib/ft^2 =Td=Permissible Sheer Stress (Table 8.05g) 1.55 Ib/ft^2 =Td=Permissible Sheer Stress (Table 8.05g)
0.6 feet =Width of Swale 2.1 feet =Width of Swale
3 1 =Slope of Swale 3 1 =Slope of Swale
0 feet =Base of Swale(For"T"Type Only-Otherwise=0) 0 feet =Base of Swale(For"T"Type Only-Otherwise=0)
0.1 feet =Depth of Swale 0.35 feet =Depth of Swale
0.069 =n=Roughness Coefficient(Table 8.05f) 0.035 =n=Roughness Coefficient(Table 8.05e)
0.7 feet/sec =Vt=Permanent Velocity for Rip-Rap Liners 3.1 feet/sec =Vt=Temporary Velocity for Temporary Liners
0.37 Ib/ft^2 =T=Shear Stress 1.31 Ib/ft^2 =T=Shear Stress
0.0 cfs =Qt=Permanent Capacity Flow 1.2 cfs =Qt=Temporary Capacity Flow
NO Is Permanent Channel Capacity OK? 0.0 1.2 OK Is Channel Capacity OK? 1.2 0.9
If Qt is greater than Qtr,channel capacity is OK! If Qt is greater than Qtr,channel capacity is OK!
OK Is Permanent Rip-Rap OK for Permanent Velocity Conditions? OK Is Temporary Lining OK for Temporary Velocity Conditions?
If Td is greater than T,liner is OK! 2.0 0.4 If Td is greater than T,liner is OK! 1.6 1.3
Increase Depth of Normal Flow Until Capacity is OK: Increase Depth of Normal Flow Until Capacity is OK:
1. If Rip-Rap is OK,Design Complete. 1. If Lining is OK,Design Complete.
2. If Rip-Rap is Not OK:Redesign is Necessary. 2. If Lining is Not OK,Redesign or Synthetic Mat is Necessary.

Swale# Calculation
Permanent Temporary
V =Type of Swale V =Type of Swale
3.0 1.0 =Slope of Sides(Run x Rise) 3.0 1.0 =Slope of Sides(Run x Rise)
0.0 0.3 1.5 =Dimensions of Normal Flow(B x D x T) 0.0 0.3 1.5 =Dimensions of Normal Flow(B x D x T)
Not Required =Rip-Rap d50 Stone Size Curled Wood Mat =Liner
CONSTANTS
0.45 =Ct(RunOff Coefficient:Under Construction) Table 8.03a
0.4 =Cp(RunOff Coefficient:Developed) Table 8.03a
4.5 in/hr =Rainfall Intensity-12-(2 Year/5 Minute Storm)Figure 8.03d
6.5 in/hr =Rainfall Intensity-110-(10 Year/5 Minute Storm)Figure 8.03d
6.0 % =Slope
2.0 fps =Vt Max Soil Type(Table 8.05d) N/A
5.0 fps =Vp Max Grass Cover(Table 8.05a) Tall Fescue
0.15 acres =A(Area)
Perform Permanent Design First:
1. If Rip-Rap is Required:No Need for Temporary Liner.
2. If Rip-Rap is Not Required:Temporary Liner May Be Required.
Permanent Temporary
V =Swale Type (V,PorT) V =Swale Type (V,PorT)
1.5 feet =T=Top Width of Swale 1.2 feet =T=Top Width of Swale
3 1 =Slope of Swale Sides 3 1 =Slope of Swale Sides
0.5 =VR=Product of Velocity and Hydraulic Radius 0.4 =VR=Product of Velocity and Hydraulic Radius
0.03 =n=Roughness Coefficient(Table 8.05c) 0.02 =n=Roughness Coefficient(Table 8.05c)
n=0.03 is Standard for Permanent Conditions. n=0.03 is Standard for Permanent Conditions.
1. If Rip-Rap is Not Required:Using n=0.03 is OK 1. If Rip-Rap is Not Required:Using n=0.03 is OK
2. If Rip-Rap is Required:changing n per Table 8.05c may help. 2. If Rip-Rap is Required:changing n per Table 8.05c may help.
0 feet =B=Base of Swale("T"Type Only-Otherwise=0) 0 feet =B=Base of Swale("T"Type Only-Otherwise=0)
0.25 feet =Depth of Normal Flow 0.2 feet =Depth of Swale
0.4 cfs =Qpr=Required Permanent Flow 0.3 cfs =Qtr=Required Temporary Flow
2.9 fps =Vp=Permanent Velocity for Grass Lined Channel 3.8 feet/sec =Vt=Temporary Velocity for Unprotected Soils
0.6 cfs =Qp=Permanent Capacity Flow 0.5 cfs =Qt=Temporary Capacity Flow
OK Is Channel Capacity OK? 0.6 0.4 OK Is Channel Capacity OK? 0.5 0.3
If Qp is greater than Qpr,channel capacity is OK! If Qt is greater than Qtr,channel capacity is OK!
NO Is Rip-Rap Required? 2.9 5.0 YES Is Temporary Lining Required? 3.8 2.0
If Vp is greater than Vpmax,Rip-Rap is required! If Vt is greater than Vtmax,Temporary Lining is required!
Increase Depth of Normal Flow Until Capacity is OK: Increase Depth of Normal Flow Until Capacity is OK:
1. If Rip-Rap is Not Required:Go to Temporary 1. If Liner is Not Required:Swale Design Complete.
2. If Rip-Rap is Required:Continue Below or Change Swale Type 2. If Liner is Required:Continue Below or Change Swale Type

N/A =Selected Material-d50 Stone Size(Table 8.05f) Curled Wood Mat =Selected Material(Table 8.05e)
2 Ib/ft^2 =Td=Permissible Sheer Stress (Table 8.05g) 1.55 Ib/ft^2 =Td=Permissible Sheer Stress (Table 8.05g)
0.6 feet =Width of Swale 1.5 feet =Width of Swale
3 1 =Slope of Swale 3 1 =Slope of Swale
0 feet =Base of Swale(For"T"Type Only-Otherwise=0) 0 feet =Base of Swale(For"T"Type Only-Otherwise=0)
0.1 feet =Depth of Swale 0.25 feet =Depth of Swale
0.069 =n=Roughness Coefficient(Table 8.05f) 0.035 =n=Roughness Coefficient(Table 8.05e)
0.7 feet/sec =Vt=Permanent Velocity for Rip-Rap Liners 2.5 feet/sec =Vt=Temporary Velocity for Temporary Liners
0.37 Ib/ft^2 =T=Shear Stress 0.94 Ib/ft^2 =T=Shear Stress
0.0 cfs =Qt=Permanent Capacity Flow 0.5 cfs =Qt=Temporary Capacity Flow
NO Is Permanent Channel Capacity OK? 0.0 0.4 OK Is Channel Capacity OK? 0.5 0.3
If Qt is greater than Qtr,channel capacity is OK! If Qt is greater than Qtr,channel capacity is OK!
OK Is Permanent Rip-Rap OK for Permanent Velocity Conditions? OK Is Temporary Lining OK for Temporary Velocity Conditions?
If Td is greater than T,liner is OK! 2.0 0.4 If Td is greater than T,liner is OK! 1.6 0.9
Increase Depth of Normal Flow Until Capacity is OK: Increase Depth of Normal Flow Until Capacity is OK:
1. If Rip-Rap is OK,Design Complete. 1. If Lining is OK,Design Complete.
2. If Rip-Rap is Not OK:Redesign is Necessary. 2. If Lining is Not OK,Redesign or Synthetic Mat is Necessary.