SWA000208_Design Calculations_20231106

ISAACS ,-)23
CIVIL ENGINEERING DESIGN & LAND SURVEYING
8720 RED OAK BOULEVARD, STE. 420
CHARLOTTE, N.C. 28217
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The Plant Guys
Independence Commerce Drive
(Stallings Commerce Drive)
Matthews, North Carolina
(Union County, North Carolina)
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NO. BY DATE REVISION
1 CMJ 10/10/23 PER REVIEW COMMENTS
The Plant Guys-22040

Swale (Liner) Calculations
The Plant Guys-22040

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: "TD-I"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 1.04 ac
RUNOFF COEFFICIENT("c"): 0.60
FLOW FROM DRAINAGE AREA(Q=c*I*A): 4.68 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 228.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.010 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.038
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
4.68 cfs 0.77' 2.18 sq. ft. 0.40 ft 2.15 fps 0.48 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: "TD-2"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.01 ac
RUNOFF COEFFICIENT("c"): 0.60
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.05 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 20.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.010 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(C125)
MANNING'S n-VALUE: 0.022
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.05 cfs 0.07' 0.05 sq. ft. 0.05 ft 0.94 fps 0.04 psf 2.25 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S1"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.09 ac
RUNOFF COEFFICIENT("c"): 0.50
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.34 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 86.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.023 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Vegetated -Class C (6"-12") *(BUNCH GROWTH; POOR COVERAGE)
MANNING'S n-VALUE: 0.045
SOIL CHARACTERISTICS: SOIL TEXTURE CLASS= SANDY CLAY LOAM
UNIFIED SOIL CLASSIFICATION: SC (CLAYEY SANDS,SAND-CLAY MIXTURE)
PLASTICITY INDEX: 23.0
VOID RATIO: 0.49
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.34 cfs 0.22' 0.26 sq. ft. 0.14 ft 1.32 fps 0.32 psf 1.87 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S2"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.10 ac
RUNOFF COEFFICIENT("c"): 0.70
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.53 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 235.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.009 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Vegetated -Class C (6"-12") *(BUNCH GROWTH; POOR COVERAGE)
MANNING'S n-VALUE: 0.045
SOIL CHARACTERISTICS: SOIL TEXTURE CLASS= SANDY CLAY LOAM
UNIFIED SOIL CLASSIFICATION: SC (CLAYEY SANDS,SAND-CLAY MIXTURE)
PLASTICITY INDEX: 23.0
VOID RATIO: 0.49
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.53 cfs 0.21' 0.55 sq. ft. 0.17 ft 0.95 fps 0.12 psf 1.87 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S3"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.16 ac
RUNOFF COEFFICIENT("c"): 0.80
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.96 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 380.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.013 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Vegetated -Class C (6"-12") *(BUNCH GROWTH; POOR COVERAGE)
MANNING'S n-VALUE: 0.045
SOIL CHARACTERISTICS: SOIL TEXTURE CLASS= SANDY CLAY LOAM
UNIFIED SOIL CLASSIFICATION: SC (CLAYEY SANDS,SAND-CLAY MIXTURE)
PLASTICITY INDEX: 23.0
VOID RATIO: 0.49
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.96 cfs 0.27' 0.74 sq. ft. 0.20 ft 1.30 fps 0.22 psf 1.87 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S4"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.26 ac
RUNOFF COEFFICIENT("c"): 0.70
FLOW FROM DRAINAGE AREA(Q=c*I*A): 1.37 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 134.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.075 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Vegetated -Class C (6"-12") *(BUNCH GROWTH; POOR COVERAGE)
MANNING'S n-VALUE: 0.045
SOIL CHARACTERISTICS: SOIL TEXTURE CLASS= SANDY CLAY LOAM
UNIFIED SOIL CLASSIFICATION: SC (CLAYEY SANDS,SAND-CLAY MIXTURE)
PLASTICITY INDEX: 23.0
VOID RATIO: 0.49
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
1.37 cfs 0.20' 0.52 sq. ft. 0.16 ft 2.65 fps 0.93 psf 1.87 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S5"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"):
RUNOFF COEFFICIENT("C"):
FLOW FROM DRAINAGE AREA(Q=C*I*A):
ADDITIONAL FLOW(or user-defined flow): 0.52 cfs (See Hydraflow Hydrographs:"Bypass2")
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 134.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.075 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Vegetated -Class C (6"-12") *(BUNCH GROWTH; POOR COVERAGE)
MANNING'S n-VALUE: 0.045
SOIL CHARACTERISTICS: SOIL TEXTURE CLASS= SANDY CLAY LOAM
UNIFIED SOIL CLASSIFICATION: SC (CLAYEY SANDS,SAND-CLAY MIXTURE)
PLASTICITY INDEX: 23.0
VOID RATIO: 0.49
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.52 cfs 0.11' 0.27 sq. ft. 0.10 ft 1.94 fps 0.54 psf 1.87 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S6"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.75 ac
RUNOFF COEFFICIENT("c"): 0.95
FLOW FROM DRAINAGE AREA(Q=c*I*A): 5.34 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 132.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Gravel (D50=2")
MANNING'S n-VALUE: 0.042
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
5.34 cfs 0.78' 2.23 sq. ft. 0.41 ft 2.39 fps 0.73 psf 0.80 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S7"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.68 ac
RUNOFF COEFFICIENT("c"): 0.80
FLOW FROM DRAINAGE AREA(Q=c*I*A): 4.08 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 206.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Vegetated -Class C (6"-12") *(BUNCH GROWTH; POOR COVERAGE)
MANNING'S n-VALUE: 0.035
SOIL CHARACTERISTICS: SOIL TEXTURE CLASS= SANDY CLAY LOAM
UNIFIED SOIL CLASSIFICATION: SC (CLAYEY SANDS,SAND-CLAY MIXTURE)
PLASTICITY INDEX: 23.0
VOID RATIO: 0.49
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
4.08 cfs 0.48' 1.65 sq. ft. 0.33 ft 2.47 fps 0.45 psf 1.13 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S8"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.08 ac
RUNOFF COEFFICIENT("c"): 0.60
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.36 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 206.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Vegetated -Class C (6"-12") *(BUNCH GROWTH; POOR COVERAGE)
MANNING'S n-VALUE: 0.045
SOIL CHARACTERISTICS: SOIL TEXTURE CLASS= SANDY CLAY LOAM
UNIFIED SOIL CLASSIFICATION: SC (CLAYEY SANDS,SAND-CLAY MIXTURE)
PLASTICITY INDEX: 23.0
VOID RATIO: 0.49
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.36 cfs 0.15' 0.36 sq. ft. 0.12 ft 1.00 fps 0.14 psf 1.87 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S1"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.09 ac
RUNOFF COEFFICIENT("c"): 0.50
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.34 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 86.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.023 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.055
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.34 cfs 0.24' 0.29 sq. ft. 0.15 ft 1.15 fps 0.34 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S2"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.10 ac
RUNOFF COEFFICIENT("c"): 0.70
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.53 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 235.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.009 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.055
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.53 cfs 0.24' 0.64 sq. ft. 0.18 ft 0.83 fps 0.13 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S3"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.16 ac
RUNOFF COEFFICIENT("c"): 0.80
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.96 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 380.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.013 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.055
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.96 cfs 0.30' 0.85 sq. ft. 0.22 ft 1.12 fps 0.24 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S4"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.26 ac
RUNOFF COEFFICIENT("c"): 0.70
FLOW FROM DRAINAGE AREA(Q=c*I*A): 1.37 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 134.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.075 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.055
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
1.37 cfs 0.22' 0.59 sq. ft. 0.17 ft 2.30 fps 1.04 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S5"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"):
RUNOFF COEFFICIENT("C"):
FLOW FROM DRAINAGE AREA(Q=C*I*A):
ADDITIONAL FLOW(or user-defined flow): 0.52 cfs (See Hydraflow Hydrographs:"Bypass2")
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 134.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.075 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.055
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.52 cfs 0.13' 0.31 sq. ft. 0.11 ft 1.69 fps 0.60 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S6"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.75 ac
RUNOFF COEFFICIENT("c"): 0.95
FLOW FROM DRAINAGE AREA(Q=c*I*A): 5.34 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 132.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.038
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
5.34 cfs 0.75' 2.06 sq. ft. 0.39 ft 2.59 fps 0.70 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S7"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.68 ac
RUNOFF COEFFICIENT("c"): 0.80
FLOW FROM DRAINAGE AREA(Q=c*I*A): 4.08 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 206.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.038
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
4.08 cfs 0.50' 1.75 sq. ft. 0.34 ft 2.33 fps 0.47 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: SWALE "S8"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.50 in/hr
DRAINAGE AREA ("A"): 0.08 ac
RUNOFF COEFFICIENT("c"): 0.60
FLOW FROM DRAINAGE AREA(Q=c*I*A): 0.36 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 206.00 ft
CHANNEL BOTTOM WIDTH: 2.00 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Unvegetated Temporary Liner(S75)
MANNING'S n-VALUE: 0.055
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Hydraulic Calculated Allowable
Velocity
Flow Rate Flow Flow Radius V Shear Shear
(Q) (D) (Af) ( R ) ( ) Stress Stress
0.36 cfs 0.17' 0.41 sq. ft. 0.14 ft 0.87 fps 0.15 psf 1.60 psf
ALLOWABLE SHEAR STRESS IS GREATER THAN THE CALCULATED SHEAR STRESS;THEREFORE,
CHANNEL BOTTOM WILL BE STABLE
Effective shear stress and permissible shear stresses were computed as described in the Hydraulic Engineering Circular No.15,Third Edition,Design of Roadside
Channels with Flexible Linings,September 2005 as produced by the U.S.Department of Transportation,Federal Highway Administration,National Highway
Institute

Skimmer Basin Calculations
The Plant Guys-22040

"SKIMMER" BASIN WORKSHEET
DESCRIPTION: THE PLANT GUYS
Drainage Area to Basin (A) = 1.75 ac.
Disturbed Area to Basin (Ad) = 1.70 ac.
Weighted Runoff Coefficient (c) = 0.65
Required Basin Volume = 3060.00 ft3 =Ad x 1,800
Provided Volume (at 713.00)ft= 5305.00 ft3 (see table, below)
ELEVATION AREA INC. VOLUME ACC. VOLUME
711 1988 ft2 0.00 ft3 0.00 sq. ft.
712 2638 ft2 2313.00 ft3 2313.00 sq. ft.
713 3346 ft2 2992.00 ft3 5305.00 sq. ft.
714 4109 ft2 3727.50 ft3 9032.50 sq. ft.
715 4930 ft2 4519.50 ft3 13552.00 sq. ft.
SPILLWAY ANALYSIS
10-yr Flow Into Basin (Q10) = 7.77 cfs = (c*I*A); Where"I"=6.86 in/hr
Proposed Spillway Elevation = 713.00 ft
Proposed Spillway Width (W) = 15.00 ft
Flow Height Over Spillway(h) = 0.31 ft = [Q10/ (3 *W)]213
TRAPPING EFFICIENCY
(75% Trapping Efficiency Per the Barfield and Clar Equation)
Surface Area Required at Design Flow= 325 * Q10= 2524.91 ft2
Surface Area Provided at Design Flow (see table) = 3346.00 ft2
SKIMMER SIZING _
Volume = 5305.00 ft3 (Released Over 5.0 days) Table 6.64a(NCDENR)
Flow(Qd) = (5305.00 ft3/ 5 days) = 1061 ft3/day Skimmer Size Head
Chosen Skimmer Size = 2.00 in Thus, Head (H) = 0.167 ft 1.5 in 0.125 ft
Desired Orifice Diameter = [Qd/(2300 * (H)12)]12 = 1.06 in 2 in 0.167ft
Therefore, Use 1.0 in. Orifice 2.5 in 0.208 ft
3 in 0.250 ft
4 in 0.292 ft
5 in 0.333 ft
6 in 0.417 ft
8 in 0.500 ft

Storm Drain (Pipe) Calculations
The Plant Guys-22040

GRAVITY PIPE FLOW ANALYSIS
BASED UPON MANNING'S&THE ENERGY EQUATION
PROJECT:THE PLANT GUYS
PIPE FLOW CALCULATIONS FOR A 10-YEAR STORM EVENT Stallings October 10,2023-05:46 PM
down- down- Pipe Pipe Pipe Manning's Drainage Runoff Time of Rainfall Surface User-Defined Lateral Total Capacity of Depth of Wetted Wetted Hydraulic Discharge Structure Pipe Tailwater Water Elev.
Structure Rim Invert stream stream Length Slope Diameter Pipe roughness Area Coeff. Concentration Intensity Runoff Flow Flow Flow Pipe Flow Flow Area Perimeter Radius Velocity Headlosses Headloss Elevation at Inlet
Name Elevation Out structure Invert (L) (S) (D) Material (n) (Ad) (c) (Tc) (I) (Qsrf) (Quser) (Qiat) (Qror) (Qcap) (d) (Aw) (Pw) (Rh) (V) (He Hj Hb) (Hr) (Tw) (HGL)
A4 716.00' 707.50' A3 707.25' 52.97 ft 0.0047 12 in HDPE 0.012 7.50 in/hr 2.60 cfs 2.60 cfs 2.85 cfs 0.80 ft 0.6736 ft' 2.2143 ft 0.3042 ft 3.85 fps 0.34 ft. 0.19 ft. 707.26 ft. 707.79 ft.
A3 718.51' 707.14' A2 705.95' 244.42 ft 0.0049 12 in HDPE 0.012 7.50 in/hr 2.60 cfs 2.90 cfs 0.79 ft 0.6655 ft' 2.1895 ft 0.3040 ft 3.91 fps 0.06 ft. 0.85 ft. 706.35 ft. 707.26 ft.
A2 711.79' 705.85' END 705.77' 21.67 ft 0.0037 15 in RCP 0.013 7.50 in/hr 0.90 cfs 3.50 cfs 4.22 cfs 0.91 ft 0.9598 ft' 2.5610 ft 0.3744 ft 3.61 fps 0.03 ft. 0.05 ft. 706.27 ft. 706.35 ft.
B4 716.50' 714.20' B3 713.55' 78.72 ft 0.0083 12 in HDPE 0.012 0.52 ac 0.75 7.50 in/hr 2.93 cfs 2.93 cfs 3.77 cfs 0.69 ft 0.5780 ft' 1.9606 ft 0.2950 ft 4.99 fps 0.48 ft. 0.36 ft. 713.45 ft. 714.30 ft.
B3 718.80' 713.45' B2 712.45' 121.94 ft 0.0082 15 in HDPE 0.012 0.05 ac 0.95 7.50 in/hr 0.36 cfs 0.47 cfs 3.75 cfs 6.82 cfs 0.69 ft 0.6916 ft' 2.0888 ft 0.3311 ft 5.37 fps 0.15 ft. 0.32 ft. 712.88 ft. 713.45 ft.
B2 715.50' 712.35' END 712.00' 42.93 ft 0.0082 18 in HDPE 0.012 0.75 ac 0.95 7.50 in/hr 5.34 cfs 9.10 cfs 11.06 cfs 1.10 ft 1.3822 ft' 3.0732 ft 0.4493 ft 6.56 fps 0.17 ft. 0.22 ft. 712.50 ft. 712.88 ft.
C2 720.50' 715.75' Cl 714.45' 85.19 ft 0.0153 12 in HDPE 0.012 0.09 ac 0.50 7.50 in/hr 0.34 cfs 0.34 cfs 5.13 cfs 0.18 ft 0.0961 ft' 0.8763 ft 0.1097 ft 3.51 fps 0.24 ft. 0.02 ft. 712.96 ft. 715.75 ft.
C1 719.90' 714.35' B3 713.55' 54.25 ft 0.0147 12 in HDPE 0.012 0.02 ac 0.90 7.50 in/hr 0.14 cfs 0.47 cfs 5.04 cfs 0.21 ft 0.1199 ft' 0.9521 ft 0.1259 ft 3.78 fps 0.06 ft. 0.02 ft. 712.88 ft. 712.96 ft.
D1 715.25' 714.00' END 712.00' 33.10 ft 0.0604 15 in HDPE 0.012 0.80 ac 0.80 7.50 in/hr 4.80 cfs 4.80 cfs 18.51 cfs 0.45 ft 0.3978 ft' 1.6088 ft 0.2473 ft 11.99 fps 2.79 ft. 0.21 ft. 712.50 ft. 715.50 ft.
E2 707.88' 706.90' El 706.30' 96.01 ft 0.0062 8 in HDPE 0.012 0.06 ac 0.60 7.50 in/hr 0.27 cfs 0.27 cfs 1.11 cfs 0.23 ft 0.1047 ft' 0.8301 ft 0.1261 ft 2.46 fps 0.12 ft. 0.06 ft. 706.42 ft. 706.90 ft.
El 707.96' 706.20' A2 706.05' 30.96 ft 0.0048 8 in HDPE 0.012 0.14 ac 0.60 7.50 in/hr 0.63 cfs 0.90 cfs 0.98 cfs 0.53 ft 0.2994 ft' 1.4762 ft 0.2028 ft 2.98 fps 0.03 ft. 0.11 ft. 706.27 ft. 706.42 ft.
PIPES 1

Energy Dissipater Calculations
The Plant Guys-22040

PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL:
3 Do= 3.75' L = APRON LENGTH, (FEET)
Do = OUTLET PIPE DIAMETER, (INCHES)
d50= MEDIAN STONE SIZE, (FEET)
I I I T
W = Do + La = 11.75'
90__
OUTLET 2 MIN 1 corn
PIPE 1 a'/
DIAMETER, Do= 1.25'
La �� 80 1 la'�o
' 1 Ii�.O 70 aii
_ .TAILWATER < 0.5 Do �O�' "�, 1 �Oc/ I %� ��
''°=='''='==•'=--�' PERMANENT GEOTEXTILE FABRIC PQ
D = 1.5 TIMES THE MAXIMUM 0 60 a/ A a4_k
THANSTONE6D1AMETER NCHES BUT NOT LESS ���C9 50 liii
1 a/� I a�b I I
�� I I I II II I ,�� � r I // � I
�`\'\40 1 I I I Ili 1111 �.,AIr A '��I�� I II
30 IIIIII i liI I I IN � MIN IIIPITI
4
I III I I I II I I 1 I d' /�',,
I III I I I I I 1 1�I- /'�i� l 1 1 1
20 a d,1I I II
WI I i.. au /La (MIN) FORA 10J41! L'*'
�o-
15" PIPE = 8' / I 1I I I :ry .. N
o N N I l i 4o 14 o� •� 32 I 2 cn
h
I I I I I I I 1 1 1 e raD i0 e 1 1 r a' O_
it tr �Co �t'k i• is I I I �` Et
a''�� la i e a 1 I
a.1� I 0
a*15 I I -o
RECOMMENDED MIN I I
d50 = 6-IN a%�2- 1
d50 (MIN) FOR A
I 1 1 1 1 I I 15" PIPE = 0.50'
I I I I I I I I
3 5 10 20 50 100 200 500 1000 (WHICH IS 6")
DISCHARGE, FT3 / SEC
PROPOSED
Q10=4 cfs RIPRAP APRON
H.W. "Al"

Stormwater Management Calculations
The Plant Guys-22040

SAND-FILTER DETENTION BASIN WORKSHEET
THE PLANT GUYS - BASIN #1 October 10,2023
Total Drainage Area (AD) = 2.23 ac.
Total Impervious Area (A;) = 1.34 ac.
Impervious Fraction (IA) = 0.61 =Impervious Area(Ai) / Total Drainage Area(A)
Runoff Coefficient (Rv) = 0.60 =0.05+0.9*IA [Per NCDENR DWQ BMP Manual]
WATER QUALITY VOLUME (WQv)TO BE CONTROLLED
Volume (V)to be controlled = (3630* RD* Rv*AD) Where: RD = Design Storm Depth = 1 inch
AD= Watershed Area = 2.23 ac.
Thus, Volume (WQv) = 4,856.94 ft3 *This volume is provided(above Sand Filter)at 715.06 ft
(See the Stage-Storage table,below)
RELEASE RATE
The Water Quality Volume (WQv)shall be released over a time period of 24 hours
SEDIMENT FOREBAY SIZING
Req'd. Sediment Forebay Volume = 0.25 *WQv= = 1214.24 ft3
(Sediment Forebay Volume is provided at Elev. = 713.07 ft) (*Forebay Spillway will be at 713.10 ft)
Using the Camp-Hazen Equation, the Forebay Minimum Surface Area (As) in "ft2" = 240 x R„x AD x RD
Where: Rv=Runoff Coefficient(0.05 + 0.9*IA) = 0.60
AD = Watershed (or Drainage Area) = 2.23 ac.
Rp = Design Storm (Runoff) Depth = 1 inch
Thus, the Forebay Minimum Surface Area (As) = 321.12 ft2
The proposed Forebay surface area (at the forebay spillway elevation) = 1349.65 ft2
SEDIMENT FOREBAY STAGE-STORAGE
ELEVATION FOREBAY AREA FOREBAY INCREMENTAL VOLUME FOREBAY CUMULATIVE VOLUME
712.00 ft 921 ft2 0 ft3 0 ft3
713.00 ft 1302 ft2 1112 ft3 1112 ft3
714.00 ft 1779 ft2 1540 ft3 2652 ft3
715.00 ft 2170 ft2 1974 ft3 4626 ft3
PRIMARY BASIN (ABOVE SAND FILTER) SIZING
Req'd. Basin Treatment Volume = "Adjusted"WQv= 0.75 *WQv = 3,642.71 ft3
("Adjusted"Water Quality Volume is provided at Elev. = 714.44 ft) (*Primary outlet will be at 714.50 ft)
PRIMARY BASIN (ABOVE SAND FILTER) STAGE-STORAGE
ELEVATION SURFACE AREA INCREMENTAL VOLUME BASIN CUMULATIVE VOLUME"
712.00 ft , 974 ft2 0 ft3 0 ft3
713.00 ft 1393 ft2 1184 ft3 1184 ft3
714.00 ft 1779 ft2 1586 ft3 2769 ft3
715.00 ft 2170 ft2 1974 ft3 4743 ft3
716.00 ft , 5178 ft2 3674 ft3 8417 ft3
*Proposed Basin"Top of Dam"=715.50 ft

SAND FILTER SIZING
Using Darcy's Equation, the Surface Area (in "ft2") = A,= (WQ,* df)/ [k* (hf+ df) *tf]
Where: WQ,= Water Quality Volume (in ft3) =4856.94 ft3
df= Filter Bed Depth (in "feet") = 2.5 ft
k = Coefficient of Permeabilty (for sand filter media) = 3.5 ft/day = 1.75 in/hr
hf=Average Height of Water (above Sand Filter bed) = 1.53 ft
tf= Filter Bed Drain Time (in "days") =24hrs=24hrs/day = 1.000 days
Thus, Minimum A,= 861.11 ft2
Proposed A,= 862.00 ft2 (see Design Drawings)
SAND FILTER STAGE-STORAGE & FILTRATION RATE
STAGE(ELEVATION) AREA ACC. VOLUME ESTIMATED FILTRATION*
712.00 ft 862 ft2 0 ft3 0 ft3/day 0.00 cfs**
713.00 ft 862 ft2 _862 ft3 4224 ft3/day 0.049 cfs
714.00 ft 862 ft2 1724 ft3 5431 ft3/day 0.063 cfs
715.00 ft 862 ft2 2586 ft3 6637 ft3/day 0.077 cfs
716.00 ft 862 ft2 3448 ft3 7844 ft3/day 0.091 cfs
*Estimated filtration rate(QE)is computed from the Darcy equation as follows:QE=V/tf=[Af*k*(hf+df)]/df
**Discharge at the surface elevation of the filter media is neglected and assumed to be zero
UNDERDRAIN PIPE AND PERFORATIONS
The capacity of the underdrain (and its perforations) must be greater than the sand filter's media capacity or
minimum drawdown rate, whichever is greater.
As calculated above, the maximum drawdown rate (or"maximum release rate") = 0.056 cfs
The sand filter media capacity is the filtration rate at the average water height above the sand filter surface.
Water Quality Volume is provided at 715.06 ft (which is 3.06 ft above the sand filter surface)
Thus, the avg. water height above the sand filter surface = 3.06 = 2 = 1.53 ft, or= Elevation 713.53 ft
At 713.53 ft (or 1.53 ft above the sand filter), the filtration rate is= 0.056 cfs
The underdrain pipe capacity (Qe) is computed using Manning's equation: Q. = (1.49/n)*Ay,* Rh2/3* S°5
Where: n = Gauckler-Manning Coefficient = 0.013
AN,= Wetted Area = 0.196 ft2 (for a 6-inch diameter pipe)
Rh = Hydraulic Radius = (A /PW) = 0.125 ft PW= Wet Perimeter= 1.57 ft
S = Slope of Pipe = 0.005 ft/ft (for a 0.50%slope)
Thus, Q. = 0.40 cfs To account for clogging, Qp/2 = 0.20 cfs
Therefore, the proposed underdrain pipe and perforations capacities are sufficient.
The perforation capacity (Qpe) is computed using the orifice flow equation: Qpe = c *A* (2*g*h)0•5
Where: c = Orifice Coefficient = 0.6 g = Gravitational Constant = 32.2 ft/sec2
A =Area of Orifice Opening (in ft2) = 0.00077 ft2 (for 3/8"perforations)
h = Height of Water Above Orifice = 2.03 ft* *The height of water above the orifice is the average
height of water above the filter+the thickness of the
Thus, Qpe = 0.005 cfs (per hole) filter+1/2 the thickness of the underdrain bed.
The underdrain shall have 4 perforated rows with each hole being 3 inches on-center. Also, there will be
at least 84 ft of underdrain piping. Thus, the total number of perforations = [84 = (3/12)] *4 = 1344
Thus, Qp,= 0.005 cfs per hole * 1344 holes = 7.070 cfs For clogging, Qp,/2 = 3.53 cfs
Therefore, the proposed underdrain pipe and perforations capacities are sufficient.

Storm Routing (Hydraflow Hydrographs) Report
The Plant Guys-22040

Hydraflow Table of Contents Hydro-22040-Rational.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, Rational, X1-Pre 4
Hydrograph No. 2, Rational, DetainedArea 5
Hydrograph No. 3, Reservoir, SandFilter 6
Pond Report - SandFilter 7
Hydrograph No. 4, Rational, X1-Post 8
Hydrograph No. 5, Rational, Bypass 9
Hydrograph No. 6, Combine, X2-Post 10
Hydrograph No. 7, Rational, X2-Pre 11
TR-55 Tc Worksheet 12
10 - Year
Summary Report 13
Hydrograph Reports 14
Hydrograph No. 1, Rational, X1-Pre 14
Hydrograph No. 2, Rational, DetainedArea 15
Hydrograph No. 3, Reservoir, SandFilter 16
Hydrograph No. 4, Rational, X1-Post 17
Hydrograph No. 5, Rational, Bypass 18
Hydrograph No. 6, Combine, X2-Post 19
Hydrograph No. 7, Rational, X2-Pre 20
25 - Year
Summary Report 21
Hydrograph Reports 22
Hydrograph No. 1, Rational, X1-Pre 22
Hydrograph No. 2, Rational, DetainedArea 23
Hydrograph No. 3, Reservoir, SandFilter 24
Hydrograph No. 4, Rational, X1-Post 25
Hydrograph No. 5, Rational, Bypass 26
Hydrograph No. 6, Combine, X2-Post 27
Hydrograph No. 7, Rational, X2-Pre 28
100 - Year
Summary Report 29
Hydrograph Reports 30
Hydrograph No. 1, Rational, X1-Pre 30
Hydrograph No. 2, Rational, DetainedArea 31
Hydrograph No. 3, Reservoir, SandFilter 32
Hydrograph No. 4, Rational, X1-Post 33
Hydrograph No. 5, Rational, Bypass 34
Hydrograph No. 6, Combine, X2-Post 35

Contents continued... Hydro-22040-Rational.gpw
Hydrograph No. 7, Rational, X2-Pre 36
IDF Report 37

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
X1-Post
DetainedArea
L �
X1-Pre
SandFilter vi
X2-Pre
�ss
p
YX2-Post
Legend
Hvd• Oriain Description
1 Rational X1-Pre
2 Rational DetainedArea
3 Reservoir SandFilter
4 Rational X1-Post
5 Rational Bypass
6 Combine X2-Post
7 Rational X2-Pre
Project: Hydro-22040-Rational.gpw Tuesday, 10/ 10/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Rational 0.292 0.441 0.487 0.548 X1-Pre
2 Rational 7.298 11.03 12.17 13.69 DetainedArea
3 Reservoir 2 0.046 0.953 1.391 2.039 SandFilter
4 Rational 0.252 0.380 0.420 0.472 X1-Post
5 Rational 1.639 2.478 2.735 3.075 Bypass
6 Combine 3,5 1.663 2.513 2.773 3.119 X2-Post
7 Rational 2.065 3.234 3.595 4.083 X2-Pre
Proj. file: Hydro-22040-Rational.gpw Tuesday, 10/ 10/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 0.292 1 5 88 X1-Pre
2 Rational 7.298 1 5 2,189 DetainedArea
3 Reservoir 0.046 1 10 2,134 2 712.95 2,175 SandFilter
4 Rational 0.252 1 5 76 X1-Post
5 Rational 1.639 1 5 492 Bypass
6 Combine 1.663 1 5 2,626 3,5 X2-Post
7 Rational 2.065 1 16 1,982 X2-Pre
Hydro-22040-Rational.gpw Return Period: 1 Year Tuesday, 10/ 10/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 1
X1-Pre
Hydrograph type = Rational Peak discharge = 0.292 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 88 cuft
Drainage area = 0.290 ac Runoff coeff. = 0.2*
Intensity = 5.035 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(12.860 x 0.30)+(0.640 x 0.95)]/0.290
Xl-Pre
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 2
DetainedArea
Hydrograph type = Rational Peak discharge = 7.298 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,189 cuft
Drainage area = 2.230 ac Runoff coeff. = 0.65*
Intensity = 5.035 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
"Composite(Area/C)=[(0.890 x 0.20)+(1.340 x 0.95)]/2.230
DetainedArea
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 3
SandFilter
Hydrograph type = Reservoir Peak discharge = 0.046 cfs
Storm frequency = 1 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,134 cuft
Inflow hyd. No. = 2 - DetainedArea Max. Elevation = 712.95 ft
Reservoir name = SandFilter Max. Storage = 2,175 cuft
Storage Indication method used.
SandFilter
0 (cfs) Hyd. No. 3 -- 1 Year 0 (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 2,175 cuft

Pond Report 7
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Pond No. 1 - SandFilter
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=712.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 712.00 1,895 0 0
1.00 713.00 2,695 2,295 2,295
2.00 714.00 3,557 3,126 5,421
3.00 715.00 4,339 3,948 9,369
4.00 716.00 5,178 4,759 14,128
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 12.00 Inactive 0.00 0.00 Crest Len(ft) = 2.00 16.00 20.00 Inactive
Span(in) = 12.00 0.00 0.00 0.00 Crest El.(ft) = 713.00 713.50 713.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.10 3.10 3.10 3.33
Invert El.(ft) = 707.50 0.00 0.00 0.00 Weir Type = Broad Broad Broad ---
Length(ft) = 313.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
4.00 716.00
3.00 715.00
2.00 714.00
1.00 713.00
0.00 I 712.00
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0
Total Q Discharge(cfs)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 4
X1-Post
Hydrograph type = Rational Peak discharge = 0.252 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 76 cuft
Drainage area = 0.250 ac Runoff coeff. = 0.2
Intensity = 5.035 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X1-Post
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 4 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 5
Bypass
Hydrograph type = Rational Peak discharge = 1.639 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 492 cuft
Drainage area = 0.880 ac Runoff coeff. = 0.37*
Intensity = 5.035 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
"Composite(Area/C)=[(0.680 x 0.20)+(0.200 x 0.95)]/0.880
Bypass
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 5 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 6
X2-Post
Hydrograph type = Combine Peak discharge = 1.663 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,626 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 0.880 ac
X2-Post
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
2.00 2.00
1.00 j 1.00
0.00 0.00
0 60 120 180 240 300 360 420 480 540 600 660 720 780 840
Time (min)
Hyd No. 6 Hyd No. 3 Hyd No. 5

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 7
X2-Pre
Hydrograph type = Rational Peak discharge = 2.065 cfs
Storm frequency = 1 yrs Time to peak = 16 min
Time interval = 1 min Hyd. volume = 1,982 cuft
Drainage area = 3.150 ac Runoff coeff. = 0.2
Intensity = 3.277 in/hr Tc by TR55 = 16.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X2-Pre
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
3.00 3.00
2.00 ' 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32
Hyd No. 7 Time (min)

12
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 7
X2-Pre
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.12 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 14.45 + 0.00 + 0.00 = 14.45
Shallow Concentrated Flow
Flow length (ft) = 364.00 0.00 0.00
Watercourse slope (%) = 3.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.15 0.00 0.00
Travel Time (min) = 1.93 + 0.00 + 0.00 = 1.93
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 16.00 min

13
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 0.441 1 5 132 X1-Pre
2 Rational 11.03 1 5 3,309 DetainedArea
3 Reservoir 0.953 1 10 3,246 2 713.27 3,153 SandFilter
4 Rational 0.380 1 5 114 X1-Post
5 Rational 2.478 1 5 743 Bypass
6 Combine 2.513 1 5 3,990 3,5 X2-Post
7 Rational 3.234 1 16 3,105 X2-Pre
Hydro-22040-Rational.gpw Return Period: 10 Year Tuesday, 10/ 10/2023

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 1
X1-Pre
Hydrograph type = Rational Peak discharge = 0.441 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 132 cuft
Drainage area = 0.290 ac Runoff coeff. = 0.2*
Intensity = 7.610 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(12.860 x 0.30)+(0.640 x 0.95)]/0.290
X1-Pre
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 2
DetainedArea
Hydrograph type = Rational Peak discharge = 11.03 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,309 cuft
Drainage area = 2.230 ac Runoff coeff. = 0.65*
Intensity = 7.610 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(0.890 x 0.20)+(1.340 x 0.95)]/2.230
DetainedArea
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 2 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 3
SandFilter
Hydrograph type = Reservoir Peak discharge = 0.953 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 3,246 cuft
Inflow hyd. No. = 2 - DetainedArea Max. Elevation = 713.27 ft
Reservoir name = SandFilter Max. Storage = 3,153 cuft
Storage Indication method used.
SandFilter
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 3,153 cuft

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 4
X1-Post
Hydrograph type = Rational Peak discharge = 0.380 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 114 cuft
Drainage area = 0.250 ac Runoff coeff. = 0.2
Intensity = 7.610 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X1-Post
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 4 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 5
Bypass
Hydrograph type = Rational Peak discharge = 2.478 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 743 cuft
Drainage area = 0.880 ac Runoff coeff. = 0.37*
Intensity = 7.610 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
"Composite(Area/C)=[(0.680 x 0.20)+(0.200 x 0.95)]/0.880
Bypass
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 5 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 6
X2-Post
Hydrograph type = Combine Peak discharge = 2.513 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,990 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 0.880 ac
X2-Post
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 J 0.00
0 60 120 180 240 300 360 420 480 540 600
Time (min)
Hyd No. 6 Hyd No. 3 Hyd No. 5

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 7
X2-Pre
Hydrograph type = Rational Peak discharge = 3.234 cfs
Storm frequency = 10 yrs Time to peak = 16 min
Time interval = 1 min Hyd. volume = 3,105 cuft
Drainage area = 3.150 ac Runoff coeff. = 0.2
Intensity = 5.133 in/hr Tc by TR55 = 16.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X2-Pre
Q (cfs) Hyd. No. 7-- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 I 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32
Hyd No. 7 Time (min)

21
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
I
1 Rational 0.487 1 5 146 X1-Pre
2 Rational 12.17 1 5 3,652 DetainedArea
3 Reservoir 1.391 1 9 3,589 2 713.36 3,414 SandFilter
4 Rational 0.420 1 5 126 X1-Post
5 Rational 2.735 1 5 820 Bypass
6 Combine 2.773 1 5 4,409 3,5 X2-Post
7 Rational 3.595 1 16 3,452 X2-Pre
Hydro-22040-Rational.gpw Return Period: 25 Year Tuesday, 10/ 10/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 1
X1-Pre
Hydrograph type = Rational Peak discharge = 0.487 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 146 cuft
Drainage area = 0.290 ac Runoff coeff. = 0.2*
Intensity = 8.399 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(12.860 x 0.30)+(0.640 x 0.95)]/0.290
X1-Pre
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 2
DetainedArea
Hydrograph type = Rational Peak discharge = 12.17 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,652 cuft
Drainage area = 2.230 ac Runoff coeff. = 0.65*
Intensity = 8.399 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(0.890 x 0.20)+(1.340 x 0.95)]/2.230
DetainedArea
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 3
SandFilter
Hydrograph type = Reservoir Peak discharge = 1.391 cfs
Storm frequency = 25 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 3,589 cuft
Inflow hyd. No. = 2 - DetainedArea Max. Elevation = 713.36 ft
Reservoir name = SandFilter Max. Storage = 3,414 cuft
Storage Indication method used.
SandFilter
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080
Time (min)
Hyd No. 3 Hyd No. 2 II 1 1 1 1 1 Total storage used = 3,414 cuft

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 4
X1-Post
Hydrograph type = Rational Peak discharge = 0.420 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 126 cuft
Drainage area = 0.250 ac Runoff coeff. = 0.2
Intensity = 8.399 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X1-Post
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
—
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 4 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 5
Bypass
Hydrograph type = Rational Peak discharge = 2.735 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 820 cuft
Drainage area = 0.880 ac Runoff coeff. = 0.37*
Intensity = 8.399 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
"Composite(Area/C)=[(0.680 x 0.20)+(0.200 x 0.95)]/0.880
Bypass
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 5 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 6
X2-Post
Hydrograph type = Combine Peak discharge = 2.773 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,409 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 0.880 ac
X2-Post
Q (cfs) Hyd. No. 6--25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 60 120 180 240 300 360 420 480 540
Time (min)
Hyd No. 6 Hyd No. 3 Hyd No. 5

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 7
X2-Pre
Hydrograph type = Rational Peak discharge = 3.595 cfs
Storm frequency = 25 yrs Time to peak = 16 min
Time interval = 1 min Hyd. volume = 3,452 cuft
Drainage area = 3.150 ac Runoff coeff. = 0.2
Intensity = 5.707 in/hr Tc by TR55 = 16.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X2-Pre
Q (cfs) Hyd. No. 7--25 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32
Hyd No. 7 Time (min)

29
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 0.548 1 5 164 X1-Pre
2 Rational 13.69 1 5 4,107 DetainedArea
3 Reservoir 2.039 1 9 4,044 2 713.47 3,754 SandFilter
4 Rational 0.472 1 5 142 X1-Post
5 Rational 3.075 1 5 923 Bypass
6 Combine 3.119 1 5 4,966 3,5 X2-Post
7 Rational 4.083 1 16 3,920 X2-Pre
Hydro-22040-Rational.gpw Return Period: 100 Year Tuesday, 10/ 10/2023

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 1
X1-Pre
Hydrograph type = Rational Peak discharge = 0.548 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 164 cuft
Drainage area = 0.290 ac Runoff coeff. = 0.2*
Intensity = 9.445 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(12.860 x 0.30)+(0.640 x 0.95)]/0.290
X1-Pre
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 2
DetainedArea
Hydrograph type = Rational Peak discharge = 13.69 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,107 cuft
Drainage area = 2.230 ac Runoff coeff. = 0.65*
Intensity = 9.445 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(0.890 x 0.20)+(1.340 x 0.95)]/2.230
DetainedArea
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 2 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 3
SandFilter
Hydrograph type = Reservoir Peak discharge = 2.039 cfs
Storm frequency = 100 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 4,044 cuft
Inflow hyd. No. = 2 - DetainedArea Max. Elevation = 713.47 ft
Reservoir name = SandFilter Max. Storage = 3,754 cuft
Storage Indication method used.
SandFilter
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — 0.00
0 60 120 180 240 300 360 420 480 540 600 660 720 780
Time (min)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 3,754 cuft

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 4
X1-Post
Hydrograph type = Rational Peak discharge = 0.472 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 142 cuft
Drainage area = 0.250 ac Runoff coeff. = 0.2
Intensity = 9.445 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X1-Post
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 4 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 5
Bypass
Hydrograph type = Rational Peak discharge = 3.075 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 923 cuft
Drainage area = 0.880 ac Runoff coeff. = 0.37*
Intensity = 9.445 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
"Composite(Area/C)=[(0.680 x 0.20)+(0.200 x 0.95)]/0.880
Bypass
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 5 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 6
X2-Post
Hydrograph type = Combine Peak discharge = 3.119 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,966 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 0.880 ac
X2-Post
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
1
0.00 — 0.00
0 60 120 180 240 300 360 420 480
Time (min)
Hyd No. 6 Hyd No. 3 Hyd No. 5

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Hyd. No. 7
X2-Pre
Hydrograph type = Rational Peak discharge = 4.083 cfs
Storm frequency = 100 yrs Time to peak = 16 min
Time interval = 1 min Hyd. volume = 3,920 cuft
Drainage area = 3.150 ac Runoff coeff. = 0.2
Intensity = 6.482 in/hr Tc by TR55 = 16.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X2-Pre
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32
Hyd No. 7 Time (min)

37
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 10/10/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 66.8196 12.9000 0.8963
2 76.9232 13.1000 0.8842
3 76.1571 12.9000 0.8569
5 77.2081 12.9000 0.8371
10 75.5517 12.4000 0.8036
25 66.0145 11.1000 0.7420
50 59.2567 10.1000 0.6965
100 53.8843 9.2000 0.6563
File name:Monroe.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 5.03 4.04 3.38 2.92 2.57 2.30 2.08 1.91 1.76 1.63 1.52 1.43
2 5.94 4.79 4.03 3.49 3.08 2.76 2.50 2.30 2.12 1.97 1.84 1.73
3 6.43 5.21 4.40 3.82 3.38 3.04 2.77 2.54 2.35 2.19 2.05 1.93
5 6.90 5.61 4.76 4.15 3.68 3.32 3.03 2.79 2.58 2.41 2.26 2.13
10 7.61 6.21 5.28 4.62 4.11 3.72 3.40 3.14 2.92 2.73 2.56 2.42
25 8.40 6.87 5.87 5.15 4.61 4.19 3.85 3.56 3.33 3.12 2.95 2.79
50 8.94 7.33 6.28 5.53 4.97 4.53 4.17 3.88 3.63 3.42 3.23 3.07
100 9.44 7.75 6.66 5.88 5.30 4.85 4.48 4.18 3.92 3.70 3.51 3.34
Tc=time in minutes.Values may exceed 60.
Precip.file name: Monroe.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.58 3.12 0.00 4.32 4.80 5.76 6.48 6.96
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00