SWA000208_Design Calculations_20230525

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CHARLOTTE, N.C. 28217
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The Plant Guys
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(Stallings Commerce Drive)
Matthews, North Carolina
(Union County, North Carolina)
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The Plant Guys-22040

Swale (Liner) Calculations
The Plant Guys -22040

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: THE PLANT GUYS DESCRIPTION: "TD-1"
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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 GROWFH, 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 Velocity Calculated Allowable
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 GROWFH, 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 Velocity Calculated Allowable
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 GROWFH, 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 Velocity Calculated Allowable
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 GROWFH, 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 Velocity Calculated Allowable
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 -C18SS C (6"-12") •(BUNCH GROWFH, 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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 GROWFH, 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 Velocity Calculated Allowable
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 GROWFH, 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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 Velocity Calculated Allowable
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 (Q,o) = 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 = [Q,o/(3 *W)]2'3
TRAPPING EFFICIENCY
(75% Trapping Efficiency Per the Barfield and Clar Equation)
Surface Area Required at Design Flow = 325 * Q,o = 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 (Qj _ (5305.00 ft3/ 5 days) = 1061 ft3/day skimmersize bead
........................................................................®....................................................................m
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 tin 0.167ft
...........................................................®............................................................m
Therefore, Use 1.0 in. Orifice 2.5in 0.208ft
3 in 0.250 ft
...........................................................®............................................................m
4 in 0.292 ft
5 in 0.333 ft
...........................................................®............................................................m
6 in 0.417 ft
8 in 0.500 ft
.......................................................................................................................m

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 July 12,2022-12:12 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) (Q-) (Qoser) (Qiar) (Qror) (Q-p) (d) (A-) (P.) (Rh) (V) (He Hj Hb) (Ht) (T.) (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 ft2 2.2143 ft 0.3042 ft 3.85 fps 0.34 ft. 0.19 ft. 707.29 ft. 707.82 ft.
A3 718.63' 707.14' A2 705.90' 247.62 ft 0.0050 12 in HDPE 0.012 7.50 in/hr 2.60 cis 2.94 cis 0.77 ft 0.6489 ft' 2.1412 ft 0.3032 ft 3.95 fps 0.06 ft. 0.87 ft. 706.36 ft. 707.29 ft.
A2 709.95' 705.80' END 705.77' 6.14 ft 0.0049 15 in HDPE 0.012 0.20 ac 0.95 5 min. 7.50 in/hr 1.43 cfs 4.03 cis 5.26 cis 0.86 ft 0.9031 ft' 2.4508 ft 0.3688 ft 4.45 fps 0.08 ft. 0.02 ft. 706.27 ft. 706.36 ft.
B4 717.67' 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 cis 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 718.84' 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 cis 0.47 cfs 3.75 cfs 6.82 cfs 0.69 ft 0.6916 ft2 2.0888 ft 0.3311 ft 5.37 fps 0.15 ft. 0.32 ft. 712.88 ft. 713.45 ft.
B2 715.51' 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 cis 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 720.52' 715.75' C1 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 719.83' 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 714.43' 712.25' END 712.00' 33.10 ft 0.0076 15 in HDPE 0.012 0.80 ac o.80 7.50 in/hr 4.80 cfs 4.80 cfs 6.54 cfs 0.83 ft 0.8592 ft� 2.3706 ft 0.3624 ft 5.47 fps 0.58 ft. 0.13 ft. 712.50 ft. 713.21 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)
W = Do + La = 1 1.75'
OUTLET 2 MIN 90
I�T�TTTT�
PIPE
DIAMETER, Do=
80
L—
ah° 1
�O 70 I I I I I I --
TAILWATER < 0.5 D �\+
o
PERMANENT GEOTEXTILE FABRIC PQ� p�
! I I I I I I I I I i /i I OBI
D = 1.5 TIMES THE MAXIMUM D�
STONE DIAMETER BUT NOT LESS
THAN 6-INCHES ��\J 50
40 O� a 4
30 lam
I II I I I I I I I I I I \ I I I I I I I I I I I
I I I I I I I I I I \$� I I I I I I I I I I I I I I
20 N5 a%
d� W 3 Ld
12 W
La (MIN) FOR A 10
15" PIPE = 8' /i ii L`-�
a N
U)
0 I I I I I I I I I I I I I I I I I I I I I I �\ a/�OOI 2 0_
Dc cp ,O Of
\� p
a. Lo
RECOMMENDED MINd5o 6—IN
d5a (MIN) FOR A
15" PIPE = 0.50'
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
3 5 10 20 50 100 200 500 1000 (WHICH IS 6")
DISCHARGE, FT3 / SEC
PROPOSED
qo=4 cfs RIPRAP APRON
H.W. "A1"

Stormwater Management Calculations
The Plant Guys -22040

SAND-FILTER DETENTION BASIN WORKSHEET
THE PLANT GUYS - BASIN #1 July 01,2022
Total Drainage Area (AD) = 2.39 ac.
Total Impervious Area (A;) = 1.34 ac.
Impervious Fraction (IA) = 0.57 =Impervious Area (A;) / Total Drainage Area(A)
Runoff Coefficient (Rv) = 0.57 =0.05+0.9*IA [Per NCDENR DWQ BMP Manual]
WATER QUALITY VOLUME (WQJ TO BE CONTROLLED
Volume (V) to be controlled = (3630* Rp* Rv*AD) Where: Rp =Design Storm Depth = 1 inch
Ap =Watershed Area =2.39 ac.
Thus, Volume (WQv) = 4,945.15 ft3 *This volume is provided(above Sand Filter)at 714.54 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= = 1236.29 ft3
(Sediment Forebay Volume is provided at Elev. = 713.94 ft) (*Forebay Spillway will be at 714.00 ft)
Using the Camp-Hazen Equation, the Forebay Minimum Surface Area (AS) in "ft2" =240 x Rv x AD x Rp
Where: Rv=Runoff Coefficient(0.05 + 0.9*IA) = 0.57
AD =Watershed (or Drainage Area) =2.39 ac.
Rp = Design Storm (Runofo Depth = 1 inch
Thus, the Forebay Minimum Surface Area (AS) = 326.95 ft2
The proposed Forebay surface area (at the forebay spillway elevation) = 930.00 ft2
SEDIMENT FOREBAY STAGE-STORAGE
ELEVATION FOREBAYAREA FOREBAYINCREMENTAL VOLUME FOREBAY CUMULATIVE VOLUME
712.00 ft 381 ft2 0 ft3 0 ft3
713.00 ft 627 ft2 504 ft3 504 ft3
714.00 ft 930 ft2 779 ft3 1283 ft3
715.00 ft 1289 ft2 1110 ft3 2392 ft3
PRIMARY BASIN (ABOVE SAND FILTER) SIZING
Req'd. Basin Treatment Volume = "Adjusted"WQv= 0.75 *WQv = 3,708.86 ft3
("Adjusted" Water Quality Volume is provided at Elev. = 714.06 ft) (*Primary outlet will be at 714.10 ft)
PRIMARY BASIN (ABOVE SAND FILTER) STAGE-STORAGE
ELEVATION SURFACE AREA INCREMENTAL VOLUME BASIN CUMULATIVE VOLUME*
712.00 ft 1278 ft2 0 ft3 0 ft3
713.00 ft 1757 ft2 1518 ft3 1518 ft3
714.00 ft 2292 ft2 2025 ft3 3542 ft3
715.00 ft 2883 ft2 2588 ft3 6130 ft3
716.00 ft 4872 ft2 3878 ft3 10007 ft3
*Proposed Basin "Top of Dam"= 716.50 ft

SAND FILTER SIZING
Using Darcy's Equation, the Surface Area (in ,ft2,,) =Af= (WQ,*df)/[k * (hf+ df) *tf]
Where: WQ,= Water Quality Volume (in ft) =4945.15 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) = 1.27 ft
tf= Filter Bed Drain Time (in "days") =24hrs-24hrs/day = 1.000 days
Thus, Minimum Af= 936.65 ft2
Proposed Af= 940.00 ft2 (see Design Drawings)
SAND FILTER STAGE-STORAGE & FILTRATION RATE
STAGE(ELEVATION) AREA ACC. VOLUME ESTIMATED FILTRATION"
712.00 ft 940 ft2 0 ft3 0 ft3/day 0.00 cfs**
713.00 ft 940 ft2 940 ft3 4606 ft3/day 0.053 cfs
714.00 ft 940 ft2 1880 ft3 5922 ft3/day 0.069 cfs
715.00 ft 940 ft2 2820 ft3 7238 ft3/day 0.084 cfs
716.00 ft 940 ft2 3760 ft3 8554 ft3/day 1 0.099 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") = 0.057 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 714.54 ft (which is 2.54 ft above the sand filter surface)
Thus, the avg. water height above the sand filter surface =2.54 -2 = 1.27 ft, or= Elevation 713.27 ft
At 713.27 ft (or 1.27 ft above the sand filter), the filtration rate is= 0.057 cfs
The underdrain pipe capacity (Q.) is computed using Manning's equation: Q. = (1.49/n) *A,H* Rh213* S°.5
Where: n = Gauckler-Manning Coefficient = 0.013
A,H= Wetted Area = 0.196 ft2 (for a 6-inch diameter pipe)
Rh =Hydraulic Radius = (A,H/P,H) = 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, Q./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 - 1.77 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, Qpt= 0.005 cfs per hole * 1344 holes = 6.606 cfs For clogging, Qpt/2 = 3.30 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 Friday, 07/1 /2022
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, Rational, X1-Pre......................................................................................... 4
Hydrograph No. 2, Rational, DetainedArea.............................................................................. 5
Hydrograph No. 3, Reservoir, SandFilter................................................................................. 6
PondReport - SandFilter..................................................................................................... 7
Hydrograph No. 4, Rational, X1-Post....................................................................................... 8
Hydrograph No. 5, Rational, Bypass2...................................................................................... 9
Hydrograph No. 6, Rational, Bypass1.................................................................................... 10
HydrographNo. 7, Rational, A2.............................................................................................. 11
Hydrograph No. 8, Combine, X2-Post.................................................................................... 12
Hydrograph No. 9, Rational, X2-Pre....................................................................................... 13
TR-55 Tc Worksheet......................................................................................................... 14
10 - Year
SummaryReport....................................................................................................................... 15
HydrographReports................................................................................................................. 16
Hydrograph No. 1, Rational, X1-Pre....................................................................................... 16
Hydrograph No. 2, Rational, DetainedArea............................................................................ 17
Hydrograph No. 3, Reservoir, SandFilter............................................................................... 18
Hydrograph No. 4, Rational, X1-Post..................................................................................... 19
Hydrograph No. 5, Rational, Bypass2.................................................................................... 20
Hydrograph No. 6, Rational, Bypass1.................................................................................... 21
HydrographNo. 7, Rational, A2.............................................................................................. 22
Hydrograph No. 8, Combine, X2-Post.................................................................................... 23
Hydrograph No. 9, Rational, X2-Pre....................................................................................... 24
25 - Year
SummaryReport....................................................................................................................... 25
HydrographReports................................................................................................................. 26
Hydrograph No. 1, Rational, X1-Pre....................................................................................... 26
Hydrograph No. 2, Rational, DetainedArea............................................................................ 27
Hydrograph No. 3, Reservoir, SandFilter............................................................................... 28
Hydrograph No. 4, Rational, X1-Post..................................................................................... 29
Hydrograph No. 5, Rational, Bypass2.................................................................................... 30
Hydrograph No. 6, Rational, Bypassl.................................................................................... 31
HydrographNo. 7, Rational, A2.............................................................................................. 32
Hydrograph No. 8, Combine, X2-Post.................................................................................... 33
Hydrograph No. 9, Rational, X2-Pre....................................................................................... 34
100 - Year
SummaryReport....................................................................................................................... 35
HydrographReports................................................................................................................. 36

Contents continued... Hydro-22o4o-RationaI.gpw
Hydrograph No. 1, Rational, X1-Pre....................................................................................... 36
Hydrograph No. 2, Rational, DetainedArea............................................................................ 37
Hydrograph No. 3, Reservoir, SandFilter............................................................................... 38
Hydrograph No. 4, Rational, X1-Post..................................................................................... 39
Hydrograph No. 5, Rational, Bypass2.................................................................................... 40
Hydrograph No. 6, Rational, Bypass1.................................................................................... 41
HydrographNo. 7, Rational, A2.............................................................................................. 42
Hydrograph No. 8, Combine, X2-Post.................................................................................... 43
Hydrograph No. 9, Rational, X2-Pre....................................................................................... 44
OFReport.................................................................................................................. 45

1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk®Civil 3D®by Autodesk, Inc.v2022
X 1-Post
DetainedArea
i ■
X1-Pre
Sand Filter
ss1 A2
X2-Pre B ass2
-Post
Legend
Hvd• Origin Description
1 Rational X1-Pre
2 Rational DetainedArea
3 Reservoir SandFilter
4 Rational X1-Post
5 Rational Bypass2
6 Rational Bypass1
7 Rational A2
8 Combine X2-Post
9 Rational X2-Pre
Project: Hydro-22040-Rational.gpw Friday, 07/ 1 /2022

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 ------ 7.460 ------- ------- ------- 11.28 12.45 ------- 13.99 DetainedArea
3 Reservoir 2 0.059 ------- ------- ------- 0.068 0.070 ------- 2.643 SandFilter
4 Rational ------ 0.252 ------- ------- ------- 0.380 0.420 ------- 0.472 X1-Post
5 Rational ------ 0.344 ------- ------- ------- 0.521 0.574 ------- 0.646 Bypass2
6 Rational ------ 0.996 ------- ------- ------- 1.505 1.661 ------- 1.868 Bypass1
7 Rational ------ 0.957 ------- ------- ------- 1.446 1.596 ------- 1.794 A2
8 Combine 3,5,6, 2.336 ------- ------- ------- 3.526 3.887 ------- 4.366 X2-Post
7
9 Rational ------ 2.065 ------- ------- ------- 3.234 3.595 ------- 4.083 X2-Pre
Proj. file: Hydro-22040-Rational.gpw Friday, 07/ 1 /2022

3
Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3DObyAutodesk,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) (cult) (ft) (cuft)
1 Rational 0.292 1 5 88 ------ ------ ------ X1-Pre
2 Rational 7.460 1 5 2,238 ------ ------ ------ DetainedArea
3 Reservoir 0.059 1 10 2,209 2 713.35 2,218 Sand Filter
4 Rational 0.252 1 5 76 ------ ------ ------ X1-Post
5 Rational 0.344 1 5 103 ------ ------ ------ Bypass2
6 Rational 0.996 1 5 299 ------ ------ ------ Bypass1
7 Rational 0.957 1 5 287 ------ ------ ------ A2
8 Combine 2.336 1 5 2,899 3,5,6, ------ ------ X2-Post
7
9 Rational 2.065 1 16 1,982 ------ ------ ------ X2-Pre
Hyd ro-22040-RationaLgpw Return Period: 1 Year Friday, 07 / 1 /2022

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
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
X1-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 Ale, 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 Friday, 07/1 /2022
Hyd. No. 2
DetainedArea
Hydrograph type = Rational Peak discharge = 7.460 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,238 cuft
Drainage area = 2.390 ac Runoff coeff. = 0.62*
Intensity = 5.035 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(1.050 x 0.20)+(1.340 x 0.95)]/2.390
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 Friday, 07/1 /2022
Hyd. No. 3
SandFilter
Hydrograph type = Reservoir Peak discharge = 0.059 cfs
Storm frequency = 1 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,209 cuft
Inflow hyd. No. = 2 - DetainedArea Max. Elevation = 713.35 ft
Reservoir name = SandFilter Max. Storage = 2,218 cuft
Storage Indication method used.
SandFilter
Q (cfs) Hyd. No. 3-- 1 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 3 Hyd No. 2 0 Total storage used =2,218 cult

Pond Report 7
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
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(sgft) Incr.Storage(cult) Total storage(cult)
0.00 712.00 1,278 0 0
1.00 713.00 1,757 1,518 1,518
2.00 714.00 2,292 2,025 3,542
3.00 715.00 2,883 2,588 6,130
4.00 716.00 4,872 3,878 10,007
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 16.00 20.00 Inactive Inactive
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 714.10 714.10 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.10 3.10 3.33 3.33
Invert El.(ft) = 712.00 0.00 0.00 0.00 Weir Type = Broad Broad Rect ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 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
0.00 712.00
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0
Total Q Discharge(cfs)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
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 Friday,07/1/2022
Hyd. No. 5
Bypass2
Hydrograph type = Rational Peak discharge = 0.344 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 103 cuft
Drainage area = 0.190 ac Runoff coeff. = 0.36*
Intensity = 5.035 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(0.150 x 0.20)+(0.040 x 0.95)]/0.190
Bypass2
Q (Cfs) Hyd. No. 5 -- 1 Year Q (Cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 X X 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. 5 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 6
Bypass1
Hydrograph type = Rational Peak discharge = 0.996 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 299 cuft
Drainage area = 0.460 ac Runoff coeff. = 0.43*
Intensity = 5.035 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(0.320 x 0.20)+(0.140 x 0.95)]/0.460
Bypass1
Q (Cfs) Hyd. No. 6 -- 1 Year Q (Cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 X0.70
0.60 0.60
0.50 0.50
0.40 N 0.40
0.30 0.30
0.20 N 0.20
0.10 X 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 6 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 7
A2
Hydrograph type = Rational Peak discharge = 0.957 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 287 cuft
Drainage area = 0.200 ac Runoff coeff. = 0.95
Intensity = 5.035 in/hr Tc by User = 5.00 min
IDF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
A2
Q (cfs) Hyd. No. 7-- 1 Year Q (cfs)
1.00 1.00
0.90 X 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 z0.30
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. 7 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 8
X2-Post
Hydrograph type = Combine Peak discharge = 2.336 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,899 cuft
Inflow hyds. = 3, 5, 6, 7 Contrib. drain. area = 0.850 ac
X2-Post
Q (cfs) Hyd. No. 8-- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 60 120 180 240 300 360 420 480 540 600 660
Hyd No. 8 Hyd No. 3 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 9
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
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X2-Pre
Q (Cfs) Hyd. No. 9 -- 1 Year Q (Cfs)
3.00 3.00
2.00 2.00
OF z
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. 9 Time (min)

14
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 9
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

15
Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3DObyAutodesk,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) (cult) (ft) (cuft)
1 Rational 0.441 1 5 132 ------ ------ ------ X1-Pre
2 Rational 11.28 1 5 3,383 ------ ------ ------ DetainedArea
3 Reservoir 0.068 1 10 3,354 2 713.91 3,358 Sand Filter
4 Rational 0.380 1 5 114 ------ ------ ------ X1-Post
5 Rational 0.521 1 5 156 ------ ------ ------ Bypass2
6 Rational 1.505 1 5 452 ------ ------ ------ Bypass1
7 Rational 1.446 1 5 434 ------ ------ ------ A2
8 Combine 3.526 1 5 4,396 3,5,6, ------ ------ X2-Post
7
9 Rational 3.234 1 16 3,105 ------ ------ ------ X2-Pre
Hyd ro-22040-RationaLgpw Return Period: 10 Year Friday, 07 / 1 /2022

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
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
OF 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 z 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)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 2
DetainedArea
Hydrograph type = Rational Peak discharge = 11 .28 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,383 cuft
Drainage area = 2.390 ac Runoff coeff. = 0.62*
Intensity = 7.610 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(1.050 x 0.20)+(1.340 x 0.95)]/2.390
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)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 3
SandFilter
Hydrograph type = Reservoir Peak discharge = 0.068 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 3,354 cuft
Inflow hyd. No. = 2 - DetainedArea Max. Elevation = 713.91 ft
Reservoir name = SandFilter Max. Storage = 3,358 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 3 Hyd No. 2 0 Total storage used =3,358 cult

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
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 M0.35
0.30 0.30
0.25 0.25
0.20 z0.20
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)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 5
Bypass2
Hydrograph type = Rational Peak discharge = 0.521 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 156 cuft
Drainage area = 0.190 ac Runoff coeff. = 0.36*
Intensity = 7.610 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(0.150 x 0.20)+(0.040 x 0.95)]/0.190
Bypass2
Q (Cfs) Hyd. No. 5 -- 10 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. 5 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 6
Bypass1
Hydrograph type = Rational Peak discharge = 1 .505 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 452 cuft
Drainage area = 0.460 ac Runoff coeff. = 0.43*
Intensity = 7.610 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)=[(0.320 x 0.20)+(0.140 x 0.95)]/0.460
Bypass1
Q (Cfs) Hyd. No. 6 -- 10 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. 6 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 7
A2
Hydrograph type = Rational Peak discharge = 1 .446 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 434 cuft
Drainage area = 0.200 ac Runoff coeff. = 0.95
Intensity = 7.610 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
A2
Q (Cfs) Hyd. No. 7 -- 10 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. 7 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 8
X2-Post
Hydrograph type = Combine Peak discharge = 3.526 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,396 cuft
Inflow hyds. = 3, 5, 6, 7 Contrib. drain. area = 0.850 ac
X2-Post
Q (Cfs) Hyd. No. 8 -- 10 Year Q (Cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 -- - 0.00
0 60 120 180 240 300 360 420 480 540 600 660 720
Hyd No. 8 Hyd No. 3 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 9
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
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X2-Pre
Q (Cfs) Hyd. No. 9 -- 10 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. 9 Time (min)

25
Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3DObyAutodesk,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) (cult) (ft) (cuft)
1 Rational 0.487 1 5 146 ------ ------ ------ X1-Pre
2 Rational 12.45 1 5 3,734 ------ ------ ------ DetainedArea
3 Reservoir 0.070 1 10 3,705 2 714.06 3,708 Sand Filter
4 Rational 0.420 1 5 126 ------ ------ ------ X1-Post
5 Rational 0.574 1 5 172 ------ ------ ------ Bypass2
6 Rational 1.661 1 5 498 ------ ------ ------ Bypass1
7 Rational 1.596 1 5 479 ------ ------ ------ A2
8 Combine 3.887 1 5 4,854 3,5,6, ------ ------ X2-Post
7
9 Rational 3.595 1 16 3,452 ------ ------ ------ X2-Pre
Hyd ro-22040-RationaLgpw Return Period: 25 Year Friday, 07 / 1 /2022

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
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
OF 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 z0.15
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)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 2
DetainedArea
Hydrograph type = Rational Peak discharge = 12.45 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,734 cuft
Drainage area = 2.390 ac Runoff coeff. = 0.62*
Intensity = 8.399 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(1.050 x 0.20)+(1.340 x 0.95)]/2.390
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
000,
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)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 3
SandFilter
Hydrograph type = Reservoir Peak discharge = 0.070 cfs
Storm frequency = 25 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 3,705 cuft
Inflow hyd. No. = 2 - DetainedArea Max. Elevation = 714.06 ft
Reservoir name = SandFilter Max. Storage = 3,708 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 3,708 cuft

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
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
OF 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 z0.15
0.10 74 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)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 5
Bypass2
Hydrograph type = Rational Peak discharge = 0.574 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 172 cuft
Drainage area = 0.190 ac Runoff coeff. = 0.36*
Intensity = 8.399 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(0.150 x 0.20)+(0.040 x 0.95)]/0.190
Bypass2
Q (Cfs) Hyd. No. 5 --25 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. 5 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 6
Bypass1
Hydrograph type = Rational Peak discharge = 1 .661 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 498 cuft
Drainage area = 0.460 ac Runoff coeff. = 0.43*
Intensity = 8.399 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(0.320 x 0.20)+(0.140 x 0.95)]/0.460
Bypass1
Q (Cfs) Hyd. No. 6 --25 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. 6 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 7
A2
Hydrograph type = Rational Peak discharge = 1 .596 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 479 cuft
Drainage area = 0.200 ac Runoff coeff. = 0.95
Intensity = 8.399 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
A2
Q (Cfs) Hyd. No. 7 --25 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. 7 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 8
X2-Post
Hydrograph type = Combine Peak discharge = 3.887 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,854 cuft
Inflow hyds. = 3, 5, 6, 7 Contrib. drain. area = 0.850 ac
X2-Post
Q (Cfs) Hyd. No. 8 --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 60 120 180 240 300 360 420 480 540 600 660 720 780
Hyd No. 8 Hyd No. 3 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 9
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
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X2-Pre
Q (Cfs) Hyd. No. 9 --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. 9 Time (min)

35
Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3DObyAutodesk,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) (cult) (ft) (cuft)
1 Rational 0.548 1 5 164 ------ ------ ------ X1-Pre
2 Rational 13.99 1 5 4,198 ------ ------ ------ DetainedArea
3 Reservoir 2.643 1 9 4,170 2 714.17 3,989 Sand Filter
4 Rational 0.472 1 5 142 ------ ------ ------ X1-Post
5 Rational 0.646 1 5 194 ------ ------ ------ Bypass2
6 Rational 1.868 1 5 560 ------ ------ ------ Bypass1
7 Rational 1.794 1 5 538 ------ ------ ------ A2
8 Combine 4.366 1 5 5,462 3,5,6, ------ ------ X2-Post
7
9 Rational 4.083 1 16 3,920 ------ ------ ------ X2-Pre
Hyd ro-22040-RationaLgpw Return Period: 100 Year Friday, 07 / 1 /2022

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
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
OF 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 01 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 2
DetainedArea
Hydrograph type = Rational Peak discharge = 13.99 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,198 cuft
Drainage area = 2.390 ac Runoff coeff. = 0.62*
Intensity = 9.445 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(1.050 x 0.20)+(1.340 x 0.95)]/2.390
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)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 3
SandFilter
Hydrograph type = Reservoir Peak discharge = 2.643 cfs
Storm frequency = 100 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 4,170 cuft
Inflow hyd. No. = 2 - DetainedArea Max. Elevation = 714.17 ft
Reservoir name = SandFilter Max. Storage = 3,989 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
0 120 240 360 480 600 720 840 960 1080
Time (min)
Hyd No. 3 Hyd No. 2 0 Total storage used =3,989 cult

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
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 z0.15
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)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 5
Bypass2
Hydrograph type = Rational Peak discharge = 0.646 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 194 cuft
Drainage area = 0.190 ac Runoff coeff. = 0.36*
Intensity = 9.445 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(0.150 x 0.20)+(0.040 x 0.95)]/0.190
Bypass2
Q (Cfs) Hyd. No. 5 -- 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 z0.20
0.10 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 5 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 6
Bypass1
Hydrograph type = Rational Peak discharge = 1 .868 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 560 cuft
Drainage area = 0.460 ac Runoff coeff. = 0.43*
Intensity = 9.445 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(0.320 x 0.20)+(0.140 x 0.95)]/0.460
Bypass1
Q (Cfs) Hyd. No. 6 -- 100 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. 6 Time (min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 7
A2
Hydrograph type = Rational Peak discharge = 1 .794 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 538 cuft
Drainage area = 0.200 ac Runoff coeff. = 0.95
Intensity = 9.445 in/hr Tc by User = 5.00 min
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
A2
Q (Cfs) Hyd. No. 7 -- 100 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. 7 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday, 07/1 /2022
Hyd. No. 8
X2-Post
Hydrograph type = Combine Peak discharge = 4.366 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 5,462 cuft
Inflow hyds. = 3, 5, 6, 7 Contrib. drain. area = 0.850 ac
X2-Post
Q (cfs) Hyd. No. 8-- 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 60 120 180 240 300 360 420 480 540 600 660 720 780
Hyd No. 8 Hyd No. 3 Hyd No. 5 Hyd No. 6 Time (min)
— Hyd No. 7

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/1/2022
Hyd. No. 9
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
OF Curve = Monroe.IDF Asc/Rec limb fact = 1/1
X2-Pre
Q (Cfs) Hyd. No. 9 -- 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. 9 Time (min)

45
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc.v2022 Friday, 07/1 /2022
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.
Preci .file name: Monroe.pc
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