SW3240805_Design Calculations_20240913

SITEWORK CALCULATIONS
DRAKE ROAD FLEX I OFFICE I RETAIL
(DRAKE ROAD, MIDLAND, NC)
Prepared by:
JONES
CIVIL DESIGN
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DRAKE ROAD FLEX I OFFICE I RETAIL
SEDIMENT (SKIMMER / TRAP) DESIGN

"RISER" (SEDIMENT) BASIN WORKSHEET
DESCRIPTION: DRAKE ROAD FLEXIOFFICEIRETAIL (RISER BASIN #1)
Drainage Area to Basin (A) = 3.44 ac.
Disturbed Area to Basin (Ad) = 1.23 ac.
Weighted Runoff Coefficient (c) = 0.59
Required Basin Volume = 2214.00 ft3 =Ad x 1,800
Provided Volume (at 531.00)ft= 15386.50 ft3 (see table, below)
ELEVATION AREA INC. VOLUME ACC. VOLUME
528 3,293 ft2 0.00 ft3 0.00 sq. ft.
529 4,485 ft2 3889.00 ft3 3889.00 sq. ft.
530 5,735 ft2 5110.00 ft3 8999.00 sq. ft.
531 7,040 ft2 6387.50 ft3 15386.50 sq. ft.
532 8,403 ft2 7721.50 ft3 23108.00 sq. ft.
533 9,822 ft2 9112.50 ft3 32220.50 sq. ft.
SPILLWAY ANALYSIS
10-yr Flow Into Basin (Q10) = 13.82 cfs = (c*I*A); Where"I"=6.86 in/hr
Proposed Spillway Elevation = 531.00 ft
Proposed Spillway Width (W) = 15.00 ft
Flow Height Over Spillway(h) = 0.46 ft = [Q10/ (3 *W)]213
TRAPPING EFFICIENCY
(75% Trapping Efficiency Per the Barfield and Clar Equation)
Surface Area Required at Design Flow=435 * Q10 = 6012.96 ft2
Surface Area Provided at Design Flow (see table) = 7040.00 ft2
SKIMMER SIZING
Volume = 2214.00 ft3 (Released Over 2.0 days) Table 6.64a(NCDENR)
Flow (Qd) = (2214.00 ft3/ 2 days) = 1107 ft3/day Skimmer Size Head
Chosen Skimmer Size = 2.00 in Thus, Head (H) = 0.167 ft 1.5in 0.125 ft
Desired Orifice Diameter = [Qd/(2300 * (H)112)]112 = 1.09 in 2 in 0.167 ft
Therefore, Use 1.0 in. Orifice 2.5in 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

DRAKE ROAD FLEX I OFFICE I RETAIL
STORM DRAIN (PIPE SIZING

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CIVIL ENGINh6RlNC I LAND SOLUTIONS **V):r r:a►\ 0 w\):o** DRAKE ROAD FLEX I OFFICE I RETAIL END "C 1"

DRAKE ROAD FLEX I OFFICE I RETAIL
SWALE (OPEN CHANNEL) ANALYSIS

OPEN-CHANNEL FLOW WORKSHEET
PROJECT: DRAKE ROAD FLEX I OFFICE I RETAIL Description: DIVERSION TD-1
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.26 in/hr
DRAINAGE AREA ("A"): 0.66 ac
RUNOFF COEFFICIENT("c"): 0.50
FLOW FROM DRAINAGE AREA (Q=c*I*A): 2.40 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 220.00 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 Wetted Hydraulic Calculated Allowable
Velocity
, Flow Rate Flow Flow Perimeter Radius V Shear Shear
(Q) (D) (Af) ( Pw) ( R ) ( ) Stress Stress
2.40 cfs 0.58' 1.32 sq. ft. 4.20' 0.31 ft 1.82 fps 0.36 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: DRAKE ROAD FLEX I OFFICE I RETAIL Description: DIVERSION TD-2
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.26 in/hr
DRAINAGE AREA ("A"): 1.98 ac
RUNOFF COEFFICIENT("c"): 0.60
FLOW FROM DRAINAGE AREA (Q=c*I*A): 8.62 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 393.00 ft
CHANNEL BOTTOM WIDTH: 1.00 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 Wetted Hydraulic Calculated Allowable
Velocity
, Flow Rate Flow Flow Perimeter Radius V Shear Shear
(Q) (D) (Af) ( Pw) ( R ) ( ) Stress Stress
8.62 cfs 0.92' 3.46 sq. ft. 6.82' 0.51 ft 2.50 fps 0.57 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: DRAKE ROAD FLEX I OFFICE I RETAIL Description: SWALE "S-I"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.26 in/hr
DRAINAGE AREA ("A"): 0.37 ac
RUNOFF COEFFICIENT("c"): 0.45
FLOW FROM DRAINAGE AREA (Q=c*I*A): 1.21 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 183.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Fully Vegetated Perm. Liner(P300)
MANNING'S n-VALUE: 0.034
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Wetted Hydraulic Calculated Allowable
Velocity
, Flow Rate Flow Flow Perimeter Radius V Shear Shear
(Q) (D) (Af) ( Pw) ( R ) ( ) Stress Stress
1.21 cfs 0.38' 0.63 sq. ft. 2.91' 0.21 ft 1.93 fps 0.36 psf 8.00 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: DRAKE ROAD FLEX I OFFICE I RETAIL Description: SWALE "S-2"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.26 in/hr
DRAINAGE AREA ("A"): 0.42 ac
RUNOFF COEFFICIENT("c"): 0.60
FLOW FROM DRAINAGE AREA (Q=c*I*A): 1.83 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 160.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Fully Vegetated Perm. Liner(P300)
MANNING'S n-VALUE: 0.034
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Wetted Hydraulic Calculated Allowable
Velocity
, Flow Rate Flow Flow Perimeter Radius V Shear Shear
(Q) (D) (Af) ( Pw) ( R ) ( ) Stress Stress
1.83 cfs 0.46' 0.85 sq. ft. 3.39' 0.25 ft 2.14 fps 0.43 psf 8.00 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: DRAKE ROAD FLEX I OFFICE I RETAIL Description: SWALE "S-3"
FACTORS USED:
TIME OF CONCENTRATION (Tc): 5 min.
DESIGN STORM EVENT FREQUENCY: 10-yr
RAINFALL INTENSITY("I"): 7.26 in/hr
DRAINAGE AREA ("A"): 1.00 ac
RUNOFF COEFFICIENT("c"): 0.65
FLOW FROM DRAINAGE AREA (Q=c*I*A): 4.72 cfs
ADDITIONAL FLOW(or user-defined flow):
CHANNEL CHARACTERISTICS:
CHANNEL LENGTH: 176.00 ft
CHANNEL BOTTOM WIDTH: 0.50 ft
CHANNEL SLOPE: 0.015 ft/ft
CHANNEL SIDE SLOPES: 3 :1
CHANNEL LINING MATERIAL: Fully Vegetated Perm. Liner(P300)
MANNING'S n-VALUE: 0.027
ANALYSIS OF CHANNEL BOTTOM: VEGETATIVE GROWTH FORM= BUNCH
Total Depth of Area of Wetted Hydraulic Calculated Allowable
Velocity
, Flow Rate Flow Flow Perimeter Radius V Shear Shear
(Q) (D) (Af) ( Pw) ( R ) ( ) Stress Stress
4.72 cfs 0.62' 1.46 sq. ft. 4.41' 0.33 ft 3.24 fps 0.58 psf 8.00 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

DRAKE ROAD FLEX I OFFICE I RETAIL
STORM WATER (HYDROGRAPHS) ROUTING

Hydraflow Table of Contents Hydro-23049.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, Rational, PRE-south 4
Hydrograph No. 2, Rational, PRE-north 5
Hydrograph No. 3, Combine, PRE-runoff 6
Hydrograph No. 4, Rational, POST-bypass-south 7
Hydrograph No. 5, Rational, POST-bypass-north 8
Hydrograph No. 6, Rational, DevelopedArea 9
Hydrograph No. 7, Reservoir, Basin #1 10
Pond Report - Basin #1 11
Hydrograph No. 8, Combine, POST-south 12
Hydrograph No. 9, Combine, POST-Runoff 13
10 - Year
Summary Report 14
Hydrograph Reports 15
Hydrograph No. 1, Rational, PRE-south 15
Hydrograph No. 2, Rational, PRE-north 16
Hydrograph No. 3, Combine, PRE-runoff 17
Hydrograph No. 4, Rational, POST-bypass-south 18
Hydrograph No. 5, Rational, POST-bypass-north 19
Hydrograph No. 6, Rational, DevelopedArea 20
Hydrograph No. 7, Reservoir, Basin #1 21
Hydrograph No. 8, Combine, POST-south 22
Hydrograph No. 9, Combine, POST-Runoff 23
25 - Year
Summary Report 24
Hydrograph Reports 25
Hydrograph No. 1, Rational, PRE-south 25
Hydrograph No. 2, Rational, PRE-north 26
Hydrograph No. 3, Combine, PRE-runoff 27
Hydrograph No. 4, Rational, POST-bypass-south 28
Hydrograph No. 5, Rational, POST-bypass-north 29
Hydrograph No. 6, Rational, DevelopedArea 30
Hydrograph No. 7, Reservoir, Basin #1 31
Hydrograph No. 8, Combine, POST-south 32
Hydrograph No. 9, Combine, POST-Runoff 33
100 - Year
Summary Report 34
Hydrograph Reports 35
Hydrograph No. 1, Rational, PRE-south 35

Contents continued... Hydro-23049.gpw
Hydrograph No. 2, Rational, PRE-north 36
Hydrograph No. 3, Combine, PRE-runoff 37
Hydrograph No. 4, Rational, POST-bypass-south 38
Hydrograph No. 5, Rational, POST-bypass-north 39
Hydrograph No. 6, Rational, DevelopedArea 40
Hydrograph No. 7, Reservoir, Basin #1 41
Hydrograph No. 8, Combine, POST-south 42
Hydrograph No. 9, Combine, POST-Runoff 43
IDF Report 44

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
POST-Runoff
■
V POST-south POST-bypass-north
PRE-runoff
Basi # 1,01.
DevelopedArea
PRE-north
P E-sout OST-bypass-south
Legend
Hyd. Origin Description
1 Rational PRE-south
2 Rational PRE-north
3 Combine PRE-runoff
4 Rational POST-bypass-south
5 Rational POST-bypass-north
6 Rational DevelopedArea
7 Reservoir Basin#1
8 Combine POST-south
9 Combine POST-Runoff
Project: Hydro-23049.gpw Friday, 03/29/2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 4.547 6.882 7.578 8.510 PRE-south
2 Rational 7.913 11.98 13.19 14.81 PRE-north
3 Combine 1,2 12.46 18.86 20.77 23.32 PRE-runoff
4 Rational 1.122 1.699 1.870 2.101 POST-bypass-south
5 Rational 1.439 2.178 2.398 2.693 POST-bypass-north
6 Rational 7.424 11.24 12.37 13.90 DevelopedArea
7 Reservoir 6 0.022 0.028 0.030 0.032 Basin#1
8 Combine 4, 7 1.136 1.717 1.890 2.122 POST-south
9 Combine 5,8 2.575 3.895 4.288 4.815 POST-Runoff
Proj. file: Hydro-23049.gpw Friday, 03/29/2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 4.547 1 5 1,364 PRE-south
2 Rational 7.913 1 5 2,374 PRE-north
3 Combine 12.46 1 5 3,738 1,2 PRE-runoff
4 Rational 1.122 1 5 337 POST-bypass-south
5 Rational 1.439 1 5 432 POST-bypass-north
6 Rational 7.424 1 5 2,227 DevelopedArea
7 Reservoir 0.022 1 10 1,991 6 530.35 2,220 Basin#1
8 Combine 1.136 1 5 2,327 4,7 POST-south
9 Combine 2.575 1 5 2,759 5,8 POST-Runoff
Hydro-23049.gpw Return Period: 1 Year Friday, 03/29/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 1
PRE-south
Hydrograph type = Rational Peak discharge = 4.547 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,364 cuft
Drainage area = 1.580 ac Runoff coeff. = 0.6
Intensity = 4.796 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
PRE-south
Q (cfs) Hyd. No. 1 -- 1 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 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.v2024 Friday,03/29/2024
Hyd. No. 2
PRE-north
Hydrograph type = Rational Peak discharge = 7.913 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,374 cuft
Drainage area = 2.750 ac Runoff coeff. = 0.6
Intensity = 4.796 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
PRE-north
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 10.00
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.v2024 Friday,03/29/2024
Hyd. No. 3
PRE-runoff
Hydrograph type = Combine Peak discharge = 12.46 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,738 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.330 ac
PRE-runoff
Q (cfs) Hyd. No. 3 -- 1 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
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 4
POST-bypass-south
Hydrograph type = Rational Peak discharge = 1.122 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 337 cuft
Drainage area = 0.390 ac Runoff coeff. = 0.6
Intensity = 4.796 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
POST-bypass-south
Q (cfs) Hyd. No. 4 -- 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. 4 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 5
POST-bypass-north
Hydrograph type = Rational Peak discharge = 1.439 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 432 cuft
Drainage area = 0.500 ac Runoff coeff. = 0.6
Intensity = 4.796 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
POST-bypass-north
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)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 6
DevelopedArea
Hydrograph type = Rational Peak discharge = 7.424 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,227 cuft
Drainage area = 3.440 ac Runoff coeff. = 0.45*
Intensity = 4.796 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(2.150 x 0.20)+(1.230 x 0.90)]/3.440
DevelopedArea
Q (cfs) Hyd. No. 6 -- 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. 6 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 7
Basin #1
Hydrograph type = Reservoir Peak discharge = 0.022 cfs
Storm frequency = 1 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 1,991 cuft
Inflow hyd. No. = 6 - DevelopedArea Max. Elevation = 530.35 ft
Reservoir name = Basin #1 Max. Storage = 2,220 cuft
Storage Indication method used.
Basin #1
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
8.00 i 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. 7 Hyd No. 6 111111111 Total storage used = 2,220 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Pond No. 1 - Basin #1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=530.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 530.00 5,735 0 0
1.00 531.00 7,040 6,376 6,376
2.00 532.00 8,403 7,711 14,086
3.00 533.00 9,822 9,102 23,189
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 1.25 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00
Span(in) = 15.00 1.25 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 528.50 530.00 0.00 0.00 Weir Type = --- --- --- ---
Length(ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 1.00 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 Yes 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)
3.00 T 533.00
2.00 532.00
1.00 531.00
0.00 530.00
0.000 0.008 0.016 0.024 0.032 0.040 0.048 0.056 0.064 0.072 0.080
Total Q Discharge(cfs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 8
POST-south
Hydrograph type = Combine Peak discharge = 1.136 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,327 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 0.390 ac
POST-south
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
2.00 2.00
1.00 I 1.00
0.00 - L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 9
POST-Runoff
Hydrograph type = Combine Peak discharge = 2.575 cfs
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,759 cuft
Inflow hyds. = 5, 8 Contrib. drain. area = 0.500 ac
POST-Runoff
Q (cfs) Hyd. No. 9-- 1 Year Q(cfs)
3.00 3.00
2.00 I 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 9 Hyd No. 5 Hyd No. 8

14
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 6.882 1 5 2,064 PRE-south
2 Rational 11.98 1 5 3,593 PRE-north
3 Combine 18.86 1 5 5,658 1,2 PRE-runoff
4 Rational 1.699 1 5 510 POST-bypass-south
5 Rational 2.178 1 5 653 POST-bypass-north
6 Rational 11.24 1 5 3,371 DevelopedArea
7 Reservoir 0.028 1 10 2,921 6 530.53 3,361 Basin#1
8 Combine 1.717 1 5 3,431 4,7 POST-south
9 Combine 3.895 1 5 4,084 5,8 POST-Runoff
Hydro-23049.gpw Return Period: 10 Year Friday, 03/29/2024

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 1
PRE-south
Hydrograph type = Rational Peak discharge = 6.882 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,064 cuft
Drainage area = 1.580 ac Runoff coeff. = 0.6
Intensity = 7.259 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
PRE-south
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
7.00 7.00
6.00 6.00
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 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 2
PRE-north
Hydrograph type = Rational Peak discharge = 11.98 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,593 cuft
Drainage area = 2.750 ac Runoff coeff. = 0.6
Intensity = 7.259 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
PRE-north
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)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 3
PRE-runoff
Hydrograph type = Combine Peak discharge = 18.86 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 5,658 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.330 ac
PRE-runoff
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 4
POST-bypass-south
Hydrograph type = Rational Peak discharge = 1.699 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 510 cuft
Drainage area = 0.390 ac Runoff coeff. = 0.6
Intensity = 7.259 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
POST-bypass-south
Q (cfs) Hyd. No. 4 -- 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. 4 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 5
POST-bypass-north
Hydrograph type = Rational Peak discharge = 2.178 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 653 cuft
Drainage area = 0.500 ac Runoff coeff. = 0.6
Intensity = 7.259 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
POST-bypass-north
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
3.00 3.00
2.00 I 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)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 6
DevelopedArea
Hydrograph type = Rational Peak discharge = 11.24 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,371 cuft
Drainage area = 3.440 ac Runoff coeff. = 0.45*
Intensity = 7.259 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(2.150 x 0.20)+(1.230 x 0.90)]/3.440
DevelopedArea
Q (cfs) Hyd. No. 6 -- 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. 6 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 7
Basin #1
Hydrograph type = Reservoir Peak discharge = 0.028 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,921 cuft
Inflow hyd. No. = 6 - DevelopedArea Max. Elevation = 530.53 ft
Reservoir name = Basin #1 Max. Storage = 3,361 cuft
Storage Indication method used.
Basin #1
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 I- 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 -1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 3,361 cuft

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 8
POST-south
Hydrograph type = Combine Peak discharge = 1.717 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,431 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 0.390 ac
POST-south
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
2.00 - 2.00
1.00 1.00
0.00 - L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 9
POST-Runoff
Hydrograph type = Combine Peak discharge = 3.895 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,084 cuft
Inflow hyds. = 5, 8 Contrib. drain. area = 0.500 ac
POST-Runoff
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 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 9 Hyd No. 5 Hyd No. 8

24
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 7.578 1 5 2,273 PRE-south
2 Rational 13.19 1 5 3,957 PRE-north
3 Combine 20.77 1 5 6,230 1,2 PRE-runoff
4 Rational 1.870 1 5 561 POST-bypass-south
5 Rational 2.398 1 5 719 POST-bypass-north
6 Rational 12.37 1 5 3,712 DevelopedArea
7 Reservoir 0.030 1 10 3,181 6 530.58 3,702 Basin#1
8 Combine 1.890 1 5 3,742 4,7 POST-south
9 Combine 4.288 1 5 4,461 5,8 POST-Runoff
Hydro-23049.gpw Return Period: 25 Year Friday, 03/29/2024

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 1
PRE-south
Hydrograph type = Rational Peak discharge = 7.578 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,273 cuft
Drainage area = 1.580 ac Runoff coeff. = 0.6
Intensity = 7.993 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
PRE-south
Q (cfs) Hyd. No. 1 -- 25 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. 1 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 2
PRE-north
Hydrograph type = Rational Peak discharge = 13.19 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,957 cuft
Drainage area = 2.750 ac Runoff coeff. = 0.6
Intensity = 7.993 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
PRE-north
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)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 3
PRE-runoff
Hydrograph type = Combine Peak discharge = 20.77 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 6,230 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.330 ac
PRE-runoff
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 )Agillibl
6.00
3.00 3.00
#1. -
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 4
POST-bypass-south
Hydrograph type = Rational Peak discharge = 1.870 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 561 cuft
Drainage area = 0.390 ac Runoff coeff. = 0.6
Intensity = 7.993 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
POST-bypass-south
Q (cfs) Hyd. No. 4 -- 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. 4 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 5
POST-bypass-north
Hydrograph type = Rational Peak discharge = 2.398 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 719 cuft
Drainage area = 0.500 ac Runoff coeff. = 0.6
Intensity = 7.993 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
POST-bypass-north
Q (cfs) Hyd. No. 5-- 25 Year Q (cfs)
3.00 3.00
2.00 I 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)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 6
DevelopedArea
Hydrograph type = Rational Peak discharge = 12.37 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,712 cuft
Drainage area = 3.440 ac Runoff coeff. = 0.45*
Intensity = 7.993 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(2.150 x 0.20)+(1.230 x 0.90)]/3.440
DevelopedArea
Q (cfs) Hyd. No. 6 -- 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. 6 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 7
Basin #1
Hydrograph type = Reservoir Peak discharge = 0.030 cfs
Storm frequency = 25 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 3,181 cuft
Inflow hyd. No. = 6 - DevelopedArea Max. Elevation = 530.58 ft
Reservoir name = Basin #1 Max. Storage = 3,702 cuft
Storage Indication method used.
Basin #1
Q (cfs) Hyd. No. 7 -- 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 -1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 3,702 cuft

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 8
POST-south
Hydrograph type = Combine Peak discharge = 1.890 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,742 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 0.390 ac
POST-south
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
2.00 2.00
r
1.00 1.00
0.00 -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 9
POST-Runoff
Hydrograph type = Combine Peak discharge = 4.288 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,461 cuft
Inflow hyds. = 5, 8 Contrib. drain. area = 0.500 ac
POST-Runoff
Q (cfs) Hyd. No. 9-- 25 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 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 9 Hyd No. 5 Hyd No. 8

34
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 8.510 1 5 2,553 PRE-south
2 Rational 14.81 1 5 4,443 PRE-north
3 Combine 23.32 1 5 6,996 1,2 PRE-runoff
4 Rational 2.101 1 5 630 POST-bypass-south
5 Rational 2.693 1 5 808 POST-bypass-north
6 Rational 13.90 1 5 4,169 DevelopedArea
7 Reservoir 0.032 1 10 3,513 6 530.65 4,158 Basin#1
8 Combine 2.122 1 5 4,143 4,7 POST-south
9 Combine 4.815 1 5 4,951 5,8 POST-Runoff
Hydro-23049.gpw Return Period: 100 Year Friday, 03/29/2024

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 1
PRE-south
Hydrograph type = Rational Peak discharge = 8.510 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,553 cuft
Drainage area = 1.580 ac Runoff coeff. = 0.6
Intensity = 8.977 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
PRE-south
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
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. 1 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 2
PRE-north
Hydrograph type = Rational Peak discharge = 14.81 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,443 cuft
Drainage area = 2.750 ac Runoff coeff. = 0.6
Intensity = 8.977 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
PRE-north
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 2 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 3
PRE-runoff
Hydrograph type = Combine Peak discharge = 23.32 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 6,996 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.330 ac
PRE-runoff
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 4
POST-bypass-south
Hydrograph type = Rational Peak discharge = 2.101 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 630 cuft
Drainage area = 0.390 ac Runoff coeff. = 0.6
Intensity = 8.977 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
POST-bypass-south
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
3.00 3.00
2.00 I 2.00
V
1.00 1.00
7/-
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 4 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 5
POST-bypass-north
Hydrograph type = Rational Peak discharge = 2.693 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 808 cuft
Drainage area = 0.500 ac Runoff coeff. = 0.6
Intensity = 8.977 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
POST-bypass-north
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
3.00 3.00
2.00 I 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)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 6
DevelopedArea
Hydrograph type = Rational Peak discharge = 13.90 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,169 cuft
Drainage area = 3.440 ac Runoff coeff. = 0.45*
Intensity = 8.977 in/hr Tc by User = 5.00 min
IDF Curve = Concord.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)=[(2.150 x 0.20)+(1.230 x 0.90)]/3.440
DevelopedArea
Q (cfs) Hyd. No. 6 -- 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. 6 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 7
Basin #1
Hydrograph type = Reservoir Peak discharge = 0.032 cfs
Storm frequency = 100 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 3,513 cuft
Inflow hyd. No. = 6 - DevelopedArea Max. Elevation = 530.65 ft
Reservoir name = Basin #1 Max. Storage = 4,158 cuft
Storage Indication method used.
Basin #1
Q (cfs) Hyd. No. 7 -- 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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 4,158 cuft

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 8
POST-south
Hydrograph type = Combine Peak discharge = 2.122 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,143 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 0.390 ac
POST-south
Q (cfs) Hyd. No. 8 -- 100 Year Q(cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 1- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 8 Hyd No. 4 Hyd No. 7

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Hyd. No. 9
POST-Runoff
Hydrograph type = Combine Peak discharge = 4.815 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,951 cuft
Inflow hyds. = 5, 8 Contrib. drain. area = 0.500 ac
POST-Runoff
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 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 9 Hyd No. 5 Hyd No. 8

44
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/29/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 64.6880 13.0000 0.9002
2 66.7847 12.4000 0.8642
3 0.0000 0.0000 0.0000
5 75.2703 13.0000 0.8421
10 71.9699 12.4000 0.8031
25 61.9247 11.0000 0.7384
50 56.4944 10.1000 0.6971
100 50.2401 9.0000 0.6526
File name:Concord.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 4.80 3.85 3.22 2.78 2.45 2.19 1.98 1.81 1.67 1.55 1.45 1.36
2 5.66 4.55 3.82 3.31 2.92 2.62 2.38 2.18 2.02 1.88 1.76 1.65
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.60 5.37 4.55 3.96 3.52 3.17 2.89 2.66 2.46 2.30 2.15 2.03
10 7.26 5.93 5.04 4.41 3.93 3.55 3.25 2.99 2.78 2.60 2.45 2.31
25 7.99 6.54 5.59 4.90 4.39 3.99 3.66 3.40 3.17 2.98 2.81 2.66
50 8.51 6.98 5.97 5.26 4.73 4.31 3.97 3.69 3.45 3.25 3.07 2.92
100 8.98 7.35 6.31 5.58 5.03 4.60 4.25 3.96 3.72 3.51 3.33 3.17
Tc=time in minutes.Values may exceed 60.
Precip.file name:T:\HYDRAFLOW\rainfall files\NC\Concord.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 2.90 3.50 0.00 4.40 5.10 6.00 6.80 7.60
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

DRAKE ROAD FLEX I OFFICE I RETAIL
DRAINAGE AREA MAP(S)
SEE THE FUL-L--SIZE PI-AN SHEET C6.7