SW5231001_Design Calculations_20231008

Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
Cover Description hydrologic soil group
Cover type and hydrologic condition Average percent A B C D
impervious area
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.)3:
Poor condition (grass cover< 50%) 68 79 86 89
Fair condition (grass cover 50% to 75%) 49 69 79 84
Good condition (grass cover> 75%) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) 98 98 98 98
Streets and roads:
Paved; curbs and storm sewers (excluding 98 98 98 98
right-of-way)
Paved; open ditches (including right-of-way) 83 89 92 93
Gravel (including right-of-way) 76 85 89 91
Dirt(including right-of-way) 72 82 87 89
Urban districts:
Commercial and business 85 89 92 94 95
Industrial 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less (town houses) 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acres 12 46 65 77 82
Developing urban areas
Newly graded areas 77 86 91 94
(pervious areas only, no vegetation)4
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1.Average runoff condition,and la=0.2S.
2.The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious
areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent
to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3.CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover type.
4.Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas.
Rev.6/06 8.03.17

8
Table 8.03f Runoff curve numbers for cultivated agriculture lands'
Curve numbers for
Cover description hydrologic soil groups
Hydrologic
Cover type Treatments' conditions3 A B C D
Fallow Bare soil 77 86 91 94
Row crops Straight row Good 67 78 85 89
Contoured & Good 62 71 78 81
terraced
1 Average runoff condition, and la=0.2S
2 Crop residue cover applies only if residue is on at least 5% of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff, including (a)density
and canopy of vegetative areas, (b) amount of year-round cover, (c) amount of grass or close-seeded
legumes, (d) percent of residue cover on the land surface (good >_ 20%), and (e) degree of surface
roughness.
Poor: Factors impair infiltration and tend to increase runoff.
Good: Factors encourage average and better than average infiltration and tend to decrease runoff.
8.03.18 Rev.6/06

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve numbers for
Cover description hydrologic soil groups
Hydrologic
Cover type conditions' A B C D
Pasture, grassland, or range— Poor 68 79 86 89
continuous forage for grazing. 2
Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass, protected — 30 58 71 78
from grazing and generally mowed for
hay.
Brush—brush-weed-grass mixture with Poor 48 67 77 83
brush the major element. 3
Fair 35 56 70 77
Good 30 4 48 65 73
Woods—grass combination (orchard or Poor 57 73 82 86
tree farm). 5
Fair 43 65 76 82
Good 32 58 72 79
Woods. 6 Poor 45 66 77 83
Fair 36 60 73 79
Good 30 4 55 70 77
Farmsteads—buildings, lanes, — 59 74 82 86
driveways, and surrounding lots.
1 Average runoff condition, and la=0.2S.
2 Poor:<50%ground cover or heavily grazed with no mulch.
Fair:50 to 75%ground cover and not heavily grazed.
Good:>75%ground cover and lightly or only occasionally grazed.
3 Poor:<50%ground cover.
Fair:50 to 75%ground cover.
Good:>75%ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50%woods and 50%grass(pasture)cover. Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor:Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair:Woods are grazed but not burned, and some forest litter covers the soil.
Good:Woods are protected from grazing, and litter and brush adequately cover the soil.
Rev.6/06 8.03.19

SGW POND 1

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 1 Pre-Dev DA-1A Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 6.29 484.3
CN(weighted) =total product/total area
Totals = 6.290 484.3
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 1 Pre-Dev DA-1B Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 2.53 194.8
CN(weighted) =total product/total area
Totals = 2.530 194.8
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 1 Post-Dev DA-1 Checked: Date: 28-Aug-23
Circle one: Present 6veloped FN: CNPOST.XLS
Runoff Curve Number(CN)
Pavement 98 11.15 1092.7
Grass
C (Grass Cover> 75%) 74 0.0
CN(weighted) =total product/total area
Totals = 11.150 1092.7
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0
Service, June 1986

SUBMERGED GRAVEL WETLAND POND 1
SIMPLE METHOD FOR RUNOFF VOLUME
Rv= 0.05+0.9 la DA= Drainage Area
R„= 0.95 DA= 11.15 AC
Imp Area= 11.15 AC
la= Impervious Fraction
la= Impervious Area
Drainage Area
la= 1.00
DESIGN VOLUME REQUIRED
D„= 3,630 Rd Rv DA Rd= 1 in Design Storm
Rv= 0.95
Dv= 38,450.78 FT3 DA= 11.15 AC
Vol. Provided = 58,305.00 FT3
VOLUME PROVIDED ADEQUATE OK
SURFACE AREA REQUIRED FOR DESIGN VOLUME
SA= D„ D„= 38,450.78 FT3 Design Volume
Ponding Depth
Ponding Depth = 2.00 FT
SA= 19,225.39 FT2
SA Provided = 27,553.00 FT2
SURFACE AREA PROVIDED ADEQUATE OK
Raleigh-Durham Airport August 2023
Authority PE3 Expansion

Hydraflow Table of Contents SGW Pond 1.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pond 1 Pre DA 1A 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pond 1 Pre DA 1 B 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, Combine, Pre-Dev Combined 8
Hydrograph No. 4, SCS Runoff, Post Pond 1 9
Hydrograph No. 5, Reservoir, POND 1 ROUTING 10
Pond Report - SGW POND 1 11
2 - Year
Summary Report 12
Hydrograph Reports 13
Hydrograph No. 1, SCS Runoff, Pond 1 Pre DA 1A 13
Hydrograph No. 2, SCS Runoff, Pond 1 Pre DA 1 B 14
Hydrograph No. 3, Combine, Pre-Dev Combined 15
Hydrograph No. 4, SCS Runoff, Post Pond 1 16
Hydrograph No. 5, Reservoir, POND 1 ROUTING 17
5 - Year
Summary Report 18
Hydrograph Reports 19
Hydrograph No. 1, SCS Runoff, Pond 1 Pre DA 1A 19
Hydrograph No. 2, SCS Runoff, Pond 1 Pre DA 1 B 20
Hydrograph No. 3, Combine, Pre-Dev Combined 21
Hydrograph No. 4, SCS Runoff, Post Pond 1 22
Hydrograph No. 5, Reservoir, POND 1 ROUTING 23
10 - Year
Summary Report 24
Hydrograph Reports 25
Hydrograph No. 1, SCS Runoff, Pond 1 Pre DA 1A 25
Hydrograph No. 2, SCS Runoff, Pond 1 Pre DA 1 B 26
Hydrograph No. 3, Combine, Pre-Dev Combined 27
Hydrograph No. 4, SCS Runoff, Post Pond 1 28
Hydrograph No. 5, Reservoir, POND 1 ROUTING 29
25 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, SCS Runoff, Pond 1 Pre DA 1A 31
Hydrograph No. 2, SCS Runoff, Pond 1 Pre DA 1 B 32

Contents continued... SGW Pond 1.gpw
Hydrograph No. 3, Combine, Pre-Dev Combined 33
Hydrograph No. 4, SCS Runoff, Post Pond 1 34
Hydrograph No. 5, Reservoir, POND 1 ROUTING 35
50 - Year
Summary Report 36
Hydrograph Reports 37
Hydrograph No. 1, SCS Runoff, Pond 1 Pre DA 1A 37
Hydrograph No. 2, SCS Runoff, Pond 1 Pre DA 1 B 38
Hydrograph No. 3, Combine, Pre-Dev Combined 39
Hydrograph No. 4, SCS Runoff, Post Pond 1 40
Hydrograph No. 5, Reservoir, POND 1 ROUTING 41
100 - Year
Summary Report 42
Hydrograph Reports 43
Hydrograph No. 1, SCS Runoff, Pond 1 Pre DA 1A 43
Hydrograph No. 2, SCS Runoff, Pond 1 Pre DA 1 B 44
Hydrograph No. 3, Combine, Pre-Dev Combined 45
Hydrograph No. 4, SCS Runoff, Post Pond 1 46
Hydrograph No. 5, Reservoir, POND 1 ROUTING 47
IDF Report 48

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk,Inc.v2021
4
V3
11111
Legend
Hyd. Origin Description
1 SCS Runoff Pond 1 Pre DA 1A
2 SCS Runoff Pond 1 Pre DA 1 B
3 Combine Pre-Dev Combined
4 SCS Runoff Post Pond 1
5 Reservoir POND 1 ROUTING
Project: SGW Pond 1.gpw Thursday, 08/24/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 5.153 7.617 11.44 14.64 19.08 22.65 26.31 Pond 1 Pre DA 1A
2 SCS Runoff 2.682 3.934 5.912 7.548 9.811 11.63 13.49 Pond 1 Pre DA 1 B
3 Combine 1,2 7.443 11.03 16.62 21.25 27.67 32.83 38.12 Pre-Dev Combined
4 SCS Runoff 42.45 51.54 64.58 74.85 88.62 99.47 110.47 Post Pond 1
5 Reservoir 4 0.000 0.591 2.057 4.178 6.561 8.038 9.297 POND 1 ROUTING
Proj. file: SGW Pond 1.gpw Thursday, 08/24/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 5.153 2 732 21,804 Pond 1 Pre DA 1A
2 SCS Runoff 2.682 2 726 8,770 Pond 1 Pre DA 1B
3 Combine 7.443 2 730 30,574 1,2 Pre-Dev Combined
4 SCS Runoff 42.45 2 716 98,619 Post Pond 1
5 Reservoir 0.000 2 n/a 0 4 326.19 98,619 POND 1 ROUTING
SGW Pond 1.gpw Return Period: 1 Year Thursday, 08/24/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 1 Pre DA 1A
Hydrograph type = SCS Runoff Peak discharge = 5.153 cfs
Storm frequency = 1 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 21,804 cuft
Drainage area = 6.290 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.10 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1A
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pond 1 Pre DA 1A
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) = 3.42 0.00 0.00
Land slope (%) = 0.40 0.00 0.00
Travel Time (min) = 26.28 + 0.00 + 0.00 = 26.28
Shallow Concentrated Flow
Flow length (ft) = 170.00 0.00 0.00
Watercourse slope (%) = 3.88 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.18 0.00 0.00
Travel Time (min) = 0.89 + 0.00 + 0.00 = 0.89
Channel Flow
X sectional flow area (sqft) = 6.75 0.00 0.00
Wetted perimeter (ft) = 9.49 0.00 0.00
Channel slope (%) = 8.41 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =9.83
0.00
0.00
Flow length (ft) ({0})547.0 0.0 0.0
Travel Time (min) = 0.93 + 0.00 + 0.00 = 0.93
Total Travel Time, Tc 28.10 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 1 Pre DA 1 B
Hydrograph type = SCS Runoff Peak discharge = 2.682 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 8,770 cuft
Drainage area = 2.530 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1 B
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
3.00 3.00
t
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
Hyd No. 2 Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 2
Pond 1 Pre DA 1 B
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) = 3.42 0.00 0.00
Land slope (%) = 1.42 0.00 0.00
Travel Time (min) = 15.83 + 0.00 + 0.00 = 15.83
Shallow Concentrated Flow
Flow length (ft) = 161.00 0.00 0.00
Watercourse slope (%) = 1.91 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.23 0.00 0.00
Travel Time (min) = 1.20 + 0.00 + 0.00 = 1.20
Channel Flow
X sectional flow area (sqft) = 5.00 0.00 0.00
Wetted perimeter (ft) = 10.20 0.00 0.00
Channel slope (%) = 4.19 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =5.40
0.00
0.00
Flow length (ft) ({0})322.0 0.0 0.0
Travel Time (min) = 0.99 + 0.00 + 0.00 = 0.99
Total Travel Time, Tc 18.00 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 7.443 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 30,574 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 8.820 ac
Pre-Dev Combined
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 1
Hydrograph type = SCS Runoff Peak discharge = 42.45 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 98,619 cuft
Drainage area = 11.150 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 1
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 4 - Post Pond 1 Max. Elevation = 326.19 ft
Reservoir name = SGW POND 1 Max. Storage = 98,619 cuft
Storage Indication method used.
POND 1 ROUTING
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 I 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 5 Hyd No. 4 II I I I I I Total storage used = 98,619 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Pond No. 1 - SGW POND 1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=323.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 323.00 24,553 0 0
1.00 324.00 29,917 27,188 27,188
2.00 325.00 32,338 31,117 58,305
3.00 326.00 34,815 33,566 91,870
4.00 327.00 37,349 36,071 127,941
5.00 328.00 39,939 38,633 166,574
6.00 329.00 42,586 41,251 207,825
7.00 330.00 45,289 43,926 251,752
8.00 331.00 48,049 46,658 298,409
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 60.00 6.00 0.00 0.00 Crest Len(ft) = 24.00 0.00 0.00 0.00
Span(in) = 60.00 36.00 0.00 0.00 Crest El.(ft) = 330.00 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) = 318.00 326.25 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 177.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 323.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 27,188 324.00 101.20 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.00 58,305 325.00 101.20 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.00 91,870 326.00 101.20 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 127,941 327.00 101.20 oc 5.11 ic --- --- 0.00 --- --- --- --- --- 5.107
5.00 166,574 328.00 101.20 oc 8.85 ic --- --- 0.00 --- --- --- --- --- 8.846
6.00 207,825 329.00 101.20 oc 11.42 ic --- --- 0.00 --- --- --- --- --- 11.42
7.00 251,752 330.00 101.20 oc 13.51 ic --- --- 0.00 --- --- --- --- --- 13.51
8.00 298,409 331.00 101.20 oc 15.32 ic --- --- 79.92 --- --- --- --- --- 95.24

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 7.617 2 732 31,312 Pond 1 Pre DA 1A
2 SCS Runoff 3.934 2 726 12,594 Pond 1 Pre DA 1B
3 Combine 11.03 2 728 43,906 1,2 Pre-Dev Combined
4 SCS Runoff 51.54 2 716 120,920 Post Pond 1
5 Reservoir 0.591 2 1120 21,804 4 326.40 106,281 POND 1 ROUTING
SGW Pond 1.gpw Return Period: 2 Year Thursday, 08/24/2023

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 1 Pre DA 1A
Hydrograph type = SCS Runoff Peak discharge = 7.617 cfs
Storm frequency = 2 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 31,312 cuft
Drainage area = 6.290 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.10 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1A
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 1 Pre DA 1 B
Hydrograph type = SCS Runoff Peak discharge = 3.934 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 12,594 cuft
Drainage area = 2.530 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1 B
Q (cfs) Hyd. No. 2 --2 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
Hyd No. 2 Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 11.03 cfs
Storm frequency = 2 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 43,906 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 8.820 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
Llimilminam....2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 1
Hydrograph type = SCS Runoff Peak discharge = 51.54 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 120,920 cuft
Drainage area = 11.150 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 1
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.591 cfs
Storm frequency = 2 yrs Time to peak = 18.67 hrs
Time interval = 2 min Hyd. volume = 21,804 cuft
Inflow hyd. No. = 4 - Post Pond 1 Max. Elevation = 326.40 ft
Reservoir name = SGW POND 1 Max. Storage = 106,281 cuft
Storage Indication method used.
POND 1 ROUTING
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 6 12 18 24 30 36 42 48 54
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 106,281 cuft

18
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 11.44 2 732 46,244 Pond 1 Pre DA 1A
2 SCS Runoff 5.912 2 724 18,601 Pond 1 Pre DA 1B
3 Combine 16.62 2 728 64,844 1,2 Pre-Dev Combined
4 SCS Runoff 64.58 2 716 153,088 Post Pond 1
5 Reservoir 2.057 2 818 53,972 4 326.59 113,263 POND 1 ROUTING
SGW Pond 1.gpw Return Period: 5 Year Thursday, 08/24/2023

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 1 Pre DA 1A
Hydrograph type = SCS Runoff Peak discharge = 11.44 cfs
Storm frequency = 5 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 46,244 cuft
Drainage area = 6.290 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.10 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1A
Q (cfs) Hyd. No. 1 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 1 Pre DA 1 B
Hydrograph type = SCS Runoff Peak discharge = 5.912 cfs
Storm frequency = 5 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 18,601 cuft
Drainage area = 2.530 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1 B
Q (cfs) Hyd. No. 2 --5 Year Q (cfs)
6.00 I 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 16.62 cfs
Storm frequency = 5 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 64,844 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 8.820 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3 --5 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 1
Hydrograph type = SCS Runoff Peak discharge = 64.58 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 153,088 cuft
Drainage area = 11.150 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 1
Q (cfs) Hyd. No. 4 --5 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 2.057 cfs
Storm frequency = 5 yrs Time to peak = 13.63 hrs
Time interval = 2 min Hyd. volume = 53,972 cuft
Inflow hyd. No. = 4 - Post Pond 1 Max. Elevation = 326.59 ft
Reservoir name = SGW POND 1 Max. Storage = 113,263 cuft
Storage Indication method used.
POND 1 ROUTING
Q (cfs) Hyd. No. 5 --5 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40 44
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 113,263 cuft

24
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 14.64 2 730 58,746 Pond 1 Pre DA 1A
2 SCS Runoff 7.548 2 724 23,629 Pond 1 Pre DA 1B
3 Combine 21.25 2 728 82,375 1,2 Pre-Dev Combined
4 SCS Runoff 74.85 2 716 178,465 Post Pond 1
5 Reservoir 4.178 2 762 79,349 4 326.84 122,034 POND 1 ROUTING
SGW Pond 1.gpw Return Period: 10 Year Thursday, 08/24/2023

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 1 Pre DA 1A
Hydrograph type = SCS Runoff Peak discharge = 14.64 cfs
Storm frequency = 10 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 58,746 cuft
Drainage area = 6.290 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.10 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1A
Q (cfs) Hyd. No. 1 -- 10 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 1 Pre DA 1 B
Hydrograph type = SCS Runoff Peak discharge = 7.548 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 23,629 cuft
Drainage area = 2.530 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1 B
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
8.00 8.00
I
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 21.25 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 82,375 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 8.820 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 10 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 41"- - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 1
Hydrograph type = SCS Runoff Peak discharge = 74.85 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 178,465 cuft
Drainage area = 11.150 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 1
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 ....---- *---,---_, 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 4.178 cfs
Storm frequency = 10 yrs Time to peak = 12.70 hrs
Time interval = 2 min Hyd. volume = 79,349 cuft
Inflow hyd. No. = 4 - Post Pond 1 Max. Elevation = 326.84 ft
Reservoir name = SGW POND 1 Max. Storage = 122,034 cuft
Storage Indication method used.
POND 1 ROUTING
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
80.00 I 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 122,034 cuft

30
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 19.08 2 730 76,255 Pond 1 Pre DA 1A
2 SCS Runoff 9.811 2 724 30,672 Pond 1 Pre DA 1B
3 Combine 27.67 2 728 106,927 1,2 Pre-Dev Combined
4 SCS Runoff 88.62 2 716 212,569 Post Pond 1
5 Reservoir 6.561 2 748 113,453 4 327.33 140,529 POND 1 ROUTING
SGW Pond 1.gpw Return Period: 25 Year Thursday, 08/24/2023

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 1 Pre DA 1A
Hydrograph type = SCS Runoff Peak discharge = 19.08 cfs
Storm frequency = 25 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 76,255 cuft
Drainage area = 6.290 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.10 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1A
Q (cfs) Hyd. No. 1 --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 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 1 Pre DA 1 B
Hydrograph type = SCS Runoff Peak discharge = 9.811 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 30,672 cuft
Drainage area = 2.530 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1 B
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 4 6.00
4.00 4.00
2.00 2.00
0.00 — ' — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 27.67 cfs
Storm frequency = 25 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 106,927 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 8.820 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
1
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 1
Hydrograph type = SCS Runoff Peak discharge = 88.62 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 212,569 cuft
Drainage area = 11.150 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 1
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
90.00 90.00
80.00 1 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 ______--.-- *-----. 10.00
0.00 - - - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 6.561 cfs
Storm frequency = 25 yrs Time to peak = 12.47 hrs
Time interval = 2 min Hyd. volume = 113,453 cuft
Inflow hyd. No. = 4 - Post Pond 1 Max. Elevation = 327.33 ft
Reservoir name = SGW POND 1 Max. Storage = 140,529 cuft
Storage Indication method used.
POND 1 ROUTING
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
90.00 — 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 h 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 140,529 cuft

36
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 22.65 2 730 90,501 Pond 1 Pre DA 1A
2 SCS Runoff 11.63 2 724 36,402 Pond 1 Pre DA 1B
3 Combine 32.83 2 728 126,902 1,2 Pre-Dev Combined
4 SCS Runoff 99.47 2 716 239,481 Post Pond 1
5 Reservoir 8.038 2 746 140,365 4 327.74 156,497 POND 1 ROUTING
SGW Pond 1.gpw Return Period: 50 Year Thursday, 08/24/2023

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 1 Pre DA 1A
Hydrograph type = SCS Runoff Peak discharge = 22.65 cfs
Storm frequency = 50 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 90,501 cuft
Drainage area = 6.290 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.10 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1A
Q (cfs) Hyd. No. 1 -- 50 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 1 Pre DA 1 B
Hydrograph type = SCS Runoff Peak discharge = 11.63 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 36,402 cuft
Drainage area = 2.530 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1 B
Q (cfs) Hyd. No. 2 -- 50 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 32.83 cfs
Storm frequency = 50 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 126,902 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 8.820 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 50 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 1
Hydrograph type = SCS Runoff Peak discharge = 99.47 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 239,481 cuft
Drainage area = 11.150 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 1
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
100.00 100.00
1
80.00 80.00
60.00 60.00
40.00 40.00
20.00 J .___ 20.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 8.038 cfs
Storm frequency = 50 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 140,365 cuft
Inflow hyd. No. = 4 - Post Pond 1 Max. Elevation = 327.74 ft
Reservoir name = SGW POND 1 Max. Storage = 156,497 cuft
Storage Indication method used.
POND 1 ROUTING
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 156,497 cuft

42
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 26.31 2 730 105,242 Pond 1 Pre DA 1A
2 SCS Runoff 13.49 2 724 42,331 Pond 1 Pre DA 1B
3 Combine 38.12 2 728 147,572 1,2 Pre-Dev Combined
4 SCS Runoff 110.47 2 716 266,779 Post Pond 1
5 Reservoir 9.297 2 744 167,663 4 328.16 173,067 POND 1 ROUTING
SGW Pond 1.gpw Return Period: 100 Year Thursday, 08/24/2023

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 1 Pre DA 1A
Hydrograph type = SCS Runoff Peak discharge = 26.31 cfs
Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 105,242 cuft
Drainage area = 6.290 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.10 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
28.00 28.00
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 1 Pre DA 1 B
Hydrograph type = SCS Runoff Peak discharge = 13.49 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 42,331 cuft
Drainage area = 2.530 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 1 Pre DA 1 B
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
14.00 14.00
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 — -- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 38.12 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 147,572 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 8.820 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 1
Hydrograph type = SCS Runoff Peak discharge = 110.47 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 266,779 cuft
Drainage area = 11.150 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 1
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
1
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
POND 1 ROUTING
Hydrograph type = Reservoir Peak discharge = 9.297 cfs
Storm frequency = 100 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 167,663 cuft
Inflow hyd. No. = 4 - Post Pond 1 Max. Elevation = 328.16 ft
Reservoir name = SGW POND 1 Max. Storage = 173,067 cuft
Storage Indication method used.
POND 1 ROUTING
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 173,067 cuft

48
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
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 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
name: P:\2021 Projects\21-065-RDU Parking Expansion_RSH\Design\_Pond Design\21-065-RDU Precip Data.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 2.83 3.42 0.00 4.27 4.94 5.84 6.55 7.27
SCS 6-Hr 0.00 0.00 0.00 2.99 0.00 4.08 4.58 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

Incremental Method for Calculating Drawdown Time for Vertical Filter Systems Using Darcy's Equation
Submerged Gravel Wetland Drawdown Calculations
Project Name: RDU PE3 Pond 1
Project Number: 21-065
Basin Information
Filter permeability(k)* = 0.0833 (ft/hr) *0.0833 fUhr-From planting media information.Does not
Top of treatment volume: Elev. = 326.25 account for#57 washed stone encircling the underdrain
Bottom of treatment volume: Elev. = 323.00 pipe system.Runoff from the first 1"of rainfall must draw
Number of increments = 13.00 (each) down between 2-5 days.
Filter Pipe Information
Runs Length
Length of pipe(L) = 12 (ft) 4 300
Pipe diameter(d) = 0.5 (ft)
Pipe invert elevation = 319 (ft)
Depth of Filter Media(D) = 0.5 (ft)
Width of Filter Media(W) = 85 (ft)
Mannings"n" = 0.01 unitless
Slope(ft per ft) = 0.005 (ft per ft)
Average Drawdown
Storage Change in Hydraulic Average Filter Instantaneous Discharge Per Time Per
Elevation Storage Increment(V) Elevation(H) Gradient Flow Area(A) Discharge(Q) Increm.(QAVG) Increm.(t)
ft (fti) (ft') (ft) (I) (ft`) (ft'/hr) (ft'/hr) (hrs) _
326.19 92824.4 6.94 13.88 1020 1179.3 _
5804.9 1163.2 5.0
326.00 87019.5 6.75 13.50 1020 1147.0 _
7584.7 1125.81 6.7
325.75 79434.8 6.5 13.00 1020 1104.6
7524.2 1083.31 6.9
325.50 71910.6' 6.25 12.50 1020 1062.1
7463.6 1040.8 7.2
325.25 64447.0 6 12.00 1020 1019.6
7403.0 998.4 7.4
325.00 57044.0 5.75 11.50 1020 977.1
7342.5 955.9 7.7
324.75 49701.5 5.5 11.00 1020 934.6
7281.9 913.41 8.0
324.50 42419.6 5.25 10.50 1020 892.1
7221.3 870.91 8.3
324.25, 35198.3 5 10.00 1020 849.7
7160.8 828.41 8.6
324.00 28037.5 4.75 9.50 1020 807.2 _
7100.2 785.91 9.0
323.75 20937.3 4.5 9.00 1 1020 764.71
7039.7 743.5 9.5
323.50 13897.6 4.25 8.50 1 1020 722.2
6979.1 701.0 10.0
323.25 6918.5 4 8.00 1020 679.7
6918.5 658.5 10.5
323.00 0.0 3.75 7.50 1020 637.2
Pond Geometry Total Drawdown Time= 47.6 (hours)
Side slopes: Horizontal: 3 Vertical: 1 Req.pipe capacity(inside dia)= 5.1 (inches)
Bottom Area: 27553 square feet Pipe diameter to be used= 6 (inches)
Bottom Perm: 323 feet Main line pipe slope= 0.005 (feet/foot)
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

ANTI-FLOTATION CALCULATIONS
SGW Pond 1
Inside Area of Structure
Length 6.00 ft
Width 6.00 ft
Total 36.00 sq.ft
Outside Area of Structure
Length 7.00 ft
Width 7.00 ft
Total 49.00 sq.ft.
Total Area 13.00 sq.ft.
Height of Riser 12.00 ft
Volume of Riser 156.00 cu.ft.
Weight of Concrete 150.00 lb/cu.ft.
Weight of Water 62.40 lb/cu.ft.
Amount of Water Displaced 9734.40 lb
Safety Factor 1.10
Required Anchor Weight 10707.84 lb/cu.ft.
Volume of Concrete Required 122.24 cu.ft.
Volume of Concrete
Length 8.00
Width 8.00
Depth 2.00
Total Volume 128.00 cu.ft.
Yards of Concrete 4.74 cu. Yd.
RDU PE3 21-065
Parking Lot Expansion 8/28/2023

SGS POND 2

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 2 Pre-Dev DA-2A Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 10.03 772.3
CN(weighted) =total product/total area
Totals = 10.030 772.3
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 2 Pre-Dev DA-2B Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 3.16 243.3
CN(weighted) =total product/total area
Totals = 3.160 243.3
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 2 Pre-Dev DA-2C Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 3.52 271.0
CN(weighted) =total product/total area
Totals = 3.520 271.0
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 2 Post-Dev DA-2A Checked: Date: 28-Aug-23
Circle one: Present 6veloped FN: CNPOST.XLS
Runoff Curve Number(CN)
Pavement 98 12.64 1238.7
Grass
C (Grass Cover> 75%) 74 0.0
CN(weighted) =total product/total area
Totals = 12.640 1238.7
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0
Service, June 1986

SUBMERGED GRAVEL WETLAND POND 2
SIMPLE METHOD FOR RUNOFF VOLUME
Rv= 0.05+0.9 la DA= Drainage Area
R„= 0.95 DA= 12.64 AC
Imp Area= 12.64 AC
la= Impervious Fraction
la= Impervious Area
Drainage Area
la= 1.00
DESIGN VOLUME REQUIRED
D„= 3,630 Rd Rv DA Rd= 1 in Design Storm
Rv= 0.95
Dv= 43,589.04 FT3 DA= 12.64 AC
Vol. Provided = 95,701.00 FT3
VOLUME PROVIDED ADEQUATE OK
SURFACE AREA REQUIRED FOR DESIGN VOLUME
SA= D„ D„= 43,589.04 FT3 Design Volume
Ponding Depth
Ponding Depth = 3.44 FT
SA= 12,671.23 FT2
SA Provided = 28,518.00 FT2
SURFACE AREA PROVIDED ADEQUATE OK
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

Hydraflow Table of Contents SGW Pond 2.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pond 2 Pre DA 2a 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pond 2 Pre DA 2B 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, SCS Runoff, Pond 2 Pre DA 2C 8
TR-55 Tc Worksheet 9
Hydrograph No. 4, Combine, Pre-Dev Combined 10
Hydrograph No. 5, SCS Runoff, Post Pond 2 11
Hydrograph No. 6, Reservoir, POND 2 ROUTING 12
Pond Report - SGW POND 2 13
2 - Year
Summary Report 14
Hydrograph Reports 15
Hydrograph No. 1, SCS Runoff, Pond 2 Pre DA 2a 15
Hydrograph No. 2, SCS Runoff, Pond 2 Pre DA 2B 16
Hydrograph No. 3, SCS Runoff, Pond 2 Pre DA 2C 17
Hydrograph No. 4, Combine, Pre-Dev Combined 18
Hydrograph No. 5, SCS Runoff, Post Pond 2 19
Hydrograph No. 6, Reservoir, POND 2 ROUTING 20
5 - Year
Summary Report 21
Hydrograph Reports 22
Hydrograph No. 1, SCS Runoff, Pond 2 Pre DA 2a 22
Hydrograph No. 2, SCS Runoff, Pond 2 Pre DA 2B 23
Hydrograph No. 3, SCS Runoff, Pond 2 Pre DA 2C 24
Hydrograph No. 4, Combine, Pre-Dev Combined 25
Hydrograph No. 5, SCS Runoff, Post Pond 2 26
Hydrograph No. 6, Reservoir, POND 2 ROUTING 27
10 - Year
Summary Report 28
Hydrograph Reports 29
Hydrograph No. 1, SCS Runoff, Pond 2 Pre DA 2a 29
Hydrograph No. 2, SCS Runoff, Pond 2 Pre DA 2B 30
Hydrograph No. 3, SCS Runoff, Pond 2 Pre DA 2C 31
Hydrograph No. 4, Combine, Pre-Dev Combined 32
Hydrograph No. 5, SCS Runoff, Post Pond 2 33
Hydrograph No. 6, Reservoir, POND 2 ROUTING 34
25 - Year

Contents continued... SGW Pond 2.gpw
Summary Report 35
Hydrograph Reports 36
Hydrograph No. 1, SCS Runoff, Pond 2 Pre DA 2a 36
Hydrograph No. 2, SCS Runoff, Pond 2 Pre DA 2B 37
Hydrograph No. 3, SCS Runoff, Pond 2 Pre DA 2C 38
Hydrograph No. 4, Combine, Pre-Dev Combined 39
Hydrograph No. 5, SCS Runoff, Post Pond 2 40
Hydrograph No. 6, Reservoir, POND 2 ROUTING 41
50 - Year
Summary Report 42
Hydrograph Reports 43
Hydrograph No. 1, SCS Runoff, Pond 2 Pre DA 2a 43
Hydrograph No. 2, SCS Runoff, Pond 2 Pre DA 2B 44
Hydrograph No. 3, SCS Runoff, Pond 2 Pre DA 2C 45
Hydrograph No. 4, Combine, Pre-Dev Combined 46
Hydrograph No. 5, SCS Runoff, Post Pond 2 47
Hydrograph No. 6, Reservoir, POND 2 ROUTING 48
100 - Year
Summary Report 49
Hydrograph Reports 50
Hydrograph No. 1, SCS Runoff, Pond 2 Pre DA 2a 50
Hydrograph No. 2, SCS Runoff, Pond 2 Pre DA 2B 51
Hydrograph No. 3, SCS Runoff, Pond 2 Pre DA 2C 52
Hydrograph No. 4, Combine, Pre-Dev Combined 53
Hydrograph No. 5, SCS Runoff, Post Pond 2 54
Hydrograph No. 6, Reservoir, POND 2 ROUTING 55
IDF Report 56

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
1es, 2E
3
llig
5
Legend
Hyd. Origin Description
1 SCS Runoff Pond 2 Pre DA 2a
2 SCS Runoff Pond 2 Pre DA 2B
3 SCS Runoff Pond 2 Pre DA 2C
4 Combine Pre-Dev Combined
5 SCS Runoff Post Pond 2
6 Reservoir POND 2 ROUTING
Project: SGW Pond 2.gpw Thursday, 08/24/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 13.48 19.63 29.25 37.26 48.32 57.20 66.28 Pond 2 Pre DA 2a
2 SCS Runoff 3.667 5.378 8.054 10.26 13.32 15.77 18.28 Pond 2 Pre DA 2B
3 SCS Runoff 4.730 6.888 10.27 13.08 16.96 20.07 23.26 Pond 2 Pre DA 2C
4 Combine 1,2,3 21.86 31.89 47.37 60.10 78.00 92.38 107.10 Pre-Dev Combined
5 SCS Runoff 48.13 58.42 73.21 84.85 100.46 112.76 125.23 Post Pond 2
6 Reservoir 5 0.000 0.706 2.428 4.625 7.099 8.628 9.923 POND 2 ROUTING
Proj. file: SGW Pond 2.gpw Thursday, 08/24/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 13.48 2 722 35,855 Pond 2 Pre DA 2a
2 SCS Runoff 3.667 2 724 10,680 Pond 2 Pre DA 2B
3 SCS Runoff 4.730 2 722 12,583 Pond 2 Pre DA 2C
4 Combine 21.86 2 722 59,119 1,2,3 Pre-Dev Combined
5 SCS Runoff 48.13 2 716 111,798 Post Pond 2
6 Reservoir 0.000 2 n/a 0 5 322.94 111,798 POND 2 ROUTING
SGW Pond 2.gpw Return Period: 1 Year Thursday, 08/24/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 2 Pre DA 2a
Hydrograph type = SCS Runoff Peak discharge = 13.48 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 35,855 cuft
Drainage area = 10.030 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2a
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
14.00 14.00
12.00 i 12.00
10.00 I 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - — -
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pond 2 Pre DA 2a
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 117.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 5.13 0.00 0.00
Travel Time (min) = 10.74 + 0.00 + 0.00 = 10.74
Shallow Concentrated Flow
Flow length (ft) = 180.00 0.00 0.00
Watercourse slope (%) = 9.44 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.96 0.00 0.00
Travel Time (min) = 0.61 + 0.00 + 0.00 = 0.61
Channel Flow
X sectional flow area (sqft) = 5.00 0.00 0.00
Wetted perimeter (ft) = 10.20 0.00 0.00
Channel slope (%) = 6.08 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =6.51
0.00
0.00
Flow length (ft) ({0})576.0 0.0 0.0
Travel Time (min) = 1.47 + 0.00 + 0.00 = 1.47
Total Travel Time, Tc 12.80 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 2 Pre DA 2B
Hydrograph type = SCS Runoff Peak discharge = 3.667 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 10,680 cuft
Drainage area = 3.160 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2B
Q (cfs) Hyd. No. 2 -- 1 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
Hyd No. 2 Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 2
Pond 2 Pre DA 2B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 129.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 3.88 0.00 0.00
Travel Time (min) = 12.98 + 0.00 + 0.00 = 12.98
Shallow Concentrated Flow
Flow length (ft) = 269.00 0.00 0.00
Watercourse slope (%) = 11.15 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =5.39 0.00 0.00
Travel Time (min) = 0.83 + 0.00 + 0.00 = 0.83
Channel Flow
X sectional flow area (sqft) = 6.75 0.00 0.00
Wetted perimeter (ft) = 9.49 0.00 0.00
Channel slope (%) = 7.02 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =8.98
0.00
0.00
Flow length (ft) ({0})285.0 0.0 0.0
Travel Time (min) = 0.53 + 0.00 + 0.00 = 0.53
Total Travel Time, Tc 14.30 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 2 Pre DA 2C
Hydrograph type = SCS Runoff Peak discharge = 4.730 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 12,583 cuft
Drainage area = 3.520 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2C
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
U
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
Hyd No. 3 Time (hrs)

9
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 3
Pond 2 Pre DA 2C
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 130.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 4.62 0.00 0.00
Travel Time (min) = 12.18 + 0.00 + 0.00 = 12.18
Shallow Concentrated Flow
Flow length (ft) = 187.00 0.00 0.00
Watercourse slope (%) = 10.70 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =5.28 0.00 0.00
Travel Time (min) = 0.59 + 0.00 + 0.00 = 0.59
Channel Flow
X sectional flow area (sqft) = 5.00 0.00 0.00
Wetted perimeter (ft) = 10.20 0.00 0.00
Channel slope (%) = 7.73 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =7.34
0.00
0.00
Flow length (ft) ({0})220.0 0.0 0.0
Travel Time (min) = 0.50 + 0.00 + 0.00 = 0.50
Total Travel Time, Tc 13.30 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 21.86 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 59,119 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 16.710 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 2
Hydrograph type = SCS Runoff Peak discharge = 48.13 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 111,798 cuft
Drainage area = 12.640 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 2
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
1
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - Post Pond 2 Max. Elevation = 322.94 ft
Reservoir name = SGW POND 2 Max. Storage = 111,798 cuft
Storage Indication method used.
POND 2 ROUTING
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 fia •- 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 [ Total storage used = 111,798 cuft

Pond Report 13
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Pond No. 1 - SGW POND 2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=319.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 319.50 28,518 0 0
1.00 320.50 30,719 29,609 29,609
2.00 321.50 32,977 31,838 61,447
3.00 322.50 35,292 34,125 95,571
4.00 323.50 37,664 36,468 132,039
5.00 324.50 40,092 38,868 170,907
6.00 325.50 42,578 41,325 212,232
7.00 326.50 45,120 43,839 256,070
8.00 327.50 47,718 46,408 302,479
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 60.00 6.00 0.00 0.00 Crest Len(ft) = 24.00 0.00 0.00 0.00
Span(in) = 60.00 36.00 0.00 0.00 Crest El.(ft) = 326.50 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) = 314.00 323.00 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 115.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 319.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 29,609 320.50 117.92 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.00 61,447 321.50 117.92 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.00 95,571 322.50 117.92 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 132,039 323.50 117.92 oc 3.61 ic --- --- 0.00 --- --- --- --- --- 3.611
5.00 170,907 324.50 117.92 oc 8.07 ic --- --- 0.00 --- --- --- --- --- 8.075
6.00 212,232 325.50 117.92 oc 10.83 ic --- --- 0.00 --- --- --- --- --- 10.83
7.00 256,070 326.50 117.92 oc 13.02 ic --- --- 0.00 --- --- --- --- --- 13.02
8.00 302,479 327.50 117.92 oc 14.89 ic --- --- 79.92 --- --- --- --- --- 94.81

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 19.63 2 722 51,490 Pond 2 Pre DA 2a
2 SCS Runoff 5.378 2 722 15,337 Pond 2 Pre DA 2B
3 SCS Runoff 6.888 2 722 18,070 Pond 2 Pre DA 2C
4 Combine 31.89 2 722 84,898 1,2,3 Pre-Dev Combined
5 SCS Runoff 58.42 2 716 137,079 Post Pond 2
6 Reservoir 0.706 2 1100 23,262 5 323.16 119,818 POND 2 ROUTING
SGW Pond 2.gpw Return Period: 2 Year Thursday, 08/24/2023

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 2 Pre DA 2a
Hydrograph type = SCS Runoff Peak discharge = 19.63 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 51,490 cuft
Drainage area = 10.030 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2a
Q (cfs) Hyd. No. 1 --2 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 2 Pre DA 2B
Hydrograph type = SCS Runoff Peak discharge = 5.378 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 15,337 cuft
Drainage area = 3.160 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2B
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
6.00 6.00
5.00 I 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
Hyd No. 2 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 2 Pre DA 2C
Hydrograph type = SCS Runoff Peak discharge = 6.888 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 18,070 cuft
Drainage area = 3.520 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2C
Q (cfs) Hyd. No. 3 --2 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 N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 31.89 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 84,898 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 16.710 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 t 5.00
I
0.00 - / �— � 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 2
Hydrograph type = SCS Runoff Peak discharge = 58.42 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 137,079 cuft
Drainage area = 12.640 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 2
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
60.00 60.00
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
...-- (`----.
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.706 cfs
Storm frequency = 2 yrs Time to peak = 18.33 hrs
Time interval = 2 min Hyd. volume = 23,262 cuft
Inflow hyd. No. = 5 - Post Pond 2 Max. Elevation = 323.16 ft
Reservoir name = SGW POND 2 Max. Storage = 119,818 cuft
Storage Indication method used.
POND 2 ROUTING
Q (cfs) Hyd. No. 6 --2 Year Q (cfs)
60.00 60.00
i___
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 [ Total storage used = 119,818 cuft

21
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 29.25 2 720 76,045 Pond 2 Pre DA 2a
2 SCS Runoff 8.054 2 722 22,651 Pond 2 Pre DA 2B
3 SCS Runoff 10.27 2 720 26,688 Pond 2 Pre DA 2C
4 Combine 47.37 2 722 125,384 1,2,3 Pre-Dev Combined
5 SCS Runoff 73.21 2 716 173,546 Post Pond 2
6 Reservoir 2.428 2 812 59,729 5 323.38 127,763 POND 2 ROUTING
SGW Pond 2.gpw Return Period: 5 Year Thursday, 08/24/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 2 Pre DA 2a
Hydrograph type = SCS Runoff Peak discharge = 29.25 cfs
Storm frequency = 5 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 76,045 cuft
Drainage area = 10.030 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2a
Q (cfs) Hyd. No. 1 --5 Year Q (cfs)
30.00 , 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 2 Pre DA 2B
Hydrograph type = SCS Runoff Peak discharge = 8.054 cfs
Storm frequency = 5 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 22,651 cuft
Drainage area = 3.160 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2B
Q (cfs) Hyd. No. 2 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 2 Pre DA 2C
Hydrograph type = SCS Runoff Peak discharge = 10.27 cfs
Storm frequency = 5 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 26,688 cuft
Drainage area = 3.520 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2C
Q (cfs) Hyd. No. 3 --5 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
i .....______
2.00 2.00
0.00 — . - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 47.37 cfs
Storm frequency = 5 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 125,384 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 16.710 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4 --5 Year Q (cfs)
50.00 50.00
40.00 40.00
•
30.00 30.00
20.00 20.00
10.00 10.00
0.00 gamm= 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 2
Hydrograph type = SCS Runoff Peak discharge = 73.21 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 173,546 cuft
Drainage area = 12.640 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 2
Q (cfs) Hyd. No. 5 --5 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 ---- *--------- 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 2.428 cfs
Storm frequency = 5 yrs Time to peak = 13.53 hrs
Time interval = 2 min Hyd. volume = 59,729 cuft
Inflow hyd. No. = 5 - Post Pond 2 Max. Elevation = 323.38 ft
Reservoir name = SGW POND 2 Max. Storage = 127,763 cuft
Storage Indication method used.
POND 2 ROUTING
Q (cfs) Hyd. No. 6 --5 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 Total storage used = 127,763 cuft

28
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 37.26 2 720 96,603 Pond 2 Pre DA 2a
2 SCS Runoff 10.26 2 722 28,775 Pond 2 Pre DA 2B
3 SCS Runoff 13.08 2 720 33,902 Pond 2 Pre DA 2C
4 Combine 60.10 2 722 159,280 1,2,3 Pre-Dev Combined
5 SCS Runoff 84.85 2 716 202,313 Post Pond 2
6 Reservoir 4.625 2 764 88,497 5 323.66 138,320 POND 2 ROUTING
SGW Pond 2.gpw Return Period: 10 Year Thursday, 08/24/2023

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 2 Pre DA 2a
Hydrograph type = SCS Runoff Peak discharge = 37.26 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 96,603 cuft
Drainage area = 10.030 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2a
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 2 Pre DA 2B
Hydrograph type = SCS Runoff Peak discharge = 10.26 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 28,775 cuft
Drainage area = 3.160 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2B
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
i .......___. -
2.00 2.00
0.00 - ~ - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 2 Pre DA 2C
Hydrograph type = SCS Runoff Peak discharge = 13.08 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 33,902 cuft
Drainage area = 3.520 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2C
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — ‘ - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 60.10 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 159,280 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 16.710 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 2
Hydrograph type = SCS Runoff Peak discharge = 84.85 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 202,313 cuft
Drainage area = 12.640 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 2
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 -------""".."*"------ 10.00
0.00 ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 4.625 cfs
Storm frequency = 10 yrs Time to peak = 12.73 hrs
Time interval = 2 min Hyd. volume = 88,497 cuft
Inflow hyd. No. = 5 - Post Pond 2 Max. Elevation = 323.66 ft
Reservoir name = SGW POND 2 Max. Storage = 138,320 cuft
Storage Indication method used.
POND 2 ROUTING
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 [ Total storage used = 138,320 cuft

35
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 48.32 2 720 125,396 Pond 2 Pre DA 2a
2 SCS Runoff 13.32 2 722 37,352 Pond 2 Pre DA 2B
3 SCS Runoff 16.96 2 720 44,008 Pond 2 Pre DA 2C
4 Combine 78.00 2 720 206,756 1,2,3 Pre-Dev Combined
5 SCS Runoff 100.46 2 716 240,975 Post Pond 2
6 Reservoir 7.099 2 750 127,158 5 324.22 159,886 POND 2 ROUTING
SGW Pond 2.gpw Return Period: 25 Year Thursday, 08/24/2023

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 2 Pre DA 2a
Hydrograph type = SCS Runoff Peak discharge = 48.32 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 125,396 cuft
Drainage area = 10.030 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2a
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 2 Pre DA 2B
Hydrograph type = SCS Runoff Peak discharge = 13.32 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 37,352 cuft
Drainage area = 3.160 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2B
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
14.00 1 14.00
12.00 12.00
10.00 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 2 Pre DA 2C
Hydrograph type = SCS Runoff Peak discharge = 16.96 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 44,008 cuft
Drainage area = 3.520 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2C
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 78.00 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 206,756 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 16.710 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
A
II
10.00 10.00
0.00 _ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 2
Hydrograph type = SCS Runoff Peak discharge = 100.46 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 240,975 cuft
Drainage area = 12.640 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 2
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 7.099 cfs
Storm frequency = 25 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 127,158 cuft
Inflow hyd. No. = 5 - Post Pond 2 Max. Elevation = 324.22 ft
Reservoir name = SGW POND 2 Max. Storage = 159,886 cuft
Storage Indication method used.
POND 2 ROUTING
Q (cfs) Hyd. No. 6--25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 [ Total storage used = 159,886 cuft

42
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 57.20 2 720 148,822 Pond 2 Pre DA 2a
2 SCS Runoff 15.77 2 722 44,330 Pond 2 Pre DA 2B
3 SCS Runoff 20.07 2 720 52,229 Pond 2 Pre DA 2C
4 Combine 92.38 2 720 245,380 1,2,3 Pre-Dev Combined
5 SCS Runoff 112.76 2 716 271,484 Post Pond 2
6 Reservoir 8.628 2 748 157,667 5 324.68 178,239 POND 2 ROUTING
SGW Pond 2.gpw Return Period: 50 Year Thursday, 08/24/2023

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 2 Pre DA 2a
Hydrograph type = SCS Runoff Peak discharge = 57.20 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 148,822 cuft
Drainage area = 10.030 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2a
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 2 Pre DA 2B
Hydrograph type = SCS Runoff Peak discharge = 15.77 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 44,330 cuft
Drainage area = 3.160 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2B
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 2 Pre DA 2C
Hydrograph type = SCS Runoff Peak discharge = 20.07 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 52,229 cuft
Drainage area = 3.520 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2C
Q (cfs) Hyd. No. 3-- 50 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 92.38 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 245,380 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 16.710 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 2
Hydrograph type = SCS Runoff Peak discharge = 112.76 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 271,484 cuft
Drainage area = 12.640 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 2
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 ....-- (----.. 20.00
0.00 ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 8.628 cfs
Storm frequency = 50 yrs Time to peak = 12.47 hrs
Time interval = 2 min Hyd. volume = 157,667 cuft
Inflow hyd. No. = 5 - Post Pond 2 Max. Elevation = 324.68 ft
Reservoir name = SGW POND 2 Max. Storage = 178,239 cuft
Storage Indication method used.
POND 2 ROUTING
Q (cfs) Hyd. No. 6-- 50 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 1 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 [ Total storage used = 178,239 cuft

49
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 66.28 2 720 173,062 Pond 2 Pre DA 2a
2 SCS Runoff 18.28 2 722 51,550 Pond 2 Pre DA 2B
3 SCS Runoff 23.26 2 720 60,736 Pond 2 Pre DA 2C
4 Combine 107.10 2 720 285,348 1,2,3 Pre-Dev Combined
5 SCS Runoff 125.23 2 716 302,429 Post Pond 2
6 Reservoir 9.923 2 746 188,612 5 325.14 197,273 POND 2 ROUTING
SGW Pond 2.gpw Return Period: 100 Year Thursday, 08/24/2023

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 2 Pre DA 2a
Hydrograph type = SCS Runoff Peak discharge = 66.28 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 173,062 cuft
Drainage area = 10.030 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.80 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2a
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
•
40.00 •
40.00
30.00 30.00
II
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 2 Pre DA 2B
Hydrograph type = SCS Runoff Peak discharge = 18.28 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 51,550 cuft
Drainage area = 3.160 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2B
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
21.00 I I 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 2 Pre DA 2C
Hydrograph type = SCS Runoff Peak discharge = 23.26 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 60,736 cuft
Drainage area = 3.520 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 2 Pre DA 2C
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 107.10 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 285,348 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 16.710 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 2
Hydrograph type = SCS Runoff Peak discharge = 125.23 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 302,429 cuft
Drainage area = 12.640 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 2
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
140.00 140.00
-
120.00 120.00
100.00 I 100.00
80.00 80.00
60.00 60.00
40.00 40.00
-
20.00L__ 20.00
-
0.00 1 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 2 ROUTING
Hydrograph type = Reservoir Peak discharge = 9.923 cfs
Storm frequency = 100 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 188,612 cuft
Inflow hyd. No. = 5 - Post Pond 2 Max. Elevation = 325.14 ft
Reservoir name = SGW POND 2 Max. Storage = 197,273 cuft
Storage Indication method used.
POND 2 ROUTING
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 * 1 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 [ Total storage used = 197,273 cuft

56
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
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 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
name: P:\2021 Projects\21-065-RDU Parking Expansion_RSH\Design\_Pond Design\21-065-RDU Precip Data.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 2.83 3.42 0.00 4.27 4.94 5.84 6.55 7.27
SCS 6-Hr 0.00 0.00 0.00 2.99 0.00 4.08 4.58 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

Incremental Method for Calculating Drawdown Time for Vertical Filter Systems Using Darcy's Equation
Submerged Gravel Wetland Drawdown Calculations
Project Name: RDU PE3 Pond 2
Project Number: 21-065
Basin Information
Filter permeability(k)* = 0.0833 (ft/hr) *0.0833 fUhr-From planting media information.Does not
Top of treatment volume: Elev. = 322.90 account for#57 washed stone encircling the underdrain
Bottom of treatment volume: Elev. = 319.50 pipe system.Runoff from the first 1"of rainfall must draw
Number of increments = 13.00 (each) down between 2-5 days.
Filter Pipe Information
Runs Length
Length of pipe(L) = 10.5 (ft) 4 300
Pipe diameter(d) = 0.5 (ft)
Pipe invert elevation = 315.5 (ft)
Depth of Filter Media(D) = 0.5 (ft)
Width of Filter Media(W) = 100 (ft)
Mannings"n" = 0.01 unitless
Slope(ft per ft) = 0.005 (ft per ft)
Average Drawdown
Storage Change in Hydraulic Average Filter Instantaneous Discharge Per Time Per
Elevation Storage Increment(V) Elevation(H) Gradient Flow Area(A) Discharge(Q) Increm.(QAVG) Increm.(t)
ft (ft') (ft') (ft) (I) (ft`) (ft'/hr) (ft'/hr) (hrs)
322.90 102501.3 7.15 14.30 1050 1250.7
12634.1 1215.8 10.4
322.50 89867.3 6.75 13.50 1050 1180.8
7818.4 1158.9 6.7
322.25 82048.8 6.5 13.00 1050 1137.0
7758.5 1115.2 7.0
322.00 74290.3' 6.25 12.50 1050 1093.3
7698.6 1071.4 7.2
321.751 66591.7 6 12.00 1050 1049.6
7638.7 1027.7 7.4
321.50 58953.0 5.75 11.50 1050 1005.8
7578.8 984.0 7.7
321.25 51374.2 5.5 11.00 1050 962.1
7518.9 940.2 8.0
321.00 43855.3 5.25 10.50 1050 918.4
7459.0 896.5 8.3
320.751 36396.3 5 10.00 1050 874.7
7399.1 852.8 8.7
320.50 28997.3 4.75 9.50 1050 830.9
7339.2 809.1 9.1
320.25 21658.1 4.5 9.00 1050 787.2
7279.3 765.3 9.5
320.00 14378.8 4.25 8.50 1050 743.5
7219.4 721.6 10.0
319.75 7159.5 4 8.00 1050 699.7
7159.5 677.9 10.6
319.50 0.0 3.75 7.50 1050 656.0
Pond Geometry Total Drawdown Time= 47.8 (hours)
Side slopes: Horizontal: 3 Vertical: 1 Req.pipe capacity(inside dia)= 5.2 (inches)
Bottom Area: 28518 square feet Pipe diameter to be used= 6 (inches)
Bottom Perm: 319.5 feet Main line pipe slope= 0.005 (feet/foot)
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

ANTI-FLOTATION CALCULATIONS
SGW Pond 2
Inside Area of Structure
Length 10.00 ft
Width 6.00 ft
Total 60.00 sq.ft
Outside Area of Structure
Length 11.00 ft
Width 7.00 ft
Total 77.00 sq.ft.
Total Area 17.00 sq.ft.
Height of Riser 12.50 ft
Volume of Riser 212.50 cu.ft.
Weight of Concrete 150.00 lb/cu.ft.
Weight of Water 62.40 lb/cu.ft.
Amount of Water Displaced 13260.00 lb
Safety Factor 1.10
Required Anchor Weight 14586.00 lb/cu.ft.
Volume of Concrete Required 166.51 cu.ft.
Volume of Concrete
Length 12.00
Width 8.00
Depth 2.00
Total Volume 192.00 cu.ft.
Yards of Concrete 7.11 cu. Yd.
RDU PE3 21-065
Parking Lot Expansion 8/28/2023

SGS POND 3

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 3 Pre-Dev DA-3A Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 1.86 143.2
CN(weighted) =total product/total area
Totals = 1.860 143.2
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 3 Pre-Dev DA-3B Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 3.71 285.7
CN(weighted) =total product/total area
Totals = 3.710 285.7
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 3 Pre-Dev DA-3C Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 3.41 262.6
CN(weighted) =total product/total area
Totals = 3.410 262.6
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 3 Post-Dev DA-3A Checked: Date: 28-Aug-23
Circle one: Present 6veloped FN: CNPOST.XLS
Runoff Curve Number(CN)
Pavement 98 6.10 597.8
Grass
C (Grass Cover> 75%) 74 0.0
CN(weighted) =total product/total area
Totals = 6.100 597.8
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0
Service, June 1986

SUBMERGED GRAVEL WETLAND POND 3
SIMPLE METHOD FOR RUNOFF VOLUME
Rv= 0.05+0.9 la DA= Drainage Area
R„= 0.95 DA= 6.10 AC
Imp Area= 6.10 AC
la= Impervious Fraction
la= Impervious Area
Drainage Area
la= 1.00
DESIGN VOLUME REQUIRED
D„= 3,630 Rd Rv DA Rd= 1 in Design Storm
Rv= 0.95
Dv= 21,035.85 FT3 DA= 6.10 AC
Vol. Provided = 42,859.00 FT3
VOLUME PROVIDED ADEQUATE OK
SURFACE AREA REQUIRED FOR DESIGN VOLUME
SA= D„ D„= 21,035.85 FT3 Design Volume
Ponding Depth
Ponding Depth = 3.62 FT
SA= 5,811.01 FT2
SA Provided = 11,605.00 FT2
SURFACE AREA PROVIDED ADEQUATE OK
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

Hydraflow Table of Contents SGW Pond 3.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pond 3 Pre-DA 3A 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pond 3 Pre-DA 3B 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, SCS Runoff, Pond 3 Pre-DA 3C 8
TR-55 Tc Worksheet 9
Hydrograph No. 4, Combine, Pre-Dev Combined 10
Hydrograph No. 5, SCS Runoff, Post Pond 3 11
Hydrograph No. 6, Reservoir, POND 3 ROUTING 12
Pond Report - SGW POND 3 13
2 - Year
Summary Report 14
Hydrograph Reports 15
Hydrograph No. 1, SCS Runoff, Pond 3 Pre-DA 3A 15
Hydrograph No. 2, SCS Runoff, Pond 3 Pre-DA 3B 16
Hydrograph No. 3, SCS Runoff, Pond 3 Pre-DA 3C 17
Hydrograph No. 4, Combine, Pre-Dev Combined 18
Hydrograph No. 5, SCS Runoff, Post Pond 3 19
Hydrograph No. 6, Reservoir, POND 3 ROUTING 20
5 - Year
Summary Report 21
Hydrograph Reports 22
Hydrograph No. 1, SCS Runoff, Pond 3 Pre-DA 3A 22
Hydrograph No. 2, SCS Runoff, Pond 3 Pre-DA 3B 23
Hydrograph No. 3, SCS Runoff, Pond 3 Pre-DA 3C 24
Hydrograph No. 4, Combine, Pre-Dev Combined 25
Hydrograph No. 5, SCS Runoff, Post Pond 3 26
Hydrograph No. 6, Reservoir, POND 3 ROUTING 27
10 - Year
Summary Report 28
Hydrograph Reports 29
Hydrograph No. 1, SCS Runoff, Pond 3 Pre-DA 3A 29
Hydrograph No. 2, SCS Runoff, Pond 3 Pre-DA 3B 30
Hydrograph No. 3, SCS Runoff, Pond 3 Pre-DA 3C 31
Hydrograph No. 4, Combine, Pre-Dev Combined 32
Hydrograph No. 5, SCS Runoff, Post Pond 3 33
Hydrograph No. 6, Reservoir, POND 3 ROUTING 34
25 - Year

Contents continued... SGW Pond 3.gpw
Summary Report 35
Hydrograph Reports 36
Hydrograph No. 1, SCS Runoff, Pond 3 Pre-DA 3A 36
Hydrograph No. 2, SCS Runoff, Pond 3 Pre-DA 3B 37
Hydrograph No. 3, SCS Runoff, Pond 3 Pre-DA 3C 38
Hydrograph No. 4, Combine, Pre-Dev Combined 39
Hydrograph No. 5, SCS Runoff, Post Pond 3 40
Hydrograph No. 6, Reservoir, POND 3 ROUTING 41
50 - Year
Summary Report 42
Hydrograph Reports 43
Hydrograph No. 1, SCS Runoff, Pond 3 Pre-DA 3A 43
Hydrograph No. 2, SCS Runoff, Pond 3 Pre-DA 3B 44
Hydrograph No. 3, SCS Runoff, Pond 3 Pre-DA 3C 45
Hydrograph No. 4, Combine, Pre-Dev Combined 46
Hydrograph No. 5, SCS Runoff, Post Pond 3 47
Hydrograph No. 6, Reservoir, POND 3 ROUTING 48
100 - Year
Summary Report 49
Hydrograph Reports 50
Hydrograph No. 1, SCS Runoff, Pond 3 Pre-DA 3A 50
Hydrograph No. 2, SCS Runoff, Pond 3 Pre-DA 3B 51
Hydrograph No. 3, SCS Runoff, Pond 3 Pre-DA 3C 52
Hydrograph No. 4, Combine, Pre-Dev Combined 53
Hydrograph No. 5, SCS Runoff, Post Pond 3 54
Hydrograph No. 6, Reservoir, POND 3 ROUTING 55
IDF Report 56

1
Watershed Model Schematic
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
V
V4 It)
V
Legend
Hyd. Origin Description
1 SCS Runoff Pond 3 Pre-DA 3A
2 SCS Runoff Pond 3 Pre-DA 3B
3 SCS Runoff Pond 3 Pre-DA 3C
4 Combine Pre-Dev Combined
5 SCS Runoff Post Pond 3
6 Reservoir POND 3 ROUTING
Project: SGW Pond 3.gpw Thursday, 08/24/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 2.499 3.640 5.425 6.910 8.961 10.61 12.29 Pond 3 Pre-DA 3A
2 SCS Runoff 4.306 6.314 9.455 12.05 15.63 18.51 21.46 Pond 3 Pre-DA 3B
3 SCS Runoff 3.957 5.803 8.691 11.08 14.37 17.02 19.72 Pond 3 Pre-DA 3C
4 Combine 1,2,3 10.73 15.76 23.54 29.97 38.84 45.95 53.24 Pre-Dev Combined
5 SCS Runoff 23.23 28.20 35.33 40.95 48.48 54.42 60.44 Post Pond 3
6 Reservoir 5 0.000 0.356 1.362 3.221 5.857 7.444 8.688 POND 3 ROUTING
Proj. file: SGW Pond 3.gpw Thursday, 08/24/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 2.499 2 722 6,649 Pond 3 Pre-DA 3A
2 SCS Runoff 4.306 2 724 12,539 Pond 3 Pre-DA 3B
3 SCS Runoff 3.957 2 724 11,525 Pond 3 Pre-DA 3C
4 Combine 10.73 2 722 30,713 1,2,3 Pre-Dev Combined
5 SCS Runoff 23.23 2 716 53,953 Post Pond 3
6 Reservoir 0.000 2 n/a 0 5 325.62 53,953 POND 3 ROUTING
SGW Pond 3.gpw Return Period: 1 Year Thursday, 08/24/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 3 Pre-DA 3A
Hydrograph type = SCS Runoff Peak discharge = 2.499 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 6,649 cuft
Drainage area = 1.860 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.50 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3A
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - .. '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pond 3 Pre-DA 3A
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) = 3.42 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
Travel Time (min) = 10.46 + 0.00 + 0.00 = 10.46
Shallow Concentrated Flow
Flow length (ft) = 202.00 0.00 0.00
Watercourse slope (%) = 7.43 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.40 0.00 0.00
Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77
Channel Flow
X sectional flow area (sqft) = 5.00 0.00 0.00
Wetted perimeter (ft) = 10.20 0.00 0.00
Channel slope (%) = 10.50 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =9.98
0.00
0.00
Flow length (ft) ({0})162.0 0.0 0.0
Travel Time (min) = 0.27 + 0.00 + 0.00 = 0.27
Total Travel Time, Tc 11.50 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 3 Pre-DA 3B
Hydrograph type = SCS Runoff Peak discharge = 4.306 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 12,539 cuft
Drainage area = 3.710 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3B
Q (cfs) Hyd. No. 2 -- 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 2
Pond 3 Pre-DA 3B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 155.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 3.87 0.00 0.00
Travel Time (min) = 15.05 + 0.00 + 0.00 = 15.05
Shallow Concentrated Flow
Flow length (ft) = 223.00 0.00 0.00
Watercourse slope (%) = 11.21 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =5.40 0.00 0.00
Travel Time (min) = 0.69 + 0.00 + 0.00 = 0.69
Channel Flow
X sectional flow area (sqft) = 6.75 0.00 0.00
Wetted perimeter (ft) = 9.49 0.00 0.00
Channel slope (%) = 11.00 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =13.11
0.00
0.00
Flow length (ft) ({0})173.0 0.0 0.0
Travel Time (min) = 0.22 + 0.00 + 0.00 = 0.22
Total Travel Time, Tc 16.00 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 3 Pre-DA 3C
Hydrograph type = SCS Runoff Peak discharge = 3.957 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 11,525 cuft
Drainage area = 3.410 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.40 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3C
Q (cfs) Hyd. No. 3 -- 1 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
Hyd No. 3 Time (hrs)

9
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 3
Pond 3 Pre-DA 3C
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 105.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 2.86 0.00 0.00
Travel Time (min) = 12.44 + 0.00 + 0.00 = 12.44
Shallow Concentrated Flow
Flow length (ft) = 174.00 0.00 0.00
Watercourse slope (%) = 10.92 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =5.33 0.00 0.00
Travel Time (min) = 0.54 + 0.00 + 0.00 = 0.54
Channel Flow
X sectional flow area (sqft) = 6.75 0.00 0.00
Wetted perimeter (ft) = 9.49 0.00 0.00
Channel slope (%) = 9.79 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =12.37
0.00
0.00
Flow length (ft) ({0})286.0 0.0 0.0
Travel Time (min) = 0.39 + 0.00 + 0.00 = 0.39
Total Travel Time, Tc 13.40 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 10.73 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 30,713 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 8.980 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 3
Hydrograph type = SCS Runoff Peak discharge = 23.23 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 53,953 cuft
Drainage area = 6.100 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 3
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
24.00 24.00
20.00 O 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 3 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - Post Pond 3 Max. Elevation = 325.62 ft
Reservoir name = SGW POND 3 Max. Storage = 53,953 cuft
Storage Indication method used.
POND 3 ROUTING
Q (cfs) Hyd. No. 6 -- 1 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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 [ Total storage used = 53,953 cuft

Pond Report 13
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Pond No. 1 - SGW POND 3
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=322.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 322.00 11,605 0 0
1.00 323.00 13,350 12,466 12,466
2.00 324.00 15,152 14,240 26,706
3.00 325.00 17,011 16,071 42,777
4.00 326.00 18,927 17,959 60,736
5.00 327.00 20,899 19,903 80,639
6.00 328.00 22,928 21,903 102,542
7.00 329.00 25,013 23,961 126,503
8.00 330.00 27,155 26,074 152,577
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 42.00 6.00 0.00 0.00 Crest Len(ft) = 24.00 0.00 0.00 0.00
Span(in) = 42.00 36.00 0.00 0.00 Crest El.(ft) = 329.00 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) = 317.00 325.75 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 144.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 322.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 12,466 323.00 75.15 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.00 26,706 324.00 75.15 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.00 42,777 325.00 75.15 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 60,736 326.00 75.15 oc 1.28 ic --- --- 0.00 --- --- --- --- --- 1.277
5.00 80,639 327.00 75.15 oc 7.22 ic --- --- 0.00 --- --- --- --- --- 7.222
6.00 102,542 328.00 75.15 oc 10.21 ic --- --- 0.00 --- --- --- --- --- 10.21
7.00 126,503 329.00 75.15 oc 12.51 ic --- --- 0.00 --- --- --- --- --- 12.51
8.00 152,577 330.00 75.15 oc 14.44 ic --- --- 79.92 --- --- --- --- --- 94.36

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 3.640 2 722 9,548 Pond 3 Pre-DA 3A
2 SCS Runoff 6.314 2 722 18,007 Pond 3 Pre-DA 3B
3 SCS Runoff 5.803 2 722 16,551 Pond 3 Pre-DA 3C
4 Combine 15.76 2 722 44,106 1,2,3 Pre-Dev Combined
5 SCS Runoff 28.20 2 716 66,153 Post Pond 3
6 Reservoir 0.356 2 1082 10,790 5 325.85 58,049 POND 3 ROUTING
SGW Pond 3.gpw Return Period: 2 Year Thursday, 08/24/2023

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 3 Pre-DA 3A
Hydrograph type = SCS Runoff Peak discharge = 3.640 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 9,548 cuft
Drainage area = 1.860 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.50 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3A
Q (cfs) Hyd. No. 1 --2 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
Hyd No. 1 Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 3 Pre-DA 3B
Hydrograph type = SCS Runoff Peak discharge = 6.314 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 18,007 cuft
Drainage area = 3.710 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3B
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
7.00 7.00
6.00 6.00
I
I
5.00 5.00
4.00 4.00
3.00 3.00
I
2.00 2.00
1.00 1.00
0.00 1 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 3 Pre-DA 3C
Hydrograph type = SCS Runoff Peak discharge = 5.803 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 16,551 cuft
Drainage area = 3.410 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.40 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3C
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 15.76 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 44,106 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 8.980 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 I 6.00
3.00 I ____ 3.00
L...........____
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 3
Hydrograph type = SCS Runoff Peak discharge = 28.20 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 66,153 cuft
Drainage area = 6.100 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 3
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — ___I— ...--- (----,
' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 3 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.356 cfs
Storm frequency = 2 yrs Time to peak = 18.03 hrs
Time interval = 2 min Hyd. volume = 10,790 cuft
Inflow hyd. No. = 5 - Post Pond 3 Max. Elevation = 325.85 ft
Reservoir name = SGW POND 3 Max. Storage = 58,049 cuft
Storage Indication method used.
POND 3 ROUTING
Q (cfs) Hyd. No. 6 --2 Year Q (cfs)
30.00 I 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 Total storage used = 58,049 cuft

21
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 5.425 2 720 14,102 Pond 3 Pre-DA 3A
2 SCS Runoff 9.455 2 722 26,594 Pond 3 Pre-DA 3B
3 SCS Runoff 8.691 2 722 24,443 Pond 3 Pre-DA 3C
4 Combine 23.54 2 722 65,139 1,2,3 Pre-Dev Combined
5 SCS Runoff 35.33 2 716 83,752 Post Pond 3
6 Reservoir 1.362 2 796 28,389 5 326.01 60,937 POND 3 ROUTING
SGW Pond 3.gpw Return Period: 5 Year Thursday, 08/24/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 3 Pre-DA 3A
Hydrograph type = SCS Runoff Peak discharge = 5.425 cfs
Storm frequency = 5 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 14,102 cuft
Drainage area = 1.860 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.50 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3A
Q (cfs) Hyd. No. 1 --5 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 i 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
Hyd No. 1 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 3 Pre-DA 3B
Hydrograph type = SCS Runoff Peak discharge = 9.455 cfs
Storm frequency = 5 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 26,594 cuft
Drainage area = 3.710 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3B
Q (cfs) Hyd. No. 2 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 3 Pre-DA 3C
Hydrograph type = SCS Runoff Peak discharge = 8.691 cfs
Storm frequency = 5 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 24,443 cuft
Drainage area = 3.410 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.40 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3C
Q (cfs) Hyd. No. 3 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 23.54 cfs
Storm frequency = 5 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 65,139 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 8.980 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 3
Hydrograph type = SCS Runoff Peak discharge = 35.33 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 83,752 cuft
Drainage area = 6.100 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 3
Q (cfs) Hyd. No. 5 --5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 3 ROUTING
Hydrograph type = Reservoir Peak discharge = 1.362 cfs
Storm frequency = 5 yrs Time to peak = 13.27 hrs
Time interval = 2 min Hyd. volume = 28,389 cuft
Inflow hyd. No. = 5 - Post Pond 3 Max. Elevation = 326.01 ft
Reservoir name = SGW POND 3 Max. Storage = 60,937 cuft
Storage Indication method used.
POND 3 ROUTING
Q (cfs) Hyd. No. 6 --5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 [ Total storage used = 60,937 cuft

28
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 6.910 2 720 17,914 Pond 3 Pre-DA 3A
2 SCS Runoff 12.05 2 722 33,783 Pond 3 Pre-DA 3B
3 SCS Runoff 11.08 2 722 31,052 Pond 3 Pre-DA 3C
4 Combine 29.97 2 722 82,749 1,2,3 Pre-Dev Combined
5 SCS Runoff 40.95 2 716 97,635 Post Pond 3
6 Reservoir 3.221 2 746 42,271 5 326.22 65,029 POND 3 ROUTING
SGW Pond 3.gpw Return Period: 10 Year Thursday, 08/24/2023

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 3 Pre-DA 3A
Hydrograph type = SCS Runoff Peak discharge = 6.910 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 17,914 cuft
Drainage area = 1.860 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.50 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3A
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 ME 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 3 Pre-DA 3B
Hydrograph type = SCS Runoff Peak discharge = 12.05 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 33,783 cuft
Drainage area = 3.710 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3B
Q (cfs) Hyd. No. 2 -- 10 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 3 Pre-DA 3C
Hydrograph type = SCS Runoff Peak discharge = 11.08 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 31,052 cuft
Drainage area = 3.410 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.40 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3C
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 29.97 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 82,749 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 8.980 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 1 5.00
II
II
0.00 �` 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 3
Hydrograph type = SCS Runoff Peak discharge = 40.95 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 97,635 cuft
Drainage area = 6.100 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 3
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 3 ROUTING
Hydrograph type = Reservoir Peak discharge = 3.221 cfs
Storm frequency = 10 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 42,271 cuft
Inflow hyd. No. = 5 - Post Pond 3 Max. Elevation = 326.22 ft
Reservoir name = SGW POND 3 Max. Storage = 65,029 cuft
Storage Indication method used.
POND 3 ROUTING
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 Total storage used = 65,029 cuft

35
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 8.961 2 720 23,254 Pond 3 Pre-DA 3A
2 SCS Runoff 15.63 2 722 43,853 Pond 3 Pre-DA 3B
3 SCS Runoff 14.37 2 722 40,307 Pond 3 Pre-DA 3C
4 Combine 38.84 2 722 107,414 1,2,3 Pre-Dev Combined
5 SCS Runoff 48.48 2 716 116,293 Post Pond 3
6 Reservoir 5.857 2 730 60,929 5 326.66 73,843 POND 3 ROUTING
SGW Pond 3.gpw Return Period: 25 Year Thursday, 08/24/2023

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 3 Pre-DA 3A
Hydrograph type = SCS Runoff Peak discharge = 8.961 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 23,254 cuft
Drainage area = 1.860 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.50 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3A
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 11 6.00
4.00 4.00
2.00 2.00
0.00 - — . - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 3 Pre-DA 3B
Hydrograph type = SCS Runoff Peak discharge = 15.63 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 43,853 cuft
Drainage area = 3.710 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3B
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
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 — N_ - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 3 Pre-DA 3C
Hydrograph type = SCS Runoff Peak discharge = 14.37 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 40,307 cuft
Drainage area = 3.410 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.40 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3C
Q (cfs) Hyd. No. 3--25 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 38.84 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 107,414 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 8.980 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
I
10.00 10.00
�JI
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 3
Hydrograph type = SCS Runoff Peak discharge = 48.48 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 116,293 cuft
Drainage area = 6.100 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 3
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 3 ROUTING
Hydrograph type = Reservoir Peak discharge = 5.857 cfs
Storm frequency = 25 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 60,929 cuft
Inflow hyd. No. = 5 - Post Pond 3 Max. Elevation = 326.66 ft
Reservoir name = SGW POND 3 Max. Storage = 73,843 cuft
Storage Indication method used.
POND 3 ROUTING
Q (cfs) Hyd. No. 6--25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 Total storage used = 73,843 cuft

42
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 10.61 2 720 27,598 Pond 3 Pre-DA 3A
2 SCS Runoff 18.51 2 722 52,045 Pond 3 Pre-DA 3B
3 SCS Runoff 17.02 2 722 47,837 Pond 3 Pre-DA 3C
4 Combine 45.95 2 722 127,480 1,2,3 Pre-Dev Combined
5 SCS Runoff 54.42 2 716 131,017 Post Pond 3
6 Reservoir 7.444 2 728 75,653 5 327.06 82,016 POND 3 ROUTING
SGW Pond 3.gpw Return Period: 50 Year Thursday, 08/24/2023

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 3 Pre-DA 3A
Hydrograph type = SCS Runoff Peak discharge = 10.61 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 27,598 cuft
Drainage area = 1.860 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.50 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3A
Q (cfs) Hyd. No. 1 -- 50 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 3 Pre-DA 3B
Hydrograph type = SCS Runoff Peak discharge = 18.51 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 52,045 cuft
Drainage area = 3.710 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3B
Q (cfs) Hyd. No. 2 -- 50 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 3 Pre-DA 3C
Hydrograph type = SCS Runoff Peak discharge = 17.02 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 47,837 cuft
Drainage area = 3.410 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.40 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3C
Q (cfs) Hyd. No. 3-- 50 Year Q (cfs)
18.00 18.00
15.00 k 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - — •_ - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 45.95 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 127,480 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 8.980 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
50.00 50.00
40.00 i 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 3
Hydrograph type = SCS Runoff Peak discharge = 54.42 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 131,017 cuft
Drainage area = 6.100 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 3
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 3 ROUTING
Hydrograph type = Reservoir Peak discharge = 7.444 cfs
Storm frequency = 50 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 75,653 cuft
Inflow hyd. No. = 5 - Post Pond 3 Max. Elevation = 327.06 ft
Reservoir name = SGW POND 3 Max. Storage = 82,016 cuft
Storage Indication method used.
POND 3 ROUTING
Q (cfs) Hyd. No. 6-- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 Total storage used = 82,016 cuft

49
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 12.29 2 720 32,093 Pond 3 Pre-DA 3A
2 SCS Runoff 21.46 2 722 60,522 Pond 3 Pre-DA 3B
3 SCS Runoff 19.72 2 722 55,628 Pond 3 Pre-DA 3C
4 Combine 53.24 2 722 148,244 1,2,3 Pre-Dev Combined
5 SCS Runoff 60.44 2 716 145,951 Post Pond 3
6 Reservoir 8.688 2 726 90,587 5 327.45 90,436 POND 3 ROUTING
SGW Pond 3.gpw Return Period: 100 Year Thursday, 08/24/2023

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 3 Pre-DA 3A
Hydrograph type = SCS Runoff Peak discharge = 12.29 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 32,093 cuft
Drainage area = 1.860 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.50 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — — . — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 3 Pre-DA 3B
Hydrograph type = SCS Runoff Peak discharge = 21.46 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 60,522 cuft
Drainage area = 3.710 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3B
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
-1
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 3 Pre-DA 3C
Hydrograph type = SCS Runoff Peak discharge = 19.72 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 55,628 cuft
Drainage area = 3.410 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.40 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 3 Pre-DA 3C
Q (cfs) Hyd. No. 3-- 100 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 1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 53.24 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 148,244 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 8.980 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 I 20.00
10.00 10.00
\IL_
II
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Post Pond 3
Hydrograph type = SCS Runoff Peak discharge = 60.44 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 145,951 cuft
Drainage area = 6.100 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 3
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
II
10.00IL_ 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
POND 3 ROUTING
Hydrograph type = Reservoir Peak discharge = 8.688 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 90,587 cuft
Inflow hyd. No. = 5 - Post Pond 3 Max. Elevation = 327.45 ft
Reservoir name = SGW POND 3 Max. Storage = 90,436 cuft
Storage Indication method used.
POND 3 ROUTING
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ^ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 6 Hyd No. 5 1111111 Total storage used = 90,436 cuft

56
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
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 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
name: P:\2021 Projects\21-065-RDU Parking Expansion_RSH\Design\_Pond Design\21-065-RDU Precip Data.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 2.83 3.42 0.00 4.27 4.94 5.84 6.55 7.27
SCS 6-Hr 0.00 0.00 0.00 2.99 0.00 4.08 4.58 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

Incremental Method for Calculating Drawdown Time for Vertical Filter Systems Using Darcy's Equation
Submerged Gravel Wetland Drawdown Calculations
Project Name: RDU PE3 Pond 3
Project Number: 21-065
Basin Information
Filter permeability(k)* = 0.0833(ft/hr) *0.0833 ftlhr-From planting media information.Does not
Top of treatment volume: Elev. = 325.62 account for#57 washed stone encircling the underdrain
Bottom of treatment volume: Elev. = 322.00 pipe system.Runoff from the first 1"of rainfall must draw
down between 2-5 days.
Number of increments = 13.00(each)
Filter Pipe Information
Runs Length
Length of pipe(L) = 7.75(ft) 4 300
Pipe diameter(d) = 0.333(ft)
Pipe invert elevation = 317(ft)
Depth of Filter Media(D) = 0.5(ft)
Width of Filter Media(W) = 46(ft)
Mannings"n" = 0.01 unitless
Slope(ft per ft) = 0.005(ft per ft)
Average Drawdown
Storage Change in Hydraulic Average Filter Instantaneous Discharge Per Time Per
Elevation Storage Increment(V) Elevation(H) Gradient Flow Area(A) Discharge(Q) Increm.(QAvo) Increm.(t)
ft (ft) (ft) (ft) (I) (ft2) (ft3/hr) (ft3/hr) (hrs) _
325.62 48339.5 - 8.4535 16.91 356.5 502.1
1805.3 = * Ilr 498.5 3.6
325.50 46534.3 8.3335 16.67 356.5 495.0
3716.3 487.5 7.6
325.25 42817.9 8.0835 16.17 356.5 480.1
3655.9 472.7 7.7
325.00 39162.0 7.8335 15.67 356.5 465.3
3595.6 457.8 7.9
324.75 35566.4 7.5835 15.17 356.5 450.4
3535.2 443.0 8.0
324.50 32031.3 7.3335 14.67 356.5 435.6
3474.8 428.1 8.1
324.25 28556.4 7.0835 14.17 356.5 420.7
3414.4 413.3 8.3
324.00 25142.0 6.8335 13.67 356.5 405.9
3354.1 398.4 8.4
323.75 21787.9 6.5835 13.17 356.5 391.0
3293.7 383.6 8.6
323.50 18494.3 6.3335 12.67 356.5 376.2
3233.3 368.7 8.8
323.25 15260.9 6.0835 12.17 356.5 361.3
3172.9 353.9 9.0
323.00 12088.0 _ 5.8335 11.67 356.5 346.5
3112.6 339.0 9.2
322.75 8975.4 5.5835 11.17 356.5 331.6
3052.2 324.2 9.4
322.50 5923.3 5.3335 10.67 356.5 316.8
2991.8 309.3 9.7
322.25 2931.4 5.0835 10.17 356.5 301.9
2931.4 294.5 10.0
322.00 0.0 i 4.8335 9.67 356.5 287.1
Pond Geometry Total Drawdown Time= 47.2(hours)
Side slopes: Horizontal:3 Vertical: 1 Req.pipe capacity(inside dia)= 3.6(inches)
Bottom Area: 11605 square feet Pipe diameter to be used= 6(inches)
Bottom Perm: 322 feet Main line pipe slope= 0.005(feet/foot)
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

ANTI-FLOTATION CALCULATIONS
SGW Pond 3
Inside Area of Structure
Length 6.00 ft
Width 6.00 ft
Total 36.00 sq.ft
Outside Area of Structure
Length 7.00 ft
Width 7.00 ft
Total 49.00 sq.ft.
Total Area 13.00 sq.ft.
Height of Riser 12.00 ft
Volume of Riser 156.00 cu.ft.
Weight of Concrete 150.00 lb/cu.ft.
Weight of Water 62.40 lb/cu.ft.
Amount of Water Displaced 9734.40 lb
Safety Factor 1.10
Required Anchor Weight 10707.84 lb/cu.ft.
Volume of Concrete Required 122.24 cu.ft.
Volume of Concrete
Length 8.00
Width 8.00
Depth 2.00
Total Volume 128.00 cu.ft.
Yards of Concrete 4.74 cu. Yd.
RDU PE3 21-065
Parking Lot Expansion 8/28/2023

SGS POND 4

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 4 Pre-Dev DA-4A Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 6.62 509.7
CN(weighted) =total product/total area
Totals = 6.620 509.7
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 4 Pre-Dev DA-4B Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 3.07 236.4
CN(weighted) =total product/total area
Totals = 3.070 236.4
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 4 Post-Dev DA-4A Checked: Date: 28-Aug-23
Circle one: Present 6veloped FN: CNPOST.XLS
Runoff Curve Number(CN)
Pavement 98 14.72 1442.6
Grass
C (Grass Cover> 75%) 74 0.0
CN(weighted) =total product/total area
Totals = 14.720 1442.6
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0_
Service, June 1986

SUBMERGED GRAVEL WETLAND POND 4
SIMPLE METHOD FOR RUNOFF VOLUME
Rv= 0.05+0.9 la DA= Drainage Area
R„= 0.95 DA= 14.72 AC
Imp Area= 14.72 AC
la= Impervious Fraction
la= Impervious Area
Drainage Area
la= 1.00
DESIGN VOLUME REQUIRED
D„= 3,630 Rd Rv DA Rd = 1 in Design Storm
Rv= 0.95
Dv= 50,761.92 FT3 DA= 14.72 AC
Vol. Provided = 130,195.00 FT3
VOLUME PROVIDED ADEQUATE OK
SURFACE AREA REQUIRED FOR DESIGN VOLUME
SA= D„ D„= 50,761.92 FT3 Design Volume
Ponding Depth
Ponding Depth = 2.77 FT
SA= 18,325.60 FT2
SA Provided = 43,292.00 FT2
SURFACE AREA PROVIDED ADEQUATE OK
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

Hydraflow Table of Contents SGW Pond 4.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pond 4 Pre-DA 4A 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pond 4 Pre-DA 4B 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, Combine, Pre-Dev Combined 8
Hydrograph No. 4, SCS Runoff, Post Pond 4 9
Hydrograph No. 5, Reservoir, Pond Routing 10
Pond Report - SGW Pond 4 11
2 - Year
Summary Report 12
Hydrograph Reports 13
Hydrograph No. 1, SCS Runoff, Pond 4 Pre-DA 4A 13
Hydrograph No. 2, SCS Runoff, Pond 4 Pre-DA 4B 14
Hydrograph No. 3, Combine, Pre-Dev Combined 15
Hydrograph No. 4, SCS Runoff, Post Pond 4 16
Hydrograph No. 5, Reservoir, Pond Routing 17
5 - Year
Summary Report 18
Hydrograph Reports 19
Hydrograph No. 1, SCS Runoff, Pond 4 Pre-DA 4A 19
Hydrograph No. 2, SCS Runoff, Pond 4 Pre-DA 4B 20
Hydrograph No. 3, Combine, Pre-Dev Combined 21
Hydrograph No. 4, SCS Runoff, Post Pond 4 22
Hydrograph No. 5, Reservoir, Pond Routing 23
10 - Year
Summary Report 24
Hydrograph Reports 25
Hydrograph No. 1, SCS Runoff, Pond 4 Pre-DA 4A 25
Hydrograph No. 2, SCS Runoff, Pond 4 Pre-DA 4B 26
Hydrograph No. 3, Combine, Pre-Dev Combined 27
Hydrograph No. 4, SCS Runoff, Post Pond 4 28
Hydrograph No. 5, Reservoir, Pond Routing 29
25 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, SCS Runoff, Pond 4 Pre-DA 4A 31
Hydrograph No. 2, SCS Runoff, Pond 4 Pre-DA 4B 32

Contents continued... SGW Pond 4.gpw
Hydrograph No. 3, Combine, Pre-Dev Combined 33
Hydrograph No. 4, SCS Runoff, Post Pond 4 34
Hydrograph No. 5, Reservoir, Pond Routing 35
50 - Year
Summary Report 36
Hydrograph Reports 37
Hydrograph No. 1, SCS Runoff, Pond 4 Pre-DA 4A 37
Hydrograph No. 2, SCS Runoff, Pond 4 Pre-DA 4B 38
Hydrograph No. 3, Combine, Pre-Dev Combined 39
Hydrograph No. 4, SCS Runoff, Post Pond 4 40
Hydrograph No. 5, Reservoir, Pond Routing 41
100 - Year
Summary Report 42
Hydrograph Reports 43
Hydrograph No. 1, SCS Runoff, Pond 4 Pre-DA 4A 43
Hydrograph No. 2, SCS Runoff, Pond 4 Pre-DA 4B 44
Hydrograph No. 3, Combine, Pre-Dev Combined 45
Hydrograph No. 4, SCS Runoff, Post Pond 4 46
Hydrograph No. 5, Reservoir, Pond Routing 47
IDF Report 48

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
4
V3
1111
Legend
Hyd. Origin Description
1 SCS Runoff Pond 4 Pre-DA 4A
2 SCS Runoff Pond 4 Pre-DA 4B
3 Combine Pre-Dev Combined
4 SCS Runoff Post Pond 4
5 Reservoir Pond Routing
Project: SGW Pond 4.gpw Tuesday, 09/ 12/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 6.434 9.475 14.22 18.18 23.66 28.07 32.59 Pond 4 Pre-DA 4A
2 SCS Runoff 3.255 4.774 7.173 9.158 I 11.90 14.11 16.37 Pond 4 Pre-DA 4B
3 Combine 1,2 9.617 14.21 21.34 27.24 35.40 41.95 48.67 Pre-Dev Combined
4 SCS Runoff 56.05 68.04 85.26 98.81 116.99 131.32 145.84 Post Pond 4
5 Reservoir 4 0.000 0.571 2.019 4.414 7.693 9.725 11.46 Pond Routing
Proj. file: SGW Pond 4.gpw Tuesday, 09/ 12/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 6.434 2 728 23,358 Pond 4 Pre-DA 4A
2 SCS Runoff 3.255 2 726 10,642 Pond 4 Pre-DA 4B
3 Combine 9.617 2 726 34,000 1,2 Pre-Dev Combined
4 SCS Runoff 56.05 2 716 130,195 Post Pond 4
5 Reservoir 0.000 2 n/a 0 4 341.77 130,195 Pond Routing
SGW Pond 4.gpw Return Period: 1 Year Tuesday, 09/ 12/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 1
Pond 4 Pre-DA 4A
Hydrograph type = SCS Runoff Peak discharge = 6.434 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 23,358 cuft
Drainage area = 6.620 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4A
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
7.00 7.00
6.00 ) 6.00
5.00 5.00
4.00 4.00
3.00 3.00
I
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
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pond 4 Pre-DA 4A
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 215.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 4.19 0.00 0.00
Travel Time (min) = 18.94 + 0.00 + 0.00 = 18.94
Shallow Concentrated Flow
Flow length (ft) = 198.00 0.00 0.00
Watercourse slope (%) = 10.10 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =5.13 0.00 0.00
Travel Time (min) = 0.64 + 0.00 + 0.00 = 0.64
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 6.32 0.00 0.00
Channel slope (%) = 5.04 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =5.80
0.00
0.00
Flow length (ft) ({0})417.0 0.0 0.0
Travel Time (min) = 1.20 + 0.00 + 0.00 = 1.20
Total Travel Time, Tc 20.80 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 2
Pond 4 Pre-DA 4B
Hydrograph type = SCS Runoff Peak discharge = 3.255 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 10,642 cuft
Drainage area = 3.070 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.60 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4B
Q (cfs) Hyd. No. 2 -- 1 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
Hyd No. 2 Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 2
Pond 4 Pre-DA 4B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 179.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 3.35 0.00 0.00
Travel Time (min) = 17.89 + 0.00 + 0.00 = 17.89
Shallow Concentrated Flow
Flow length (ft) = 140.00 0.00 0.00
Watercourse slope (%) = 16.43 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =6.54 0.00 0.00
Travel Time (min) = 0.36 + 0.00 + 0.00 = 0.36
Channel Flow
X sectional flow area (sqft) = 12.00 0.00 0.00
Wetted perimeter (ft) = 12.65 0.00 0.00
Channel slope (%) = 7.92 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =11.56
0.00
0.00
Flow length (ft) ({0})240.0 0.0 0.0
Travel Time (min) = 0.35 + 0.00 + 0.00 = 0.35
Total Travel Time, Tc 18.60 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 9.617 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 34,000 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 9.690 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 4
Post Pond 4
Hydrograph type = SCS Runoff Peak discharge = 56.05 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 130,195 cuft
Drainage area = 14.720 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 4
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
.1
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 4 - Post Pond 4 Max. Elevation = 341.77 ft
Reservoir name = SGW Pond 4 Max. Storage = 130,195 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 5 Hyd No. 4 II I I I I I Total storage used = 130,195 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Pond No. 1 - SGW Pond 4
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=339.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 339.00 43,292 0 0
1.00 340.00 45,846 44,558 44,558
2.00 341.00 48,457 47,141 91,699
3.00 342.00 51,124 49,780 141,479
4.00 343.00 53,848 52,475 193,954
5.00 344.00 56,629 55,227 249,181
6.00 345.00 59,466 58,036 307,217
7.00 346.00 62,359 60,901 368,117
8.00 347.00 65,309 63,822 431,939
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 60.00 6.00 0.00 0.00 Crest Len(ft) = 34.00 0.00 0.00 0.00
Span(in) = 60.00 48.00 0.00 0.00 Crest El.(ft) = 346.00 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) = 334.00 342.00 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = Yes 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 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 339.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 44,558 340.00 149.47 ic 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.00 91,699 341.00 149.47 ic 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.00 141,479 342.00 149.47 ic 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 193,954 343.00 149.47 ic 8.34 ic --- --- 0.00 --- --- --- --- --- 8.340
5.00 249,181 344.00 149.47 ic 12.74 ic --- --- 0.00 --- --- --- --- --- 12.74
6.00 307,217 345.00 149.47 ic 15.97 ic --- --- 0.00 --- --- --- --- --- 15.97
7.00 368,117 346.00 149.47 ic 18.65 ic --- --- 0.00 --- --- --- --- --- 18.65
8.00 431,939 347.00 149.47 ic 20.99 ic --- 113.22 --- --- --- --- --- 134.21

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 9.475 2 728 33,543 Pond 4 Pre-DA 4A
2 SCS Runoff 4.774 2 726 15,283 Pond 4 Pre-DA 4B
3 Combine 14.21 2 726 48,826 1,2 Pre-Dev Combined
4 SCS Runoff 68.04 2 716 159,636 Post Pond 4
5 Reservoir 0.571 2 1320 18,145 4 342.12 147,658 Pond Routing
SGW Pond 4.gpw Return Period: 2 Year Tuesday, 09/ 12/2023

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 1
Pond 4 Pre-DA 4A
Hydrograph type = SCS Runoff Peak discharge = 9.475 cfs
Storm frequency = 2 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 33,543 cuft
Drainage area = 6.620 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4A
Q (cfs) Hyd. No. 1 --2 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 2
Pond 4 Pre-DA 4B
Hydrograph type = SCS Runoff Peak discharge = 4.774 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 15,283 cuft
Drainage area = 3.070 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.60 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4B
Q (cfs) Hyd. No. 2 --2 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
Hyd No. 2 Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 14.21 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 48,826 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 9.690 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
1
3.00 3.00
0.00 1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 4
Post Pond 4
Hydrograph type = SCS Runoff Peak discharge = 68.04 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 159,636 cuft
Drainage area = 14.720 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 4
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 0.571 cfs
Storm frequency = 2 yrs Time to peak = 22.00 hrs
Time interval = 2 min Hyd. volume = 18,145 cuft
Inflow hyd. No. = 4 - Post Pond 4 Max. Elevation = 342.12 ft
Reservoir name = SGW Pond 4 Max. Storage = 147,658 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
W Mil
0.00 1111111111, 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 147,658 cuft

18
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 14.22 2 726 49,539 Pond 4 Pre-DA 4A
2 SCS Runoff 7.173 2 724 22,571 Pond 4 Pre-DA 4B
3 Combine 21.34 2 726 72,110 1,2 Pre-Dev Combined
4 SCS Runoff 85.26 2 716 202,104 Post Pond 4
5 Reservoir 2.019 2 868 60,613 4 342.28 156,095 Pond Routing
SGW Pond 4.gpw Return Period: 5 Year Tuesday, 09/ 12/2023

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 1
Pond 4 Pre-DA 4A
Hydrograph type = SCS Runoff Peak discharge = 14.22 cfs
Storm frequency = 5 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 49,539 cuft
Drainage area = 6.620 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4A
Q (cfs) Hyd. No. 1 --5 Year Q (cfs)
15.00 15.00
1
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 2
Pond 4 Pre-DA 4B
Hydrograph type = SCS Runoff Peak discharge = 7.173 cfs
Storm frequency = 5 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 22,571 cuft
Drainage area = 3.070 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.60 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4B
Q (cfs) Hyd. No. 2 --5 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 -• I 1L."'-------- 2.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 21.34 cfs
Storm frequency = 5 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 72,110 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 9.690 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 4
Post Pond 4
Hydrograph type = SCS Runoff Peak discharge = 85.26 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 202,104 cuft
Drainage area = 14.720 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 4
Q (cfs) Hyd. No. 4 --5 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 ------•""°/*-------- 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 2.019 cfs
Storm frequency = 5 yrs Time to peak = 14.47 hrs
Time interval = 2 min Hyd. volume = 60,613 cuft
Inflow hyd. No. = 4 - Post Pond 4 Max. Elevation = 342.28 ft
Reservoir name = SGW Pond 4 Max. Storage = 156,095 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5 --5 Year Q (cfs)
90.00 1 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
imiL
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 156,095 cuft

24
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 18.18 2 726 62,932 Pond 4 Pre-DA 4A
2 SCS Runoff 9.158 2 724 28,672 Pond 4 Pre-DA 4B
3 Combine 27.24 2 726 91,604 1,2 Pre-Dev Combined
4 SCS Runoff 98.81 2 716 235,605 Post Pond 4
5 Reservoir 4.414 2 780 94,115 4 342.47 166,179 Pond Routing
SGW Pond 4.gpw Return Period: 10 Year Tuesday, 09/ 12/2023

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 1
Pond 4 Pre-DA 4A
Hydrograph type = SCS Runoff Peak discharge = 18.18 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 62,932 cuft
Drainage area = 6.620 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4A
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
21.00 21.00
18.00 i 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 2
Pond 4 Pre-DA 4B
Hydrograph type = SCS Runoff Peak discharge = 9.158 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 28,672 cuft
Drainage area = 3.070 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.60 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4B
Q (cfs) Hyd. No. 2 -- 10 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 27.24 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 91,604 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 9.690 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
28.00 28.00
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 4
Post Pond 4
Hydrograph type = SCS Runoff Peak discharge = 98.81 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 235,605 cuft
Drainage area = 14.720 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 4
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 4.414 cfs
Storm frequency = 10 yrs Time to peak = 13.00 hrs
Time interval = 2 min Hyd. volume = 94,115 cuft
Inflow hyd. No. = 4 - Post Pond 4 Max. Elevation = 342.47 ft
Reservoir name = SGW Pond 4 Max. Storage = 166,179 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 166,179 cuft

30
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 23.66 2 726 81,689 Pond 4 Pre-DA 4A
2 SCS Runoff 11.90 2 724 37,218 Pond 4 Pre-DA 4B
3 Combine 35.40 2 726 118,908 1,2 Pre-Dev Combined
4 SCS Runoff 116.99 2 716 280,629 Post Pond 4
5 Reservoir 7.693 2 752 139,138 4 342.89 188,101 Pond Routing
SGW Pond 4.gpw Return Period: 25 Year Tuesday, 09/ 12/2023

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 1
Pond 4 Pre-DA 4A
Hydrograph type = SCS Runoff Peak discharge = 23.66 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 81,689 cuft
Drainage area = 6.620 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4A
Q (cfs) Hyd. No. 1 --25 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 2
Pond 4 Pre-DA 4B
Hydrograph type = SCS Runoff Peak discharge = 11.90 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 37,218 cuft
Drainage area = 3.070 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.60 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4B
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
i ............._
2.00 2.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 35.40 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 118,908 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 9.690 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — ^� 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 4
Post Pond 4
Hydrograph type = SCS Runoff Peak discharge = 116.99 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 280,629 cuft
Drainage area = 14.720 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 4
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 7.693 cfs
Storm frequency = 25 yrs Time to peak = 12.53 hrs
Time interval = 2 min Hyd. volume = 139,138 cuft
Inflow hyd. No. = 4 - Post Pond 4 Max. Elevation = 342.89 ft
Reservoir name = SGW Pond 4 Max. Storage = 188,101 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 5 Hyd No. 4 11 1 1 1 1 1 [ Total storage used = 188,101 cuft

36
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 28.07 2 726 96,950 Pond 4 Pre-DA 4A
2 SCS Runoff 14.11 2 724 44,171 Pond 4 Pre-DA 4B
3 Combine 41.95 2 726 141,121 1,2 Pre-Dev Combined
4 SCS Runoff 131.32 2 716 316,159 Post Pond 4
5 Reservoir 9.725 2 748 174,667 4 343.27 208,890 Pond Routing
SGW Pond 4.gpw Return Period: 50 Year Tuesday, 09/ 12/2023

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 1
Pond 4 Pre-DA 4A
Hydrograph type = SCS Runoff Peak discharge = 28.07 cfs
Storm frequency = 50 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 96,950 cuft
Drainage area = 6.620 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4A
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 -. - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 2
Pond 4 Pre-DA 4B
Hydrograph type = SCS Runoff Peak discharge = 14.11 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 44,171 cuft
Drainage area = 3.070 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.60 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4B
Q (cfs) Hyd. No. 2 -- 50 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 41.95 cfs
Storm frequency = 50 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 141,121 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 9.690 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 I 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 4
Post Pond 4
Hydrograph type = SCS Runoff Peak discharge = 131.32 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 316,159 cuft
Drainage area = 14.720 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 4
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
140.00 140.00
-
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
-
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 9.725 cfs
Storm frequency = 50 yrs Time to peak = 12.47 hrs
Time interval = 2 min Hyd. volume = 174,667 cuft
Inflow hyd. No. = 4 - Post Pond 4 Max. Elevation = 343.27 ft
Reservoir name = SGW Pond 4 Max. Storage = 208,890 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
`
0.00 - 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 208,890 cuft

42
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 32.59 2 726 112,741 Pond 4 Pre-DA 4A
2 SCS Runoff 16.37 2 724 51,366 Pond 4 Pre-DA 4B
3 Combine 48.67 2 726 164,107 1,2 Pre-Dev Combined
4 SCS Runoff 145.84 2 716 352,196 Post Pond 4
5 Reservoir 11.46 2 746 210,705 4 343.67 230,706 Pond Routing
SGW Pond 4.gpw Return Period: 100 Year Tuesday, 09/ 12/2023

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 1
Pond 4 Pre-DA 4A
Hydrograph type = SCS Runoff Peak discharge = 32.59 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 112,741 cuft
Drainage area = 6.620 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
I
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 2
Pond 4 Pre-DA 4B
Hydrograph type = SCS Runoff Peak discharge = 16.37 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 51,366 cuft
Drainage area = 3.070 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.60 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 4 Pre-DA 4B
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 48.67 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 164,107 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 9.690 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
50.00 J 50.00
•
40.00 40.00
30.00 30.00
TI
20.00 1 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 4
Post Pond 4
Hydrograph type = SCS Runoff Peak discharge = 145.84 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 352,196 cuft
Drainage area = 14.720 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 4
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
160.00 160.00
140.00 I 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
----- (-------_, -
0.00 - - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 11.46 cfs
Storm frequency = 100 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 210,705 cuft
Inflow hyd. No. = 4 - Post Pond 4 Max. Elevation = 343.67 ft
Reservoir name = SGW Pond 4 Max. Storage = 230,706 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 i� 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 230,706 cuft

48
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Tuesday,09/12/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
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 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
name: P:\2021 Projects\21-065-RDU Parking Expansion_RSH\Design\_Pond Design\21-065-RDU Precip Data.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 2.83 3.42 0.00 4.27 4.94 5.84 6.55 7.27
SCS 6-Hr 0.00 0.00 0.00 2.99 0.00 4.08 4.58 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

Incremental Method for Calculating Drawdown Time for Vertical Filter Systems Using Darcy's Equation
Submerged Gravel Wetland Drawdown Calculations
Project Name: RDU PE3 Pond 4
Project Number: 21-065
Basin Information
Filter permeability(k)* = 0.0833(ft/hr) *0.0833 ftlhr-From planting media information.Does not
Top of treatment volume: Elev. = 341.77 account for#57 washed stone encircling the underdrain
Bottom of treatment volume: Elev. = 339.00 pipe system.Runoff from the first 1"of rainfall must draw
down between 2-5 days.
Number of increments = 12.00(each)
Filter Pipe Information
Runs Length
Length of pipe(L) = 2.3(ft) 4 300
Pipe diameter(d) = 0.5(ft)
Pipe invert elevation = 317(ft)
Depth of Filter Media(D) = 0.5(ft)
Width of Filter Media(W) = 133(ft)
Mannings"n" = 0.01 unitless
Slope(ft per ft) = 0.005(ft per ft)
Average Drawdown
Storage Change in Hydraulic Average Filter Instantaneous Discharge Per Time Per
Elevation Storage Increment(V) Elevation(H) Gradient Flow Area(A) Discharge(Q) Increm.(QAvo) Increm.(t)
ft (ft3) (ft) (ft) (i) (ft2) (ft3/hr) (ft3/hr) (hrs) _
341.77 123820.5 - 24.52 49.04 305.9 1249.6
12412.4 • Ilr * Ilr 1242.7 10.0
341.50 111408.1 24.25 48.50 305.9 1235.9
11426.8 1229.5 9.3
341.25 99981.3 24 48.00 305.9 1223.1
11363.3 1216.7 9.3
341.00 88618.0 23.75 47.50 305.9 1210.4
11299.7 1204.0 9.4
340.75 77318.3 23.5 47.00 305.9 1197.6
11236.2 1191.3 9.4
340.50 66082.1 23.25 46.50 305.9 1184.9
11172.6 1178.5 9.5
340.25 54909.5 23 46.00 305.9 1172.1
11109.0 1165.8 9.5
340.00 43800.5 22.75 45.50 305.9 1159.4
11045.5 1153.0 9.6
339.75 32755.0 22.5 45.00 305.9 1146.7
10981.9 1140.3 9.6
339.50 21773.1 22.25 44.50 305.9 1133.9
10918.3 1127.6 9.7
339.25 10854.8 22 44.00 305.9 1121.2
10854.8 1114.8 9.7
339.00 0.0 21.75 43.50 305.9 1108.4 3
Pond Geometry Total Drawdown Time= 48.2(hours)
Side slopes: Horizontal:3 Vertical: 1 Req.pipe capacity(inside dia)= 5.2(inches)
Bottom Area: 43292 square feet Pipe diameter to be used= 6(inches)
Bottom Perm: 339 feet Main line pipe slope= 0.005(feet/foot)
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

ANTI-FLOTATION CALCULATIONS
SGW Pond 4
Inside Area of Structure
Length 11.00 ft
Width 6.00 ft
Total 66.00 sq.ft
Outside Area of Structure
Length 12.00 ft
Width 7.00 ft
Total 84.00 sq.ft.
Total Area 18.00 sq.ft.
Height of Riser 12.00 ft
Volume of Riser 216.00 cu.ft.
Weight of Concrete 150.00 lb/cu.ft.
Weight of Water 62.40 lb/cu.ft.
Amount of Water Displaced 13478.40 lb
Safety Factor 1.10
Required Anchor Weight 14826.24 lb/cu.ft.
Volume of Concrete Required 169.25 cu.ft.
Volume of Concrete
Length 13.00
Width 8.00
Depth 2.00
Total Volume 208.00 cu.ft.
Yards of Concrete 7.70 cu. Yd.
RDU PE3 21-065
Parking Lot Expansion 8/28/2023

SGS POND 5

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 5 Pre-Dev DA-5A Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.0
Woods, Poor Condition
C 77 3.15 242.6
CN(weighted) =total product/total area
Totals = 3.150 242.6
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 5 Pre-Dev DA-5B Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.0
Woods, Poor Condition
C 77 7.58 583.7
CN(weighted) =total product/total area
Totals = 7.580 583.7
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0_
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 5 Pre-Dev DA-5C Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.94 92.1
Woods, Poor Condition
C 77 0.0
CN(weighted) =total product/total area
Totals = 0.940 92.1
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 5 Pre-Dev DA-5D3 Checked: Date: 28-Aug-23
Circle one: 141=11b Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 2.39 234.2
Woods, Poor Condition
C 77 0.0
CN(weighted) =total product/total area
Totals = 2.390 234.2
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 5 Post-Dev DA-5A Checked: Date: 28-Aug-23
Circle one: Present 6veloped FN: CNPOST.XLS
Runoff Curve Number(CN)
Pavement 98 11.84 1160.3
Grass
C (Grass Cover> 75%) 74 0.0
CN(weighted) =total product/total area
Totals = 11.840 1160.3
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0
Service, June 1986

SUBMERGED GRAVEL WETLAND POND 5
SIMPLE METHOD FOR RUNOFF VOLUME
Rv= 0.05+0.9 la DA= Drainage Area
R„= 0.95 DA= 7.42 AC
Imp Area= 7.42 AC
la= Impervious Fraction
la= Impervious Area
Drainage Area
la= 1.00
DESIGN VOLUME REQUIRED
D„= 3,630 Rd Rv DA Rd= 1 in Design Storm
Rv= 0.95
Dv= 40,830.24 FT3 DA= 11.84 AC
Vol. Provided = 90,441.00 FT3
VOLUME PROVIDED ADEQUATE OK
SURFACE AREA REQUIRED FOR DESIGN VOLUME
SA= D„ D„= 40,830.24 FT3 Design Volume
Ponding Depth
Ponding Depth = 3.40 FT
SA= 12,008.89 FT2
SA Provided = 34,199.00 FT2
SURFACE AREA PROVIDED ADEQUATE OK
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

Hydraflow Table of Contents SGW Pond 5.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pond 5 Pre-DA 5A 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pond 5 Pre--DA 5B 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, SCS Runoff, Pond 5 Pre-DA 5C 8
Hydrograph No. 4, SCS Runoff, Pond 5 Pre-DA 5D 9
Hydrograph No. 5, Combine, Pre-Dev Combined 10
Hydrograph No. 6, SCS Runoff, Post Pond 5 11
Hydrograph No. 7, Reservoir, POND 5 ROUTING 12
Pond Report - SGW Pond 5 13
2 - Year
Summary Report 14
Hydrograph Reports 15
Hydrograph No. 1, SCS Runoff, Pond 5 Pre-DA 5A 15
Hydrograph No. 2, SCS Runoff, Pond 5 Pre--DA 5B 16
Hydrograph No. 3, SCS Runoff, Pond 5 Pre-DA 5C 17
Hydrograph No. 4, SCS Runoff, Pond 5 Pre-DA 5D 18
Hydrograph No. 5, Combine, Pre-Dev Combined 19
Hydrograph No. 6, SCS Runoff, Post Pond 5 20
Hydrograph No. 7, Reservoir, POND 5 ROUTING 21
5 - Year
Summary Report 22
Hydrograph Reports 23
Hydrograph No. 1, SCS Runoff, Pond 5 Pre-DA 5A 23
Hydrograph No. 2, SCS Runoff, Pond 5 Pre--DA 5B 24
Hydrograph No. 3, SCS Runoff, Pond 5 Pre-DA 5C 25
Hydrograph No. 4, SCS Runoff, Pond 5 Pre-DA 5D 26
Hydrograph No. 5, Combine, Pre-Dev Combined 27
Hydrograph No. 6, SCS Runoff, Post Pond 5 28
Hydrograph No. 7, Reservoir, POND 5 ROUTING 29
10 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, SCS Runoff, Pond 5 Pre-DA 5A 31
Hydrograph No. 2, SCS Runoff, Pond 5 Pre--DA 5B 32
Hydrograph No. 3, SCS Runoff, Pond 5 Pre-DA 5C 33
Hydrograph No. 4, SCS Runoff, Pond 5 Pre-DA 5D 34
Hydrograph No. 5, Combine, Pre-Dev Combined 35

Contents continued... SGW Pond 5.gpw
Hydrograph No. 6, SCS Runoff, Post Pond 5 36
Hydrograph No. 7, Reservoir, POND 5 ROUTING 37
25 - Year
Summary Report 38
Hydrograph Reports 39
Hydrograph No. 1, SCS Runoff, Pond 5 Pre-DA 5A 39
Hydrograph No. 2, SCS Runoff, Pond 5 Pre--DA 5B 40
Hydrograph No. 3, SCS Runoff, Pond 5 Pre-DA 5C 41
Hydrograph No. 4, SCS Runoff, Pond 5 Pre-DA 5D 42
Hydrograph No. 5, Combine, Pre-Dev Combined 43
Hydrograph No. 6, SCS Runoff, Post Pond 5 44
Hydrograph No. 7, Reservoir, POND 5 ROUTING 45
50 - Year
Summary Report 46
Hydrograph Reports 47
Hydrograph No. 1, SCS Runoff, Pond 5 Pre-DA 5A 47
Hydrograph No. 2, SCS Runoff, Pond 5 Pre--DA 5B 48
Hydrograph No. 3, SCS Runoff, Pond 5 Pre-DA 5C 49
Hydrograph No. 4, SCS Runoff, Pond 5 Pre-DA 5D 50
Hydrograph No. 5, Combine, Pre-Dev Combined 51
Hydrograph No. 6, SCS Runoff, Post Pond 5 52
Hydrograph No. 7, Reservoir, POND 5 ROUTING 53
100 - Year
Summary Report 54
Hydrograph Reports 55
Hydrograph No. 1, SCS Runoff, Pond 5 Pre-DA 5A 55
Hydrograph No. 2, SCS Runoff, Pond 5 Pre--DA 5B 56
Hydrograph No. 3, SCS Runoff, Pond 5 Pre-DA 5C 57
Hydrograph No. 4, SCS Runoff, Pond 5 Pre-DA 5D 58
Hydrograph No. 5, Combine, Pre-Dev Combined 59
Hydrograph No. 6, SCS Runoff, Post Pond 5 60
Hydrograph No. 7, Reservoir, POND 5 ROUTING 61
IDF Report 62

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
isjj
eiso
51115
Cda
Legend
Hvd• Origin Description
1 SCS Runoff Pond 5 Pre-DA 5A
2 SCS Runoff Pond 5 Pre--DA 5B
3 SCS Runoff Pond 5 Pre-DA 5C
4 SCS Runoff Pond 5 Pre-DA 5D
5 Combine Pre-Dev Combined
6 SCS Runoff Post Pond 5
7 Reservoir POND 5 ROUTING
Project: SGW Pond 5.gpw Thursday, 08/24/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 4.733 6.848 10.12 12.86 16.64 19.68 22.78 Pond 5 Pre-DA 5A
2 SCS Runoff 10.19 14.83 22.11 28.16 36.52 43.23 50.09 Pond 5 Pre--DA 5B
3 SCS Runoff 3.579 4.345 5.445 6.310 I 7.471 8.386 9.313 Pond 5 Pre-DA 5C
4 SCS Runoff 9.100 11.05 13.84 16.04 19.00 21.32 23.68 Pond 5 Pre-DA 5D
5 Combine 1,2,3, 25.73 34.89 48.83 60.21 75.84 88.34 101.11 Pre-Dev Combined
4
6 SCS Runoff 45.08 54.73 68.58 79.48 94.10 105.62 117.30 Post Pond 5
7 Reservoir 6 0.000 0.665 2.400 5.252 8.538 10.60 12.29 POND 5 ROUTING
Proj. file: SGW Pond 5.gpw Thursday, 08/24/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 4.733 2 720 10,919 Pond 5 Pre-DA 5A
2 SCS Runoff 10.19 2 722 27,097 Pond 5 Pre--DA 5B
3 SCS Runoff 3.579 2 716 8,314 Pond 5 Pre-DA 5C
4 SCS Runoff 9.100 2 716 21,139 Pond 5 Pre-DA 5D
5 Combine 25.73 2 718 67,470 1,2,3, Pre-Dev Combined
4
6 SCS Runoff 45.08 2 716 104,722 Post Pond 5
7 Reservoir 0.000 2 n/a 0 6 353.40 104,722 POND 5 ROUTING
SGW Pond 5.gpw Return Period: 1 Year Thursday, 08/24/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 5 Pre-DA 5A
Hydrograph type = SCS Runoff Peak discharge = 4.733 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 10,919 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.40 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5A
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pond 5 Pre-DA 5A
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 102.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 7.87 0.00 0.00
Travel Time (min) = 8.11 + 0.00 + 0.00 = 8.11
Shallow Concentrated Flow
Flow length (ft) = 161.00 0.00 0.00
Watercourse slope (%) = 13.04 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =5.83 0.00 0.00
Travel Time (min) = 0.46 + 0.00 + 0.00 = 0.46
Channel Flow
X sectional flow area (sqft) = 5.00 0.00 0.00
Wetted perimeter (ft) = 10.20 0.00 0.00
Channel slope (%) = 6.13 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =6.54
0.00
0.00
Flow length (ft) ({0})326.0 0.0 0.0
Travel Time (min) = 0.83 + 0.00 + 0.00 = 0.83
Total Travel Time, Tc 9.40 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 5 Pre--DA 5B
Hydrograph type = SCS Runoff Peak discharge = 10.19 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 27,097 cuft
Drainage area = 7.580 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.70 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre--DA 5B
Q (cfs) Hyd. No. 2 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 2
Pond 5 Pre--DA 5B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 103.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 6.80 0.00 0.00
Travel Time (min) = 8.66 + 0.00 + 0.00 = 8.66
Shallow Concentrated Flow
Flow length (ft) = 195.00 0.00 0.00
Watercourse slope (%) = 11.28 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =5.42 0.00 0.00
Travel Time (min) = 0.60 + 0.00 + 0.00 = 0.60
Channel Flow
X sectional flow area (sqft) = 6.75 0.00 0.00
Wetted perimeter (ft) = 9.49 0.00 0.00
Channel slope (%) = 3.98 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =6.76
0.00
0.00
Flow length (ft) ({0})603.0 0.0 0.0
Travel Time (min) = 1.49 + 0.00 + 0.00 = 1.49
Total Travel Time, Tc 10.70 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 5 Pre-DA 5C
Hydrograph type = SCS Runoff Peak discharge = 3.579 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 8,314 cuft
Drainage area = 0.940 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5C
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
_ - J_ _
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Time (hrs)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pond 5 Pre-DA 5D
Hydrograph type = SCS Runoff Peak discharge = 9.100 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 21,139 cuft
Drainage area = 2.390 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5D
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
10.00 10.00
8.00 I 8.00
6.00 6.00
4.00 4.00
2.00r--- **----. 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 25.73 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 67,470 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 14.060 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 i 20.00
16.00 16.00
12.00 12.00
8.00 ; 8.00
4.00 1 4.00
_ J _
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hyd No. 4

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
Post Pond 5
Hydrograph type = SCS Runoff Peak discharge = 45.08 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 104,722 cuft
Drainage area = 11.840 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 5
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
r*.
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 6 Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 7
POND 5 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 6 - Post Pond 5 Max. Elevation = 353.40 ft
Reservoir name = SGW Pond 5 Max. Storage = 104,722 cuft
Storage Indication method used.
POND 5 ROUTING
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 7 Hyd No. 6 1111111 [ Total storage used = 104,722 cuft

Pond Report 13
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Pond No. 1 - SGW Pond 5
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=350.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 350.00 26,234 0 0
1.00 351.00 28,820 27,514 27,514
2.00 352.00 31,462 30,128 57,642
3.00 353.00 34,161 32,799 90,441
4.00 354.00 36,916 35,526 125,968
5.00 355.00 39,728 38,310 164,277
6.00 356.00 42,596 41,150 205,427
7.00 357.00 45,521 44,046 249,473
8.00 358.00 48,503 46,999 296,472
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 60.00 6.00 0.00 0.00 Crest Len(ft) = 32.00 0.00 0.00 0.00
Span(in) = 60.00 48.00 0.00 0.00 Crest El.(ft) = 357.00 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) = 345.00 353.50 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 44.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 350.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 27,514 351.00 57.35 oc 0.00 --- 0.00 --- --- --- --- --- 0.000
2.00 57,642 352.00 57.35 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.00 90,441 353.00 57.35 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 125,968 354.00 57.35 oc 4.81 ic --- --- 0.00 --- --- --- --- --- 4.815
5.00 164,277 355.00 57.35 oc 10.77 ic --- --- 0.00 --- --- --- --- --- 10.77
6.00 205,427 356.00 57.35 oc 14.44 ic --- --- 0.00 --- --- --- --- --- 14.44
7.00 249,473 357.00 57.35 oc 17.36 ic --- --- 0.00 --- --- --- --- --- 17.36
8.00 296,472 358.00 57.35 oc 19.85 ic --- --- 106.56 --- --- --- --- --- 126.41

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 6.848 2 720 15,681 Pond 5 Pre-DA 5A
2 SCS Runoff 14.83 2 722 38,913 Pond 5 Pre--DA 5B
3 SCS Runoff 4.345 2 716 10,194 Pond 5 Pre-DA 5C
4 SCS Runoff 11.05 2 716 25,919 Pond 5 Pre-DA 5D
5 Combine 34.89 2 718 90,707 1,2,3, Pre-Dev Combined
4
6 SCS Runoff 54.73 2 716 128,403 Post Pond 5
7 Reservoir 0.665 2 1096 20,190 6 353.63 112,815 POND 5 ROUTING
SGW Pond 5.gpw Return Period: 2 Year Thursday, 08/24/2023

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 5 Pre-DA 5A
Hydrograph type = SCS Runoff Peak discharge = 6.848 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 15,681 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.40 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5A
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
7.00 i 7.00
6.00 6.00
5.00 5.00
1
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
Hyd No. 1 Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 5 Pre--DA 5B
Hydrograph type = SCS Runoff Peak discharge = 14.83 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 38,913 cuft
Drainage area = 7.580 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.70 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre--DA 5B
Q (cfs) Hyd. No. 2 --2 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 5 Pre-DA 5C
Hydrograph type = SCS Runoff Peak discharge = 4.345 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 10,194 cuft
Drainage area = 0.940 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5C
Q (cfs) Hyd. No. 3 --2 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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pond 5 Pre-DA 5D
Hydrograph type = SCS Runoff Peak discharge = 11.05 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 25,919 cuft
Drainage area = 2.390 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5D
Q (cfs) Hyd. No. 4 --2 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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 34.89 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 90,707 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 14.060 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
_ / 1,\
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hyd No. 4

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
Post Pond 5
Hydrograph type = SCS Runoff Peak discharge = 54.73 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 128,403 cuft
Drainage area = 11.840 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 5
Q (cfs) Hyd. No. 6 --2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 6 Time (hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 7
POND 5 ROUTING
Hydrograph type = Reservoir Peak discharge = 0.665 cfs
Storm frequency = 2 yrs Time to peak = 18.27 hrs
Time interval = 2 min Hyd. volume = 20,190 cuft
Inflow hyd. No. = 6 - Post Pond 5 Max. Elevation = 353.63 ft
Reservoir name = SGW Pond 5 Max. Storage = 112,815 cuft
Storage Indication method used.
POND 5 ROUTING
Q (cfs) Hyd. No. 7 --2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 7 Hyd No. 6 1111111 Total storage used = 112,815 cuft

22
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 10.12 2 718 23,159 Pond 5 Pre-DA 5A
2 SCS Runoff 22.11 2 720 57,470 Pond 5 Pre--DA 5B
3 SCS Runoff 5.445 2 716 12,906 Pond 5 Pre-DA 5C
4 SCS Runoff 13.84 2 716 32,814 Pond 5 Pre-DA 5D
5 Combine 48.83 2 718 126,349 1,2,3, Pre-Dev Combined
4
6 SCS Runoff 68.58 2 716 162,562 Post Pond 5
7 Reservoir 2.400 2 806 54,349 6 353.81 119,338 POND 5 ROUTING
SGW Pond 5.gpw Return Period: 5 Year Thursday, 08/24/2023

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 5 Pre-DA 5A
Hydrograph type = SCS Runoff Peak discharge = 10.12 cfs
Storm frequency = 5 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 23,159 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.40 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5A
Q (cfs) Hyd. No. 1 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 5 Pre--DA 5B
Hydrograph type = SCS Runoff Peak discharge = 22.11 cfs
Storm frequency = 5 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 57,470 cuft
Drainage area = 7.580 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.70 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre--DA 5B
Q (cfs) Hyd. No. 2 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 5 Pre-DA 5C
Hydrograph type = SCS Runoff Peak discharge = 5.445 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 12,906 cuft
Drainage area = 0.940 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5C
Q (cfs) Hyd. No. 3 --5 Year Q (cfs)
6.00 6.00
I
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 --- (----- 1.00
0.00 — --L- - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pond 5 Pre-DA 5D
Hydrograph type = SCS Runoff Peak discharge = 13.84 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 32,814 cuft
Drainage area = 2.390 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5D
Q (cfs) Hyd. No. 4 --5 Year Q (cfs)
14.00 14.00
12.00 I 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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 48.83 cfs
Storm frequency = 5 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 126,349 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 14.060 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 5 --5 Year Q (cfs)
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hyd No. 4

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
Post Pond 5
Hydrograph type = SCS Runoff Peak discharge = 68.58 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 162,562 cuft
Drainage area = 11.840 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 5
Q (cfs) Hyd. No. 6 --5 Year Q (cfs)
70.00 70.00
60.00 60.00
I
I
50.00 50.00
40.00 40.00
30.00 30.00
20.00 I 20.00
I
I
-
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 6 Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 7
POND 5 ROUTING
Hydrograph type = Reservoir Peak discharge = 2.400 cfs
Storm frequency = 5 yrs Time to peak = 13.43 hrs
Time interval = 2 min Hyd. volume = 54,349 cuft
Inflow hyd. No. = 6 - Post Pond 5 Max. Elevation = 353.81 ft
Reservoir name = SGW Pond 5 Max. Storage = 119,338 cuft
Storage Indication method used.
POND 5 ROUTING
Q (cfs) Hyd. No. 7 --5 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - — — 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 7 Hyd No. 6 1111111 Total storage used = 119,338 cuft

30
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 12.86 2 718 29,420 Pond 5 Pre-DA 5A
2 SCS Runoff 28.16 2 720 73,006 Pond 5 Pre--DA 5B
3 SCS Runoff 6.310 2 716 15,045 Pond 5 Pre-DA 5C
4 SCS Runoff 16.04 2 716 38,254 Pond 5 Pre-DA 5D
5 Combine 60.21 2 718 155,725 1,2,3, Pre-Dev Combined
4
6 SCS Runoff 79.48 2 716 189,509 Post Pond 5
7 Reservoir 5.252 2 752 81,296 6 354.05 127,867 POND 5 ROUTING
SGW Pond 5.gpw Return Period: 10 Year Thursday, 08/24/2023

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 5 Pre-DA 5A
Hydrograph type = SCS Runoff Peak discharge = 12.86 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 29,420 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.40 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5A
Q (cfs) Hyd. No. 1 -- 10 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 5 Pre--DA 5B
Hydrograph type = SCS Runoff Peak discharge = 28.16 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 73,006 cuft
Drainage area = 7.580 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.70 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre--DA 5B
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — ` '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 5 Pre-DA 5C
Hydrograph type = SCS Runoff Peak discharge = 6.310 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 15,045 cuft
Drainage area = 0.940 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5C
Q (cfs) Hyd. No. 3-- 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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Time (hrs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pond 5 Pre-DA 5D
Hydrograph type = SCS Runoff Peak discharge = 16.04 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 38,254 cuft
Drainage area = 2.390 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5D
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
18.00 18.00
15.00I 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
1---- (----.J
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 60.21 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 155,725 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 14.060 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
II
30.00 30.00
20.00 20.00
10.00 10.00
Ii
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hyd No. 4

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
Post Pond 5
Hydrograph type = SCS Runoff Peak discharge = 79.48 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 189,509 cuft
Drainage area = 11.840 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 5
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
80.00 l 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 6 Time (hrs)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 7
POND 5 ROUTING
Hydrograph type = Reservoir Peak discharge = 5.252 cfs
Storm frequency = 10 yrs Time to peak = 12.53 hrs
Time interval = 2 min Hyd. volume = 81,296 cuft
Inflow hyd. No. = 6 - Post Pond 5 Max. Elevation = 354.05 ft
Reservoir name = SGW Pond 5 Max. Storage = 127,867 cuft
Storage Indication method used.
POND 5 ROUTING
Q (cfs) Hyd. No. 7-- 10 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 7 Hyd No. 6 1111111 [ Total storage used = 127,867 cuft

38
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 16.64 2 718 38,188 Pond 5 Pre-DA 5A
2 SCS Runoff 36.52 2 720 94,766 Pond 5 Pre--DA 5B
3 SCS Runoff 7.471 2 716 17,921 Pond 5 Pre-DA 5C
4 SCS Runoff 19.00 2 716 45,564 Pond 5 Pre-DA 5D
5 Combine 75.84 2 718 196,439 1,2,3, Pre-Dev Combined
4
6 SCS Runoff 94.10 2 716 225,723 Post Pond 5
7 Reservoir 8.538 2 742 117,510 6 354.54 146,535 POND 5 ROUTING
SGW Pond 5.gpw Return Period: 25 Year Thursday, 08/24/2023

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 5 Pre-DA 5A
Hydrograph type = SCS Runoff Peak discharge = 16.64 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 38,188 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.40 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5A
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 5 Pre--DA 5B
Hydrograph type = SCS Runoff Peak discharge = 36.52 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 94,766 cuft
Drainage area = 7.580 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.70 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre--DA 5B
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 5 Pre-DA 5C
Hydrograph type = SCS Runoff Peak discharge = 7.471 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 17,921 cuft
Drainage area = 0.940 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5C
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 - 1-7 -"----- 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Time (hrs)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pond 5 Pre-DA 5D
Hydrograph type = SCS Runoff Peak discharge = 19.00 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 45,564 cuft
Drainage area = 2.390 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5D
Q (cfs) Hyd. No. 4--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 6.00
3.00 3.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 75.84 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 196,439 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 14.060 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
80.00 I 80.00
70.00 70.00
I
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
li
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hyd No. 4

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
Post Pond 5
Hydrograph type = SCS Runoff Peak discharge = 94.10 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 225,723 cuft
Drainage area = 11.840 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 5
Q (cfs) Hyd. No. 6--25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 ..---• *----- 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 6 Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 7
POND 5 ROUTING
Hydrograph type = Reservoir Peak discharge = 8.538 cfs
Storm frequency = 25 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 117,510 cuft
Inflow hyd. No. = 6 - Post Pond 5 Max. Elevation = 354.54 ft
Reservoir name = SGW Pond 5 Max. Storage = 146,535 cuft
Storage Indication method used.
POND 5 ROUTING
Q (cfs) Hyd. No. 7--25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
L._
0.00 - 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 7 Hyd No. 6 1111111 [ Total storage used = 146,535 cuft

46
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 19.68 2 718 45,322 Pond 5 Pre-DA 5A
2 SCS Runoff 43.23 2 720 112,469 Pond 5 Pre--DA 5B
3 SCS Runoff 8.386 2 716 20,189 Pond 5 Pre-DA 5C
4 SCS Runoff 21.32 2 716 51,333 Pond 5 Pre-DA 5D
5 Combine 88.34 2 718 229,314 1,2,3, Pre-Dev Combined
4
6 SCS Runoff 105.62 2 716 254,301 Post Pond 5
7 Reservoir 10.60 2 738 146,089 6 354.96 162,861 POND 5 ROUTING
SGW Pond 5.gpw Return Period: 50 Year Thursday, 08/24/2023

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 5 Pre-DA 5A
Hydrograph type = SCS Runoff Peak discharge = 19.68 cfs
Storm frequency = 50 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 45,322 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.40 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5A
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
21.00 I I i 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 I 6.00
3.00 3.00
0.00 I '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 5 Pre--DA 5B
Hydrograph type = SCS Runoff Peak discharge = 43.23 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 112,469 cuft
Drainage area = 7.580 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.70 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre--DA 5B
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
1
30.00 30.00
20.00 20.00
10.00 10.00
0.00 '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 5 Pre-DA 5C
Hydrograph type = SCS Runoff Peak discharge = 8.386 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 20,189 cuft
Drainage area = 0.940 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5C
Q (cfs) Hyd. No. 3-- 50 Year Q (cfs)
10.00 10.00
8.00 I 8.00
6.00 6.00
4.00 4.00
2.00 /...--*. 2.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Time (hrs)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pond 5 Pre-DA 5D
Hydrograph type = SCS Runoff Peak discharge = 21.32 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 51,333 cuft
Drainage area = 2.390 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5D
Q (cfs) Hyd. No. 4-- 50 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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 88.34 cfs
Storm frequency = 50 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 229,314 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 14.060 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hyd No. 4

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
Post Pond 5
Hydrograph type = SCS Runoff Peak discharge = 105.62 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 254,301 cuft
Drainage area = 11.840 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 5
Q (cfs) Hyd. No. 6-- 50 Year Q (cfs)
120.00 120.00
100.00 100.00
1
80.00 80.00
60.00 60.00
40.00 40.00
20.00 * 20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 6 Time (hrs)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 7
POND 5 ROUTING
Hydrograph type = Reservoir Peak discharge = 10.60 cfs
Storm frequency = 50 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 146,089 cuft
Inflow hyd. No. = 6 - Post Pond 5 Max. Elevation = 354.96 ft
Reservoir name = SGW Pond 5 Max. Storage = 162,861 cuft
Storage Indication method used.
POND 5 ROUTING
Q (cfs) Hyd. No. 7-- 50 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Time (hrs)
Hyd No. 7 Hyd No. 6 1111111 Total storage used = 162,861 cuft

54
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 22.78 2 718 52,704 Pond 5 Pre-DA 5A
2 SCS Runoff 50.09 2 720 130,789 Pond 5 Pre--DA 5B
3 SCS Runoff 9.313 2 716 22,491 Pond 5 Pre-DA 5C
4 SCS Runoff 23.68 2 716 57,184 Pond 5 Pre-DA 5D
5 Combine 101.11 2 718 263,168 1,2,3, Pre-Dev Combined
4
6 SCS Runoff 117.30 2 716 283,288 Post Pond 5
7 Reservoir 12.29 2 736 175,075 6 355.38 179,894 POND 5 ROUTING
SGW Pond 5.gpw Return Period: 100 Year Thursday, 08/24/2023

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 5 Pre-DA 5A
Hydrograph type = SCS Runoff Peak discharge = 22.78 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 52,704 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 9.40 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5A
Q (cfs) Hyd. No. 1 -- 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 5 Pre--DA 5B
Hydrograph type = SCS Runoff Peak discharge = 50.09 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 130,789 cuft
Drainage area = 7.580 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.70 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre--DA 5B
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 4' 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pond 5 Pre-DA 5C
Hydrograph type = SCS Runoff Peak discharge = 9.313 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 22,491 cuft
Drainage area = 0.940 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5C
Q (cfs) Hyd. No. 3-- 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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Time (hrs)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Pond 5 Pre-DA 5D
Hydrograph type = SCS Runoff Peak discharge = 23.68 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 57,184 cuft
Drainage area = 2.390 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 5 Pre-DA 5D
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00r-- **'----- 4.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 101.11 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 263,168 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 14.060 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - -- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hyd No. 4

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 6
Post Pond 5
Hydrograph type = SCS Runoff Peak discharge = 117.30 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 283,288 cuft
Drainage area = 11.840 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 5
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
....- (`----.
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 6 Time (hrs)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 7
POND 5 ROUTING
Hydrograph type = Reservoir Peak discharge = 12.29 cfs
Storm frequency = 100 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 175,075 cuft
Inflow hyd. No. = 6 - Post Pond 5 Max. Elevation = 355.38 ft
Reservoir name = SGW Pond 5 Max. Storage = 179,894 cuft
Storage Indication method used.
POND 5 ROUTING
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 �-- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 7 Hyd No. 6 1111111 [ Total storage used = 179,894 cuft

62
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
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 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
name: P:\2021 Projects\21-065-RDU Parking Expansion_RSH\Design\_Pond Design\21-065-RDU Precip Data.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 2.83 3.42 0.00 4.27 4.94 5.84 6.55 7.27
SCS 6-Hr 0.00 0.00 0.00 2.99 0.00 4.08 4.58 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

Incremental Method for Calculating Drawdown Time for Vertical Filter Systems Using Darcy's Equation
Submerged Gravel Wetland Drawdown Calculations
Project Name: RDU PE3 Pond 5
Project Number: 21-065
Basin Information
Filter permeability(k)* = 0.0833(ft/hr) *0.0833 ftlhr-From planting media information.Does not
Top of treatment volume: Elev. = 353.40 account for#57 washed stone encircling the underdrain
Bottom of treatment volume: Elev. = 350.00 pipe system.Runoff from the first 1"of rainfall must draw
down between 2-5 days.
Number of increments = 12.00(each)
Filter Pipe Information
Runs Length
Length of pipe(L) = 10.9(ft) 4 300
Pipe diameter(d) = 0.5(ft)
Pipe invert elevation = 345(ft)
Depth of Filter Media(D) = 0.5(ft)
Width of Filter Media(W) = 72(ft)
Mannings"n" = 0.01 unitless
Slope(ft per ft) = 0.005(ft per ft)
Average Drawdown
Storage Change in Hydraulic Average Filter Instantaneous Discharge Per Time Per
Elevation Storage Increment(V) Elevation(H) Gradient Flow Area(A) Discharge(Q) Increm.(QAvo) Increm.(t)
ft (ft3) (ft) (ft) (i) (ft2) (ft3/hr) (ft3/hr) (hrs) _
353.40 95264.E - 8.15 16.30 784.8 1065.6
4458.8 T * Ir lil 1055.8 4.2
353.25 90805.8 81 16.00 784.8 1046.0
7378.8 980.6 7.5
353.00 83427.0 7.75 15.50 784.8 1013.3
7313.2 997.0 7.3
352.75 76113.8 7.5 15.00 784.8 980.6
7247.6 964.3 7.5
352.50 68866.3 7.25 14.50 784.8 947.9
7181.9 931.6 7.7
352.25 61684.3 7 14.00 784.8 915.2
7116.3 898.9 7.9
352.00 54568.0 6.75 13.50 784.8 882.5
7050.7 866.2 8.1
351.75 47517.3 6.5 13.00 784.8 849.9
6985.1 833.5 8.4
351.50 40532.3 6.25 12.50 784.8 817.2
6919.4 800.8 8.6
351.25 33612.8 6 12.00 784.8 784.5
6853.8 768.1 8.9
351.00 26759.0 5.75 11.50 784.8 751.8
6788.2 735.5 9.2
350.75 19970.8 5.5 11.00 784.8 719.1
6722.6 702.8 9.6
350.50 13248.3 5.25 10.50 784.8 686.4
6656.9 670.1 9.9
350.25 6591.3 5 10.00 784.8 653.7
6591.3 637.4 10.3
350.00 0.0 _ 4.75 9.50 784.8 621.1
Pond Geometry Total Drawdown Time= 48.0(hours)
Side slopes: Horizontal:3 Vertical: 1 Req.pipe capacity(inside dia)= 4.9(inches)
Bottom Area: 26234 square feet Pipe diameter to be used= 6(inches)
Bottom Perm: 350 feet Main line pipe slope= 0.005(feet/foot)
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

ANTI-FLOTATION CALCULATIONS
SGW Pond 5
Inside Area of Structure
Length 10.00 ft
Width 6.00 ft
Total 60.00 sq.ft
Outside Area of Structure
Length 11.00 ft
Width 7.00 ft
Total 77.00 sq.ft.
Total Area 17.00 sq.ft.
Height of Riser 12.00 ft
Volume of Riser 204.00 cu.ft.
Weight of Concrete 150.00 lb/cu.ft.
Weight of Water 62.40 lb/cu.ft.
Amount of Water Displaced 12729.60 lb
Safety Factor 1.10
Required Anchor Weight 14002.56 lb/cu.ft.
Volume of Concrete Required 159.85 cu.ft.
Volume of Concrete
Length 12.00
Width 8.00
Depth 2.00
Total Volume 192.00 cu.ft.
Yards of Concrete 7.11 cu. Yd.
RDU PE3 21-065
Parking Lot Expansion 8/28/2023

SGS POND 6

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 6 Pre-Dev DA-6A Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 9.42 725.3
CN(weighted) =total product/total area
Totals = 9.420 725.3
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 6 Post-Dev DA-6A Checked: Date: 28-Aug-23
Circle one: Present 6veloped FN: CNPOST.XLS
Runoff Curve Number(CN)
Pavement 98 6.51 638.0
Grass
C (Grass Cover> 75%) 74 0.0
CN(weighted) =total product/total area
Totals = 6.510 638.0
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0_
Service, June 1986

SUBMERGED GRAVEL WETLAND POND 6
SIMPLE METHOD FOR RUNOFF VOLUME
Rv= 0.05+0.9 la DA= Drainage Area
R„= 0.95 DA= 6.51 AC
Imp Area= 6.51 AC
la= Impervious Fraction
la= Impervious Area
Drainage Area
la= 1.00
DESIGN VOLUME REQUIRED
D„= 3,630 Rd Rv DA Rd= 1 in Design Storm
Rv= 0.95
Dv= 22,449.74 FT3 DA= 6.51 AC
Vol. Provided = 57,579.00 FT3
VOLUME PROVIDED ADEQUATE OK
SURFACE AREA REQUIRED FOR DESIGN VOLUME
SA= D„ D„= 22,449.74 FT3 Design Volume
Ponding Depth
Ponding Depth = 4.11 FT
SA= 5,462.22 FT2
SA Provided = 10,970.00 FT2
SURFACE AREA PROVIDED ADEQUATE OK
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

Hydraflow Table of Contents SGW Pond 6.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pond 6 Pre-DA 6A 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pond 6 Pre-DA 6B 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, Combine, Pre-Dev Combined 8
Hydrograph No. 4, SCS Runoff, Post Pond 6 9
Hydrograph No. 5, Reservoir, Pond Routing 10
Pond Report - SGW Pond 6 11
2 - Year
Summary Report 12
Hydrograph Reports 13
Hydrograph No. 1, SCS Runoff, Pond 6 Pre-DA 6A 13
Hydrograph No. 2, SCS Runoff, Pond 6 Pre-DA 6B 14
Hydrograph No. 3, Combine, Pre-Dev Combined 15
Hydrograph No. 4, SCS Runoff, Post Pond 6 16
Hydrograph No. 5, Reservoir, Pond Routing 17
5 - Year
Summary Report 18
Hydrograph Reports 19
Hydrograph No. 1, SCS Runoff, Pond 6 Pre-DA 6A 19
Hydrograph No. 2, SCS Runoff, Pond 6 Pre-DA 6B 20
Hydrograph No. 3, Combine, Pre-Dev Combined 21
Hydrograph No. 4, SCS Runoff, Post Pond 6 22
Hydrograph No. 5, Reservoir, Pond Routing 23
10 - Year
Summary Report 24
Hydrograph Reports 25
Hydrograph No. 1, SCS Runoff, Pond 6 Pre-DA 6A 25
Hydrograph No. 2, SCS Runoff, Pond 6 Pre-DA 6B 26
Hydrograph No. 3, Combine, Pre-Dev Combined 27
Hydrograph No. 4, SCS Runoff, Post Pond 6 28
Hydrograph No. 5, Reservoir, Pond Routing 29
25 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, SCS Runoff, Pond 6 Pre-DA 6A 31
Hydrograph No. 2, SCS Runoff, Pond 6 Pre-DA 6B 32

Contents continued... SGW Pond 6.gpw
Hydrograph No. 3, Combine, Pre-Dev Combined 33
Hydrograph No. 4, SCS Runoff, Post Pond 6 34
Hydrograph No. 5, Reservoir, Pond Routing 35
50 - Year
Summary Report 36
Hydrograph Reports 37
Hydrograph No. 1, SCS Runoff, Pond 6 Pre-DA 6A 37
Hydrograph No. 2, SCS Runoff, Pond 6 Pre-DA 6B 38
Hydrograph No. 3, Combine, Pre-Dev Combined 39
Hydrograph No. 4, SCS Runoff, Post Pond 6 40
Hydrograph No. 5, Reservoir, Pond Routing 41
100 - Year
Summary Report 42
Hydrograph Reports 43
Hydrograph No. 1, SCS Runoff, Pond 6 Pre-DA 6A 43
Hydrograph No. 2, SCS Runoff, Pond 6 Pre-DA 6B 44
Hydrograph No. 3, Combine, Pre-Dev Combined 45
Hydrograph No. 4, SCS Runoff, Post Pond 6 46
Hydrograph No. 5, Reservoir, Pond Routing 47
IDF Report 48

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk,Inc.v2021
corm! 2 4
3
V
Legend
Hyd. Origin Description
1 SCS Runoff Pond 6 Pre-DA 6A
2 SCS Runoff Pond 6 Pre-DA 6B
3 Combine Pre-Dev Combined
4 SCS Runoff Post Pond 6
5 Reservoir Pond Routing
Project: SGW Pond 6.gpw Thursday, 08/24/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 7.204 10.67 16.06 20.52 26.75 31.77 36.92 Pond 6 Pre-DA 6A
2 SCS Runoff 2.692 3.964 5.949 7.606 9.900 11.75 13.64 Pond 6 Pre-DA 6B
3 Combine 1,2 9.557 14.15 21.29 27.21 35.47 42.12 48.95 Pre-Dev Combined
4 SCS Runoff 24.79 30.09 37.71 43.70 51.74 58.08 64.50 Post Pond 6
5 Reservoir 4 0.000 0.382 1.485 3.602 6.344 7.984 9.328 Pond Routing
Proj. file: SGW Pond 6.gpw Thursday, 08/24/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 7.204 2 734 33,062 Pond 6 Pre-DA 6A
2 SCS Runoff 2.692 2 728 9,774 Pond 6 Pre-DA 6B
3 Combine 9.557 2 732 42,836 1,2 Pre-Dev Combined
4 SCS Runoff 24.79 2 716 57,579 Post Pond 6
5 Reservoir 0.000 2 n/a 0 4 339.61 57,579 Pond Routing
SGW Pond 6.gpw Return Period: 1 Year Thursday, 08/24/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 6 Pre-DA 6A
Hydrograph type = SCS Runoff Peak discharge = 7.204 cfs
Storm frequency = 1 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 33,062 cuft
Drainage area = 9.420 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.50 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6A
Q (cfs) Hyd. No. 1 -- 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pond 6 Pre-DA 6A
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 257.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.38 0.00 0.00
Land slope (%) = 2.33 0.00 0.00
Travel Time (min) = 27.79 + 0.00 + 0.00 = 27.79
Shallow Concentrated Flow
Flow length (ft) = 283.00 0.00 0.00
Watercourse slope (%) = 4.95 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.59 0.00 0.00
Travel Time (min) = 1.31 + 0.00 + 0.00 = 1.31
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 6.32 0.00 0.00
Channel slope (%) = 3.97 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =5.15
0.00
0.00
Flow length (ft) ({0})731.0 0.0 0.0
Travel Time (min) = 2.37 + 0.00 + 0.00 = 2.37
Total Travel Time, Tc 31.50 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 6 Pre-DA 6B
Hydrograph type = SCS Runoff Peak discharge = 2.692 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 9,774 cuft
Drainage area = 2.770 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6B
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 2
Pond 6 Pre-DA 6B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 164.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.38 0.00 0.00
Land slope (%) = 2.44 0.00 0.00
Travel Time (min) = 19.05 + 0.00 + 0.00 = 19.05
Shallow Concentrated Flow
Flow length (ft) = 249.00 0.00 0.00
Watercourse slope (%) = 7.63 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.46 0.00 0.00
Travel Time (min) = 0.93 + 0.00 + 0.00 = 0.93
Channel Flow
X sectional flow area (sqft) = 6.75 0.00 0.00
Wetted perimeter (ft) = 9.49 0.00 0.00
Channel slope (%) = 6.35 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =8.54
0.00
0.00
Flow length (ft) ({0})252.0 0.0 0.0
Travel Time (min) = 0.49 + 0.00 + 0.00 = 0.49
Total Travel Time, Tc 20.50 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 9.557 cfs
Storm frequency = 1 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 42,836 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 12.190 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 6
Hydrograph type = SCS Runoff Peak discharge = 24.79 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 57,579 cuft
Drainage area = 6.510 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 6
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
28.00 28.00
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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 4 - Post Pond 6 Max. Elevation = 339.61 ft
Reservoir name = SGW Pond 6 Max. Storage = 57,579 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
28.00 28.00
I '
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
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 57,579 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Pond No. 1 - SGW Pond 6
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=335.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 335.50 10,970 0 0
1.00 336.50 12,389 11,671 11,671
2.00 337.50 13,864 13,118 24,789
3.00 338.50 15,395 14,621 39,411
4.00 339.50 16,983 16,181 55,592
5.00 340.50 18,628 17,797 73,389
6.00 341.50 20,329 19,470 92,859
7.00 342.50 22,087 21,200 114,059
8.00 343.50 23,901 22,986 137,045
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 42.00 6.00 0.00 0.00 Crest Len(ft) = 24.00 0.00 0.00 0.00
Span(in) = 42.00 36.00 0.00 0.00 Crest El.(ft) = 342.50 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) = 331.00 339.75 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 72.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 335.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 11,671 336.50 64.95 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.00 24,789 337.50 64.95 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.00 39,411 338.50 64.95 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 55,592 339.50 64.95 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
5.00 73,389 340.50 64.95 oc 5.11 ic --- --- 0.00 --- --- --- --- --- 5.107
6.00 92,859 341.50 64.95 oc 8.85 ic --- --- 0.00 --- --- --- --- --- 8.846
7.00 114,059 342.50 64.95 oc 11.42 ic --- --- 0.00 --- --- --- --- --- 11.42
8.00 137,045 343.50 93.43 oc 13.51 ic --- --- 79.92 --- --- --- --- --- 93.43

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 10.67 2 734 47,479 Pond 6 Pre-DA 6A
2 SCS Runoff 3.964 2 728 14,035 Pond 6 Pre-DA 6B
3 Combine 14.15 2 732 61,515 1,2 Pre-Dev Combined
4 SCS Runoff 30.09 2 716 70,600 Post Pond 6
5 Reservoir 0.382 2 1078 11,433 4 339.86 61,924 Pond Routing
SGW Pond 6.gpw Return Period: 2 Year Thursday, 08/24/2023

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 6 Pre-DA 6A
Hydrograph type = SCS Runoff Peak discharge = 10.67 cfs
Storm frequency = 2 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 47,479 cuft
Drainage area = 9.420 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.50 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6A
Q (cfs) Hyd. No. 1 --2 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 6 Pre-DA 6B
Hydrograph type = SCS Runoff Peak discharge = 3.964 cfs
Storm frequency = 2 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 14,035 cuft
Drainage area = 2.770 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6B
Q (cfs) Hyd. No. 2 --2 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
Hyd No. 2 Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 14.15 cfs
Storm frequency = 2 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 61,515 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 12.190 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3 --2 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 6
Hydrograph type = SCS Runoff Peak discharge = 30.09 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 70,600 cuft
Drainage area = 6.510 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 6
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 I 25.00
20.00IL_ 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 0.382 cfs
Storm frequency = 2 yrs Time to peak = 17.97 hrs
Time interval = 2 min Hyd. volume = 11,433 cuft
Inflow hyd. No. = 4 - Post Pond 6 Max. Elevation = 339.86 ft
Reservoir name = SGW Pond 6 Max. Storage = 61,924 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
MW MI
ii"
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 61,924 cuft

18
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 16.06 2 734 70,121 Pond 6 Pre-DA 6A
2 SCS Runoff 5.949 2 726 20,729 Pond 6 Pre-DA 6B
3 Combine 21.29 2 732 90,850 1,2 Pre-Dev Combined
4 SCS Runoff 37.71 2 716 89,382 Post Pond 6
5 Reservoir 1.485 2 792 30,215 4 340.02 64,932 Pond Routing
SGW Pond 6.gpw Return Period: 5 Year Thursday, 08/24/2023

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 6 Pre-DA 6A
Hydrograph type = SCS Runoff Peak discharge = 16.06 cfs
Storm frequency = 5 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 70,121 cuft
Drainage area = 9.420 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.50 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6A
Q (cfs) Hyd. No. 1 --5 Year Q (cfs)
18.00 18.00
15.00H —
15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - �.- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 6 Pre-DA 6B
Hydrograph type = SCS Runoff Peak discharge = 5.949 cfs
Storm frequency = 5 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 20,729 cuft
Drainage area = 2.770 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6B
Q (cfs) Hyd. No. 2 --5 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1 1.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 21.29 cfs
Storm frequency = 5 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 90,850 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 12.190 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 6
Hydrograph type = SCS Runoff Peak discharge = 37.71 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 89,382 cuft
Drainage area = 6.510 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 6
Q (cfs) Hyd. No. 4 --5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
_ _
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 1.485 cfs
Storm frequency = 5 yrs Time to peak = 13.20 hrs
Time interval = 2 min Hyd. volume = 30,215 cuft
Inflow hyd. No. = 4 - Post Pond 6 Max. Elevation = 340.02 ft
Reservoir name = SGW Pond 6 Max. Storage = 64,932 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5 --5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 64,932 cuft

24
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 20.52 2 734 89,078 Pond 6 Pre-DA 6A
2 SCS Runoff 7.606 2 726 26,332 Pond 6 Pre-DA 6B
3 Combine 27.21 2 732 115,410 1,2 Pre-Dev Combined
4 SCS Runoff 43.70 2 716 104,198 Post Pond 6
5 Reservoir 3.602 2 746 45,031 4 340.26 69,107 Pond Routing
SGW Pond 6.gpw Return Period: 10 Year Thursday, 08/24/2023

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 6 Pre-DA 6A
Hydrograph type = SCS Runoff Peak discharge = 20.52 cfs
Storm frequency = 10 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 89,078 cuft
Drainage area = 9.420 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.50 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6A
Q (cfs) Hyd. No. 1 -- 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 6 Pre-DA 6B
Hydrograph type = SCS Runoff Peak discharge = 7.606 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 26,332 cuft
Drainage area = 2.770 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6B
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 27.21 cfs
Storm frequency = 10 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 115,410 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 12.190 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
28.00 28.00
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 6
Hydrograph type = SCS Runoff Peak discharge = 43.70 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 104,198 cuft
Drainage area = 6.510 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 6
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 3.602 cfs
Storm frequency = 10 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 45,031 cuft
Inflow hyd. No. = 4 - Post Pond 6 Max. Elevation = 340.26 ft
Reservoir name = SGW Pond 6 Max. Storage = 69,107 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 69,107 cuft

30
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 26.75 2 732 115,629 Pond 6 Pre-DA 6A
2 SCS Runoff 9.900 2 726 34,181 Pond 6 Pre-DA 6B
3 Combine 35.47 2 730 149,810 1,2 Pre-Dev Combined
4 SCS Runoff 51.74 2 716 124,109 Post Pond 6
5 Reservoir 6.344 2 730 64,943 4 340.77 78,687 Pond Routing
SGW Pond 6.gpw Return Period: 25 Year Thursday, 08/24/2023

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 6 Pre-DA 6A
Hydrograph type = SCS Runoff Peak discharge = 26.75 cfs
Storm frequency = 25 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 115,629 cuft
Drainage area = 9.420 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.50 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6A
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
28.00 28.00
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 — 1 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 6 Pre-DA 6B
Hydrograph type = SCS Runoff Peak discharge = 9.900 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 34,181 cuft
Drainage area = 2.770 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6B
Q (cfs) Hyd. No. 2 --25 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 35.47 cfs
Storm frequency = 25 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 149,810 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 12.190 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 6
Hydrograph type = SCS Runoff Peak discharge = 51.74 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 124,109 cuft
Drainage area = 6.510 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 6
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 6.344 cfs
Storm frequency = 25 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 64,943 cuft
Inflow hyd. No. = 4 - Post Pond 6 Max. Elevation = 340.77 ft
Reservoir name = SGW Pond 6 Max. Storage = 78,687 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 [ Total storage used = 78,687 cuft

36
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 31.77 2 732 137,229 Pond 6 Pre-DA 6A
2 SCS Runoff 11.75 2 726 40,566 Pond 6 Pre-DA 6B
3 Combine 42.12 2 730 177,796 1,2 Pre-Dev Combined
4 SCS Runoff 58.08 2 716 139,823 Post Pond 6
5 Reservoir 7.984 2 728 80,656 4 341.22 87,456 Pond Routing
SGW Pond 6.gpw Return Period: 50 Year Thursday, 08/24/2023

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 6 Pre-DA 6A
Hydrograph type = SCS Runoff Peak discharge = 31.77 cfs
Storm frequency = 50 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 137,229 cuft
Drainage area = 9.420 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.50 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6A
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
— I
20.00 20.00
15.00 15.00
1
10.00 10.00
5.00 5.00
__WjW --*-------------------
0.00 1 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 6 Pre-DA 6B
Hydrograph type = SCS Runoff Peak discharge = 11.75 cfs
Storm frequency = 50 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 40,566 cuft
Drainage area = 2.770 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6B
Q (cfs) Hyd. No. 2 -- 50 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 42.12 cfs
Storm frequency = 50 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 177,796 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 12.190 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 6
Hydrograph type = SCS Runoff Peak discharge = 58.08 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 139,823 cuft
Drainage area = 6.510 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 6
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
...-- (--...
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 7.984 cfs
Storm frequency = 50 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 80,656 cuft
Inflow hyd. No. = 4 - Post Pond 6 Max. Elevation = 341.22 ft
Reservoir name = SGW Pond 6 Max. Storage = 87,456 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 87,456 cuft

42
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 36.92 2 732 159,582 Pond 6 Pre-DA 6A
2 SCS Runoff 13.64 2 726 47,174 Pond 6 Pre-DA 6B
3 Combine 48.95 2 730 206,756 1,2 Pre-Dev Combined
4 SCS Runoff 64.50 2 716 155,760 Post Pond 6
5 Reservoir 9.328 2 726 96,594 4 341.67 96,431 Pond Routing
SGW Pond 6.gpw Return Period: 100 Year Thursday, 08/24/2023

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 1
Pond 6 Pre-DA 6A
Hydrograph type = SCS Runoff Peak discharge = 36.92 cfs
Storm frequency = 100 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 159,582 cuft
Drainage area = 9.420 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.50 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
— 1 \ -------. -
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 2
Pond 6 Pre-DA 6B
Hydrograph type = SCS Runoff Peak discharge = 13.64 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 47,174 cuft
Drainage area = 2.770 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 6 Pre-DA 6B
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
14.00 I, 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 3
Pre-Dev Combined
Hydrograph type = Combine Peak discharge = 48.95 cfs
Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 206,756 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 12.190 ac
Pre-Dev Combined
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
50.00 J 50.00
40.00 40.00
V:
30.00 30.00
I
20.00 20.00
--It10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 4
Post Pond 6
Hydrograph type = SCS Runoff Peak discharge = 64.50 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 155,760 cuft
Drainage area = 6.510 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 6
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 4 Time (hrs)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 9.328 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 96,594 cuft
Inflow hyd. No. = 4 - Post Pond 6 Max. Elevation = 341.67 ft
Reservoir name = SGW Pond 6 Max. Storage = 96,431 cuft
Storage Indication method used.
Pond Routing
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
I
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
lLN.I.,....._7____
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 5 Hyd No. 4 1111111 Total storage used = 96,431 cuft

48
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Thursday,08/24/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
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 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
name: P:\2021 Projects\21-065-RDU Parking Expansion_RSH\Design\_Pond Design\21-065-RDU Precip Data.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 2.83 3.42 0.00 4.27 4.94 5.84 6.55 7.27
SCS 6-Hr 0.00 0.00 0.00 2.99 0.00 4.08 4.58 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

Incremental Method for Calculating Drawdown Time for Vertical Filter Systems Using Darcy's Equation
Submerged Gravel Wetland Drawdown Calculations
Project Name: RDU PE3 Pond 6
Project Number: 21-065
Basin Information
Filter permeability(k)* = 0.0833(ft/hr) *0.0833 ftlhr-From planting media information.Does not
Top of treatment volume: Elev. = 338.18 account for#57 washed stone encircling the underdrain
Bottom of treatment volume: Elev. = 335.50 pipe system.Runoff from the first 1"of rainfall must draw
down between 2-5 days.
Number of increments = 12.00(each)
Filter Pipe Information
Runs Length
Length of pipe(L) = 5.64(ft) 4 300
Pipe diameter(d) = 0.333(ft)
Pipe invert elevation = 330.5(ft)
Depth of Filter Media(D) = 0.5(ft)
Width of Filter Media(W) = 59(ft)
Mannings"n" = 0.01 unitless
Slope(ft per ft) = 0.005(ft per ft)
Average Drawdown
Storage Change in Hydraulic Average Filter Instantaneous Discharge Per Time Per
Elevation Storage Increment(V) Elevation(H) Gradient Flow Area(A) Discharge(Q) Increm.(QAvo) Increm.(t)
ft (ft3) (ft) (ft) (i) (ft2) (ft3/hr) (ft3/hr) (hrs)
338.18 33014.1 - 7.5135 15.03 332.76 416.5
2443.8 or _ * 411.5 5.9
338.00 30570.3 7.3335 14.67 332.76 406.6
3340.1 399.6 8.4
337.75 27230.2 7.0835 14.17 332.76 392.7
3277.2 385.8 8.5
337.50 23953.0 6.8335 13.67 332.76 378.8
3214.3 371.9 8.6
337.25 20738.7 6.5835 13.17 332.76 365.0
3151.4 358.0 8.8
337.00 17587.3 6.3335 12.67 332.76 351.1
3088.5 344.2 9.0
336.75 14498.8 6.0835 12.17 332.76 337.3
3025.6 330.3 9.2
336.50 11473.3 5.8335 11.67 332.76 323.4
2962.7 316.5 9.4
336.25 8510.6 5.5835 11.17 332.76 309.5
2899.8 302.6 9.6
336.00 5610.8 5.3335 10.67 332.76 295.7
2836.9 288.7 9.8
335.75 2774.0 5.0835 10.17 332.76 281.8
2774.0 274.9 10.1
335.50 0.0 4.8335 9.67 332.76 268.0 i i in
Pond Geometry Total Drawdown Time= 48.0(hours)
Side slopes: Horizontal:3 Vertical: 1 Req.pipe capacity(inside dia)= 3.4(inches)
Bottom Area: 10970 square feet Pipe diameter to be used= 4(inches)
Bottom Perm: 335.5 feet Main line pipe slope= 0.005(feet/foot)
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

ANTI-FLOTATION CALCULATIONS
SGW Pond 6
Inside Area of Structure
Length 6.00 ft
Width 6.00 ft
Total 36.00 sq.ft
Outside Area of Structure
Length 7.00 ft
Width 7.00 ft
Total 49.00 sq.ft.
Total Area 13.00 sq.ft.
Height of Riser 11.50 ft
Volume of Riser 149.50 cu.ft.
Weight of Concrete 150.00 lb/cu.ft.
Weight of Water 62.40 lb/cu.ft.
Amount of Water Displaced 9328.80 lb
Safety Factor 1.10
Required Anchor Weight 10261.68 lb/cu.ft.
Volume of Concrete Required 117.14 cu.ft.
Volume of Concrete
Length 8.00
Width 8.00
Depth 2.00
Total Volume 128.00 cu.ft.
Yards of Concrete 4.74 cu. Yd.
RDU PE3 21-065
Parking Lot Expansion 8/28/2023

SGS POND 7

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 7 Pre-Dev DA-7A Checked: Date: 28-Aug-23
Circle one: 4221110 Developed FN: CNPRE.XLS
Runoff Curve Number(CN)
Pavement 98 0.00 0.0
Woods, Poor Condition
C 77 10.72 825.4
CN(weighted) =total product/total area
Totals = 10.720 825.4
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 77.0
Service, June 1986

Runoff Curve Numbers
Project: RDU PE 3 EXPANSION By: TSK Date: 28-Aug-23
Location: Pond 1 Post-Dev DA-1 Checked: Date: 28-Aug-23
Circle one: Present 6veloped FN: CNPOST.XLS
Runoff Curve Number(CN)
Pavement 98 15.27 1496.5
Grass
C (Grass Cover> 75%) 74 0.0
CN(weighted) =total product/total area
Totals = 15.270 1496.5
References: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Use CN= 98.0
Service, June 1986

SUBMERGED GRAVEL WETLAND POND 7
SIMPLE METHOD FOR RUNOFF VOLUME
R„= 0.05+0.9 la DA= Drainage Area
Rv= 0.95 DA= 15.27 AC
Imp Area= 15.27 AC
la= Impervious Fraction
la= Impervious Area
Drainage Area
la= 1.00
DESIGN VOLUME REQUIRED
D„= 3,630 Rd R„DA Rd = 1 in Design Storm
Rv= 0.95
Dv= 52,658.60 FT3 DA= 15.27 AC
Vol. Provided = 135,060.00 FT3
VOLUME PROVIDED ADEQUATE OK
SURFACE AREA REQUIRED FOR DESIGN VOLUME
SA= D„ Dv= 52,658.60 FT3 Design Volume
Ponding Depth
Ponding Depth = 3.09 FT
SA= 17,041.62 FT2
SA Provided = 48,302.00 FT2
SURFACE AREA PROVIDED ADEQUATE OK
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

Hydraflow Table of Contents SGW Pond 7.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pond 7 Pre-DA 7A 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Post Pond 7 6
Hydrograph No. 3, Reservoir, POND ROUTING 7
Pond Report - SGW POND 7 8
2 - Year
Summary Report 9
Hydrograph Reports 10
Hydrograph No. 1, SCS Runoff, Pond 7 Pre-DA 7A 10
Hydrograph No. 2, SCS Runoff, Post Pond 7 11
Hydrograph No. 3, Reservoir, POND ROUTING 12
5 - Year
Summary Report 13
Hydrograph Reports 14
Hydrograph No. 1, SCS Runoff, Pond 7 Pre-DA 7A 14
Hydrograph No. 2, SCS Runoff, Post Pond 7 15
Hydrograph No. 3, Reservoir, POND ROUTING 16
10 - Year
Summary Report 17
Hydrograph Reports 18
Hydrograph No. 1, SCS Runoff, Pond 7 Pre-DA 7A 18
Hydrograph No. 2, SCS Runoff, Post Pond 7 19
Hydrograph No. 3, Reservoir, POND ROUTING 20
25 - Year
Summary Report 21
Hydrograph Reports 22
Hydrograph No. 1, SCS Runoff, Pond 7 Pre-DA 7A 22
Hydrograph No. 2, SCS Runoff, Post Pond 7 23
Hydrograph No. 3, Reservoir, POND ROUTING 24
50 - Year
Summary Report 25
Hydrograph Reports 26
Hydrograph No. 1, SCS Runoff, Pond 7 Pre-DA 7A 26
Hydrograph No. 2, SCS Runoff, Post Pond 7 27
Hydrograph No. 3, Reservoir, POND ROUTING 28

Contents continued... SGW Pond 7.gpw
100 - Year
Summary Report 29
Hydrograph Reports 30
Hydrograph No. 1, SCS Runoff, Pond 7 Pre-DA 7A 30
Hydrograph No. 2, SCS Runoff, Post Pond 7 31
Hydrograph No. 3, Reservoir, POND ROUTING 32
IDF Report 33

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
Legend
Hvd. Origin Description
1 SCS Runoff Pond 7 Pre-DA 7A
2 SCS Runoff Post Pond 7
3 Reservoir POND ROUTING
Project: SGW Pond 7.gpw Wednesday, 08/30/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 8.198 12.14 18.27 23.35 30.44 36.15 42.01 Pond 7 Pre-DA 7A
2 SCS Runoff 58.14 70.58 88.45 102.50 121.36 136.22 151.29 Post Pond 7
3 Reservoir 2 0.000 0.684 2.421 5.106 8.363 11.14 16.45 POND ROUTING
Proj. file: SGW Pond 7.gpw Wednesday, 08/30/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 8.198 2 734 37,625 Pond 7 Pre-DA 7A
2 SCS Runoff 58.14 2 716 135,060 Post Pond 7
3 Reservoir 0.000 2 n/a 0 2 343.09 135,060 POND ROUTING
SGW Pond 7.gpw Return Period: 1 Year Wednesday, 08/30/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 1
Pond 7 Pre-DA 7A
Hydrograph type = SCS Runoff Peak discharge = 8.198 cfs
Storm frequency = 1 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 37,625 cuft
Drainage area = 10.720 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.10 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 7 Pre-DA 7A
Q (cfs) Hyd. No. 1 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pond 7 Pre-DA 7A
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 3.00 0.00 0.00
Travel Time (min) = 28.27 + 0.00 + 0.00 = 28.27
Shallow Concentrated Flow
Flow length (ft) = 266.00 0.00 0.00
Watercourse slope (%) = 8.27 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.64 0.00 0.00
Travel Time (min) = 0.96 + 0.00 + 0.00 = 0.96
Channel Flow
X sectional flow area (sqft) = 6.75 0.00 0.00
Wetted perimeter (ft) = 9.49 0.00 0.00
Channel slope (%) = 3.30 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =7.18
0.00
0.00
Flow length (ft) ({0})795.0 0.0 0.0
Travel Time (min) = 1.85 + 0.00 + 0.00 = 1.85
Total Travel Time, Tc 31.10 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 2
Post Pond 7
Hydrograph type = SCS Runoff Peak discharge = 58.14 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 135,060 cuft
Drainage area = 15.270 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 7
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
60.00 60.00
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - Post Pond 7 Max. Elevation = 343.09 ft
Reservoir name = SGW POND 7 Max. Storage = 135,060 cuft
Storage Indication method used.
POND ROUTING
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 3 Hyd No. 2 II I I I I I Total storage used = 135,060 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Pond No. 1 - SGW POND 7
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=340.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 340.00 38,834 0 0
1.00 341.00 41,930 40,368 40,368
2.00 342.00 45,081 43,492 83,860
3.00 343.00 48,289 46,671 130,531
4.00 344.00 51,552 49,907 180,438
5.00 345.00 54,872 53,198 233,636
6.00 346.00 58,248 56,546 290,181
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 60.00 6.00 0.00 0.00 Crest Len(ft) = 30.00 4.00 0.00 0.00
Span(in) = 60.00 48.00 0.00 0.00 Crest El.(ft) = 345.00 344.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 335.50 343.25 0.00 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 130.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 340.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.00 40,368 341.00 88.24 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.00 83,860 342.00 88.24 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
3.00 130,531 343.00 88.24 oc 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.00 180,438 344.00 88.24 oc 6.81 ic --- --- 0.00 0.00 --- --- --- --- 6.809
5.00 233,636 345.00 88.24 oc 11.79 ic --- --- 0.00 4.71 --- --- --- --- 16.50
6.00 290,181 346.00 139.60 oc 15.23 ic --- --- 99.90 24.47 --- --- --- --- 139.60

9
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 12.14 2 734 54,032 Pond 7 Pre-DA 7A
2 SCS Runoff 70.58 2 716 165,601 Post Pond 7
3 Reservoir 0.684 2 1182 25,056 2 343.38 149,654 POND ROUTING
SGW Pond 7.gpw Return Period: 2 Year Wednesday, 08/30/2023

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 1
Pond 7 Pre-DA 7A
Hydrograph type = SCS Runoff Peak discharge = 12.14 cfs
Storm frequency = 2 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 54,032 cuft
Drainage area = 10.720 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.10 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 7 Pre-DA 7A
Q (cfs) Hyd. No. 1 --2 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 2
Post Pond 7
Hydrograph type = SCS Runoff Peak discharge = 70.58 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 165,601 cuft
Drainage area = 15.270 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 7
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.007--- *--------- 10.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 0.684 cfs
Storm frequency = 2 yrs Time to peak = 19.70 hrs
Time interval = 2 min Hyd. volume = 25,056 cuft
Inflow hyd. No. = 2 - Post Pond 7 Max. Elevation = 343.38 ft
Reservoir name = SGW POND 7 Max. Storage = 149,654 cuft
Storage Indication method used.
POND ROUTING
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 - 30.00
20.00 - 20.00
10.00 - 10.00
0.00 — e'lp--- - 0.00
0 6 12 18 24 30 36 42 48 54 60
Time (hrs)
Hyd No. 3 Hyd No. 2 1111111 [ Total storage used = 149,654 cuft

13
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 18.27 2 734 79,798 Pond 7 Pre-DA 7A
2 SCS Runoff 88.45 2 716 209,655 Post Pond 7
3 Reservoir 2.421 2 836 69,111 2 343.56 158,693 POND ROUTING
SGW Pond 7.gpw Return Period: 5 Year Wednesday, 08/30/2023

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 1
Pond 7 Pre-DA 7A
Hydrograph type = SCS Runoff Peak discharge = 18.27 cfs
Storm frequency = 5 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 79,798 cuft
Drainage area = 10.720 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.10 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 7 Pre-DA 7A
Q (cfs) Hyd. No. 1 --5 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 2
Post Pond 7
Hydrograph type = SCS Runoff Peak discharge = 88.45 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 209,655 cuft
Drainage area = 15.270 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 7
Q (cfs) Hyd. No. 2 --5 Year Q (cfs)
90.00 90.00
80.00 1 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 ...----- *----a 10.00
0.00 - - - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 2.421 cfs
Storm frequency = 5 yrs Time to peak = 13.93 hrs
Time interval = 2 min Hyd. volume = 69,111 cuft
Inflow hyd. No. = 2 - Post Pond 7 Max. Elevation = 343.56 ft
Reservoir name = SGW POND 7 Max. Storage = 158,693 cuft
Storage Indication method used.
POND ROUTING
Q (cfs) Hyd. No. 3 --5 Year Q (cfs)
90.00 - 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40 44 48
Time (hrs)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 158,693 cuft

17
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 23.35 2 734 101,371 Pond 7 Pre-DA 7A
2 SCS Runoff 102.50 2 716 244,408 Post Pond 7
3 Reservoir 5.106 2 772 103,863 2 343.79 169,732 POND ROUTING
SGW Pond 7.gpw Return Period: 10 Year Wednesday, 08/30/2023

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 1
Pond 7 Pre-DA 7A
Hydrograph type = SCS Runoff Peak discharge = 23.35 cfs
Storm frequency = 10 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 101,371 cuft
Drainage area = 10.720 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.10 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 7 Pre-DA 7A
Q (cfs) Hyd. No. 1 -- 10 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 2
Post Pond 7
Hydrograph type = SCS Runoff Peak discharge = 102.50 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 244,408 cuft
Drainage area = 15.270 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 7
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 5.106 cfs
Storm frequency = 10 yrs Time to peak = 12.87 hrs
Time interval = 2 min Hyd. volume = 103,863 cuft
Inflow hyd. No. = 2 - Post Pond 7 Max. Elevation = 343.79 ft
Reservoir name = SGW POND 7 Max. Storage = 169,732 cuft
Storage Indication method used.
POND ROUTING
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 169,732 cuft

21
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 30.44 2 732 131,586 Pond 7 Pre-DA 7A
2 SCS Runoff 121.36 2 716 291,114 Post Pond 7
3 Reservoir 8.363 2 750 150,569 2 344.25 194,000 POND ROUTING
SGW Pond 7.gpw Return Period: 25 Year Wednesday, 08/30/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 1
Pond 7 Pre-DA 7A
Hydrograph type = SCS Runoff Peak discharge = 30.44 cfs
Storm frequency = 25 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 131,586 cuft
Drainage area = 10.720 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.10 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 7 Pre-DA 7A
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
I
20.00 20.00
15.00 15.00
I
10.00 10.00
5.00 5.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 2
Post Pond 7
Hydrograph type = SCS Runoff Peak discharge = 121.36 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 291,114 cuft
Drainage area = 15.270 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 7
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 I 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 8.363 cfs
Storm frequency = 25 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 150,569 cuft
Inflow hyd. No. = 2 - Post Pond 7 Max. Elevation = 344.25 ft
Reservoir name = SGW POND 7 Max. Storage = 194,000 cuft
Storage Indication method used.
POND ROUTING
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 -_- 40.00
20.00 20.00
W-
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 3 Hyd No. 2 1111111 [ Total storage used = 194,000 cuft

25
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 36.15 2 732 156,168 Pond 7 Pre-DA 7A
2 SCS Runoff 136.22 2 716 327,972 Post Pond 7
3 Reservoir 11.14 2 746 187,427 2 344.65 215,044 POND ROUTING
SGW Pond 7.gpw Return Period: 50 Year Wednesday, 08/30/2023

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 1
Pond 7 Pre-DA 7A
Hydrograph type = SCS Runoff Peak discharge = 36.15 cfs
Storm frequency = 50 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 156,168 cuft
Drainage area = 10.720 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.10 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 7 Pre-DA 7A
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 2
Post Pond 7
Hydrograph type = SCS Runoff Peak discharge = 136.22 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 327,972 cuft
Drainage area = 15.270 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 7
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
140.00 -
- _I 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
-
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 11.14 cfs
Storm frequency = 50 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 187,427 cuft
Inflow hyd. No. = 2 - Post Pond 7 Max. Elevation = 344.65 ft
Reservoir name = SGW POND 7 Max. Storage = 215,044 cuft
Storage Indication method used.
POND ROUTING
Q (cfs) Hyd. No. 3-- 50 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 215,044 cuft

29
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 SCS Runoff 42.01 2 732 181,605 Pond 7 Pre-DA 7A
2 SCS Runoff 151.29 2 716 365,355 Post Pond 7
3 Reservoir 16.45 2 736 224,811 2 345.00 233,473 POND ROUTING
SGW Pond 7.gpw Return Period: 100 Year Wednesday, 08/30/2023

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 1
Pond 7 Pre-DA 7A
Hydrograph type = SCS Runoff Peak discharge = 42.01 cfs
Storm frequency = 100 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 181,605 cuft
Drainage area = 10.720 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.10 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pond 7 Pre-DA 7A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
50.00 50.00
40.00j .,......,
40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 2
Post Pond 7
Hydrograph type = SCS Runoff Peak discharge = 151.29 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 365,355 cuft
Drainage area = 15.270 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.27 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Pond 7
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 16.45 cfs
Storm frequency = 100 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 224,811 cuft
Inflow hyd. No. = 2 - Post Pond 7 Max. Elevation = 345.00 ft
Reservoir name = SGW POND 7 Max. Storage = 233,473 cuft
Storage Indication method used.
POND ROUTING
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Time (hrs)
Hyd No. 3 Hyd No. 2 1111111 [ Total storage used = 233,473 cuft

33
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,08/30/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
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 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
name: P:\2021 Projects\21-065-RDU Parking Expansion_RSH\Design\_Pond Design\21-065-RDU Precip Data.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 2.83 3.42 0.00 4.27 4.94 5.84 6.55 7.27
SCS 6-Hr 0.00 0.00 0.00 2.99 0.00 4.08 4.58 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

Incremental Method for Calculating Drawdown Time for Vertical Filter Systems Using Darcy's Equation
Submerged Gravel Wetland Drawdown Calculations
Project Name: RDU PE3 Pond 7
Project Number: 21-065
Basin Information
Filter permeability(k)* = 0.0833(ft/hr) *0.0833 ft/hr-From planting media information.Does not
Top of treatment volume: Elev. = 343.09 account for#57 washed stone encircling the underdrain
Bottom of treatment volume: Elev. = 338.00 pipe system.Runoff from the first 1"of rainfall must draw
down between 2-5 days.
Number of increments = 12.00(each)
Filter Pipe Information
Runs Length
Length of pipe(L) = 11.75(ft) 4 300
Pipe diameter(d) = 0.5(ft)
Pipe invert elevation = 335.5(ft)
Depth of Filter Media(D) = 0.5(ft)
Width of Filter Media(W) = 88(ft)
Mannings"n" = 0.01 unitless
Slope(ft per ft) = 0.005(ft per ft)
Average Drawdown
Storage Change in Hydraulic Average Filter Instantaneous Discharge Per Time Per
Elevation Storage Increment(V) Elevation(H) Gradient Flow Area(A) Discharge(Q) Increm.(QAVG) Increm.(t)
ft (ft3) (ft3) (ft) (I) (ft2) (ft3/hr) (ft3/hr) (hrs)
343.09 124866.6 7.34 14.68 1034 1264.4
3774.6 I r I 1256.7 3.0
343.00 121092.0 7.25 14.50 1034 1248.9
10441.6 1227.4 8.5
342.75 110650.4 7 14.00 1034 1205.9
10377.9 1184.3 8.8
342.50 100272.5 6.75 13.50 1034 1162.8
10314.1 1141.3 9.0
342.25 89958.4 6.5 13.00 1034 1119.7
10250.4 1184.3 8.7
342.00 79708.0 6.25 12.50 1034 1076.7
10186.6 1055.1 9.7
341.75 69521.4 6 12.00 1034 1033.6
10122.9 1012.1 10.0
341.50 59398.5 5.75 11.50 1034 990.5
10059.1 969.0 10.4
341.25 49339.4 5.5 11.00 1034 947.5
9995.4 925.9 10.8
341.00 39344.0 5.25 10.50 1034 904.4
9931.6 882.9 11.2
340.75 29412.4 5 10.00 1034, 861.3
9867.9 839.8 11.8
340.50 19544.5 4.75 9.50 1034 818.3
9804.1 796.7_ 12.3
340.25 9740.4 4.5 9.00 1034 775.2
9740.4 753.7_ 12.9
340.00 0.0_ 4.25 8.50 1034 732.1
Pond Geometry Total Drawdown Time= 48.2(hours)
Side slopes: Horizontal:3 Vertical: 1 Req.pipe capacity(inside dia)= 5.2(inches)
Bottom Area: 38834 square feet Pipe diameter to be used= 6(inches)
Bottom Perm: 340 feet Main line pipe slope= 0.005(feet/foot)
Raleigh-Durham Airport
Authority PE3 Expansion August 2023

ANTI-FLOTATION CALCULATIONS
SGW Pond 7
Inside Area of Structure
Length 9.00 ft
Width 6.00 ft
Total 54.00 sq.ft
Outside Area of Structure
Length 10.00 ft
Width 7.00 ft
Total 70.00 sq.ft.
Total Area 16.00 sq.ft.
Height of Riser 11.50 ft
Volume of Riser 184.00 cu.ft.
Weight of Concrete 150.00 lb/cu.ft.
Weight of Water 62.40 lb/cu.ft.
Amount of Water Displaced 11481.60 lb
Safety Factor 1.10
Required Anchor Weight 12629.76 lb/cu.ft.
Volume of Concrete Required 144.18 cu.ft.
Volume of Concrete
Length 12.00
Width 8.00
Depth 2.00
Total Volume 192.00 cu.ft.
Yards of Concrete 7.11 cu. Yd.
RDU PE3 21-065
Parking Lot Expansion 8/28/2023

STORM DRAINAGE DESIGN

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall to TOP Total(ft)
347.31 346.59 0.09 0.06% 1.51 2.68 0.000 K=0.0
S-114 Inlet S-113 144 RCP 0.95 0.40 0.38 7.04 2.68 2.68 351.45 0.50 348.31 347.59 18 0.013 3.14 0.021 K=0.6
_ 346.81 346.09 0.72 0.50% 4.20 7.43 0.021 -
346.29 344.47 0.21 0.22% 2.76 4.88 0.000 K=0.0
S-113 Inlet S-112 97 RCP 0.95 0.33 0.31 7.04 2.21 4.88 350.60 0.50 347.29 345.47 18 0.013 3.31 0.071 K=0.6
345.79 343.97 1.82 1.88% 8.15 14.40 0.071
341.59 341.37 0.22 0.30% 3.25 5.75 0.000 K=0.0
S-112 Inlet S-102 72 RCP 0.95 0.13 0.12 7.04 0.87 5.75 350.02 0.50 341.38 339.58 18 0.013 8.64 0.099 K=0.6
339.88 338.08 1.80 2.50% 9.40 16.61 0.099
342.31 341.53 0.29 0.18% 3.09 9.70 0.000 K=0.0
S-111 Inlet S-110 157 RCP 0.95 1.45 1.38 7.04 9.70 9.70 346.76 1.00 343.31 342.53 24 0.013 3.45 0.089 K=0.6
341.31 340.53 0.79 0.50% 5.09 16.00 0.089
341.28 340.75 0.16 0.15% 3.26 15.98 0.000 K=0.0
S-110 Inlet S-109 105 RCP 0.95 0.94 0.89 7.04 6.29 15.98 347.61 1.25 342.53 342.00 30 0.013 5.09 0.099 K=0.6
340.03 339.50 0.53 0.50% 5.91 29.00 0.099
340.25 338.83 0.36 0.13% 3.37 23.81 0.000 K=0.0
S-109 Inlet S-108 284 RCP 0.95 1.17 1.11 7.04 7.82 23.81 348.17 1.25 342.00 340.58 36 0.013 6.17 0.106 K=0.6
339.00 337.58 1.42 0.50% 6.67 47.16 0.106
338.88 338.30 0.19 0.16% 3.78 26.75 0.000 K=0.0
S-108 Inlet S-107 116 RCP 0.95 0.44 0.42 7.04 2.94 26.75 350.32 1.50 340.38 339.80 36 0.013 9.94 0.134 K=0.6
337.38 336.80 0.58 0.50% 6.67 47.16 0.134-
-
337.80 337.32 0.10 0.10% 3.33 32.04 0.000 K=0.0
S-107 Inlet S-106 96 RCP 0.95 0.79 0.75 7.04 5.28 32.04 348.36 1.50 339.80 339.32 42 0.013 8.56 0.103 K=0.6
336.30 335.82 0.48 0.50% 7.39 71.14 0.103
337.12 335.92 0.25 0.11% 3.41 32.77 0.000 K=0.0
S-106 Inlet S-104 240 RCP 0.95 0.11 0.10 7.04 0.74 I 32.77 351.98 1.50 339.12 337.92 42 0.013 12.86 0.108 K=0.6
335.62 334.42 1.20 0.50% 7.39 71.14 0.108
335.58 334.62 0.27 0.14% 3.90 37.49 0.000 K=0.0
S-105 Inlet S-104 193 RCP 0.95 0.67 0.67 7.04 4.72 37.49 350.28 1.50 337.58 336.62 42 0.013 12.70 0.142 K=0.6
334.08 333.12 0.97 0.50% 7.39 71.14 0.142
334.29 333.51 0.26 0.17% 4.26 41.03 0.000 K=0.0
S-104 Inlet S-103 156 RCP 0.95 0.53 0.50 7.04 3.54 41.03 348.74 1.50 336.29 335.51 42 0.013 12.46 0.170 K=0.6
332.79 332.01 0.78 0.50% 7.39 71.14 0.170
333.42 332.93 0.22 0.22% 4.93 47.39 0.000 K=0.0
S-103 Inlet S-102 97 RCP 0.95 0.95 0.90 7.04 6.35 47.39 347.50 1.75 335.17 334.68 42 0.013 12.34 0.226 K=0.6
331.67 331.18 0.49 0.50% 7.39 71.14 0.226
325.83 325.55 0.18 0.28% 5.56 53.54 0.000 K=0.0
S-102 Inlet S-101 65 RCP 0.95 0.06 0.06 7.04 0.40 53.54 347.50 1.75 327.58 326.93 42 0.013 19.93 0.289 K=0.6
324.08 323.43 0.65 1.00% 10.46 100.61 0.289
325.26 325.13 0.13 0.28% 5.56 53.54 0.000 K=0.0
S-101 JB S-100 45 RCP 0.95 0.00 0.00 7.04 0.00 53.54 331.41 1.75 326.73 326.50 42 0.013 4.69 0.385 K=0.8
323.23 323.00 0.23 0.50% 7.39 71.14 0.385
S-100 HW 7.97

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall , to TOP Total(ft)
348.52 346.66 0.02 0.02% 0.65 0.80 0.000 K=0.0
S-124 Inlet S-121 118 RCP 0.95 0.12 0.11 7.04 0.80 0.80 352.30 0.63 349.14 347.28 15 0.013 3.16 0.004 K=0.6
347.89 346.03 1.86 1.58% 6.62 8.12 0.004
346.53 345.27 0.05 0.07% 1.63 2.88 0.000 K=0.0
S-123 Inlet S-122 65 RCP 0.95 0.31 0.29 7.04 2.07 2.88 350.99 0.75 347.28 346.00 18 0.013 3.71 0.025 K=0.6
345.78 344.50 1.28 1.97% 8.34 14.74 0.025
345.00 344.48 0.02 0.06% 1.75 5.48 0.000 K=0.0
S-122 Inlet S-118 36 RCP 0.95 0.39 0.37 7.04 2.61 5.48 349.99 1.00 346.00 345.45 24 0.013 3.99 0.028 K=0.6
344.00 343.45 0.55 1.52% 8.88 27.89 0.028
346.25 344.82 0.11 0.09% 1.78 3.14 0.000 K=0.0
S-121 Inlet S-120 122 RCP 0.95 0.47 0.45 7.04 3.14 3.14 350.00 0.75 347.00 345.54 18 0.013 3.00 0.030 K=0.6
345.50 344.04 1.46 1.20% 6.51 11.51 0.030
344.29 343.82 0.04 0.11% 2.74 13.44 0.000 K=0.0
S-120 Inlet S-119 36 RCP 0.95 1.54 1.46 7.04 10.30 13.44 349.00 1.25 345.54 345.00 30 0.013 3.46 0.070 K=0.6
343.04 342.50 0.54 1.50% 10.23 50.24 0.070
343.42 340.84 0.23 0.13% 3.04 14.91 0.000 K=0.0
S-119 Inlet S-118 175 RCP 0.95 0.22 0.21 7.04 1.47 14.91 349.22 1.25 344.67 342.00 30 0.013 4.55 0.086 K=0.6
342.17 339.50 2.67 1.53% 10.32 50.65 0.086
340.50 338.59 0.31 0.10% 3.01 21.27 0.000 K=0.0
S-118 Inlet S-117 305 RCP 0.95 0.13 0.12 7.04 0.87 21.27 349.30 1.50 342.00 340.00 36 0.013 7.30 0.084 K=0.6
339.00 337.00 2.00 0.66% 7.64 53.98 0.084
337.98 328.61 0.31 0.10% 3.01 21.27 0.000 K=0.0
S-117 JB S-116 302 RCP 0.95 0.00 0.00 7.04 0.00 21.27 347.68 1.50 339.48 330.00 36 0.013 8.20 0.113 K=0.8
I 336.48 327.00 9.48 3.14% 16.72 118.19 0.113
324.77 324.61 0.05 0.10% 3.01 21.27 0.000 K=0.0
S-116 JB S-115 54 RCP 0.95 0.00 0.00 7.04 0.00 21.27 334.00 1.50 326.27 326.00 36 0.013 7.73 0.113 K=0.8
323.27 323.00 0.27 0.50% 6.67 47.16 0.113
S-115 HW 3.18

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
i
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses
(cfs) (ft) Up End I Dn End I Fall to TOP Total(ft)
338.41 338.28 0.02 0.08% 1.98 6.22 0.000
S-225 Inlet S-222 24 RCP 0.95 0.93 0.88 7.04 6.22 6.22 343.52 0.75 339.66 339.49 24 0.013 3.86 0.037
337.66 337.49 0.17 0.69% 5.98 18.79 0.037
342.25 340.27 0.07 0.07% 1.36 1.67 0.000
S-224 Inlet S-223 99 RCP 0.95 0.25 0.24 7.04 1.67 1.67 345.60 1.50 342.00 340.00 15 0.013 3.60 0.017
340.75 338.75 2.00 2.02% 7.48 9.18 0.017
339.50 339.06 0.05 0.15% 2.81 8.83 0.000
S-223 Inlet S-222 35 RCP 0.95 0.14 0.13 7.04 0.94 8.83 343.31 1.50 340.00 339.49 24 0.013 3.31 0.074
338.00 337.49 0.51 1.45% 8.67 27.24 0.074
338.40 336.90 1.49 0.81% 6.47 20.33 0.000
S-222 Inlet S-221 185 RCP 0.95 1 0.79 0.75 7.04 5.28 20.33 342.65 1.00 338.49 337.51 24 0.013 4.16 0.391
336.49 335.51 0.98 0.53% 5.24 16.47 0.391
337.10 335.40 1.69 1.34% 8.35 26.22 0.000
S-221 Inlet S-220 126 RCP 0.95 0.88 0.84 7.04 5.89 26.22 344.45 0.75 337.20 336.00 24 0.013 7.25 0.649
335.20 334.00 1.20 0.95% 7.02 22.05 0.649
334.42 333.90 0.21 0.18% 4.05 28.62 0.000
S-220 Inlet S-219 114 RCP 0.95 0.36 0.34 7.04 2.41 28.62 343.61 0.75 336.67 336.00 36 0.013 6.94 0.153
333.67 333.00 0.67 0.59% 7.25 51.23 0.153
333.25 332.84 0.06 0.11% 3.40 32.70 0.000
S-219 Inlet S-218 53 RCP 0.95 0.61 0.58 7.04 4.08 32.70 342.66 0.75 336.00 335.49 42 0.013 6.66 0.108
332.50 331.99 0.51 0.97% 10.30 99.09 0.108
332.41 331.74 0.13 0.11% 3.46 33.31 0.000
S-218 Inlet S-206 115 RCP 0.95 0.09 0.09 7.04 0.60 33.31 341.60 0.75 335.16 334.38 42 0.013 6.44 0.112
331.66 330.88 0.78 0.68% 8.62 82.96 0.112
337.04 336.14 0.12 0.19% 2.29 2.81 0.000
S-217 Inlet S-216 64 RCP 0.95 0.42 0.40 7.04 2.81 2.81 343.08 0.75 337.54 336.59 15 0.013 5.54 0.049
336.29 335.34 0.95 1.48% 6.40 7.86 0.049
335.34 330.63 0.13 0.09% 2.19 6.89 0.000
S-216 Inlet S-215 137 RCP 0.95 0.61 0.58 7.04 4.08 6.89 340.66 0.75 336.59 331.84 24 0.013 4.07 0.045
334.59 329.84 4.75 3.47% 13.41 42.14 0.045
330.12 328.31 0.05 0.11% 2.72 13.38 0.000
S-215 Inlet S-202 51 RCP 0.95 0.97 0.92 7.04 6.49 13.38 335.48 0.75 331.87 330.00 30 0.013 3.61 0.069
329.37 327.50 1.87 3.67% 16.01 78.59 0.069

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. O (ft) Entrance Losses
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses
(cfs) (ft) Up End Dn End Fall to TOP Total(ft)
338.25 337.86 0.02 0.03% 1.10 1.94 0.000
S-214 Inlet S-212 62 RCP 0.95 0.29 0.28 7.04 1.94 1.94 342.61 0.75 339.00 338.60 18 0.013 3.61 0.011
337.50 337.10 0.40 0.65% 4.79 8.47 0.011
339.33 338.08 0.02 0.02% 0.76 0.94 0.000
S-213 Inlet S-212 108 RCP 0.95 0.14 0.13 7.04 0.94 0.94 342.98 1.00 339.58 338.33 15 0.013 3.40 0.005
338.33 337.08 1.25 1.16% 5.67 6.96 0.005
337.33 336.39 0.03 0.05% 1.84 9.03 0.000
S-212 Inlet S-205 53 RCP 0.95 0.92 0.87 7.04 6.15 9.03 342.51 1.50 338.33 337.36 30 0.013 4.18 0.032
335.83 334.86 0.97 1.83% 11.30 55.49 0.032
343.63 340.05 0.15 0.13% 2.12 3.75 0.000
S-210 Inlet S-209 121 RCP 0.95 0.56 0.53 7.04 3.75 3.75 346.72 1.50 343.63 340.00 18 0.013 3.09 0.042
342.13 338.50 3.63 3.00% 10.30 18.19 0.042
339.05 336.77 0.04 0.05% 1.64 5.15 0.000
S-209 Inlet S-204 82 RCP 0.95 0.21 0.20 7.04 1.40 5.15 343.66 0.75 340.30 337.99 24 0.013 3.36 0.025
338.30 335.99 2.31 2.82% 12.09 37.99 0.025
337.45 337.14 0.03 0.11% 2.38 7.49 0.000
S-208 Inlet S-207 28 RCP 0.95 1.12 1.06 7.04 7.49 7.49 342.09 0.75 338.70 338.33 24 0.013 3.39 0.053
336.70 336.33 0.37 1.32% 8.27 25.99 0.053
336.56 335.80 0.10 0.19% 3.17 9.97_ 0.000
S-207 Inlet S-206 52 RCP 0.95 0.37 0.35 7.04 2.47 9.97 341.72 0.25 338.31 337.46 24 0.013 3.41 0.094
336.31 335.46 0.86 1.65% 9.25 29.06 0.094
330.63 328.87 0.27 0.11% 3.74 46.95 0.000
S-206 Inlet S-205 250 RCP 0.95 0.55 0.52 7.04 3.68 46.95 341.00 0.25 334.38 332.49 48 0.013 6.63 0.130
330.38 328.49 1.89 0.76% 9.93 124.81 0.130
328.74 328.04 0.11 0.09% 3.66 58.25 0.000
S-205 Inlet S-204 125 RCP 0.95 0.34 0.32 7.04 2.27 58.25 341.50 0.75 332.49 331.66 54 0.013 9.01 0.125
327.99 327.16 0.83 0.66% 10.04 159.76 0.125
328.58 327.40 0.22 0.11% 4.07 64.67 0.000
S-204 Inlet S-203 205 RCP 0.95 0.19 0.18 7.04 1.27 64.67 341.66 1.75 331.33 330.00 54 0.013 10.33 0.154
326.83 325.50 1.33 0.65% 9.97 158.54 0.154
327.18 325.56 0.24 0.12% 4.20 66.75_ 0.000
S-203 Inlet S-202 210 RCP 0.95 0.31 0.29 7.04 2.07 66.75 339.05 2.00 329.68 327.90 54 0.013 9.37 0.164
325.18 323.40 1.79 0.85% 11.40 181.30 0.164
322.78 322.53 0.11 0.12% 4.62 90.76 0.000
S-202 Inlet S-201 88 RCP 0.95 1.59 1.51 7.04 10.63 90.76 334.10 2.00 325.78 325.34 60 0.013 8.33 0.199
320.78 320.34 0.44 0.50% 9.38 184.16 0.199
322.30 322.27 0.03 0.12% 4.62 90.76 0.000
S-201 JB S-200 27 RCP 0.95 0.00 0.00 7.04 0.00 90.76 327.50 2.00 325.14 325.00 60 0.013 2.37 0.266
320.14 320.00 0.14 0.50% 9.38 184.16 0.266
S-200 HW 12.64

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall to TOP Total(ft)
332.39 328.65 0.27 0.10% 1.63 2.01 0.000 K=0.0
S-307 Inlet S-301 285 RCP 0.95 0.30 0.29 7.04 2.01 2.01 336.16 0.63 333.01 326.72 15 0.013 3.15 0.025 K=0.6
331.76 325.47 6.30 2.21% 7.83 9.60 0.025
329.58 329.01 0.08 0.08% 1.53 1.87 0.000 K=0.0
S-306 Inlet S-305 92 RCP 0.95 0.28 0.27 7.04 1.87 1.87 333.62 0.63 330.20 329.63 15 0.013 3.42 0.022 K=0.6
328.95 328.38 0.57 0.62% 4.14 5.09 0.022
328.63 326.83 0.41 0.24% 3.56 11.17 0.000 K=0.0
S-305 Inlet S-304 168 RCP 0.95 1.39 1.32 7.04 9.30 11.17 332.81 1.00 329.63 327.83 24 0.013 3.18 0.118 K=0.6
327.63 325.83 1.80 1.07% 7.45 23.40 0.118
326.58 325.85 0.24 0.16% 3.38 16.59 0.000 K=0.0
S-304 Inlet S-303 147 RCP 0.95 0.81 0.77 7.04 5.42 16.59 331.34 1.25 327.83 327.10 30 0.013 3.51 0.106 K=0.6
_ 325.33 324.60 0.74 0.50% 5.91 29.00 0.106
325.35 324.88 0.10 0.11% 3.39 32.64 0.000 K=0.0
S-303 Inlet S-302 94 RCP 0.95 2.40 2.28 7.04 16.05 32.64 330.05 1.75 327.10 326.63 42 0.013 2.96 0.107 K=0.6
323.60 323.13 0.47 0.50% 7.39 71.14 0.107
324.68 324.23 0.12 0.13% 3.80 36.52 0.000 K=0.0
S-302 Inlet S-301 90 RCP 0.95 0.58 0.55 7.04 3.88 36.52 330.00 1.75 326.43 325.98 42 0.013 3.58 0.134 K=0.6
322.93 322.48 0.45 0.50% 7.39 71.14 0.134
324.06 323.97 0.09 0.16% 4.24 40.80 0.000 K=0.0
S-301 Inlet S-300 55 RCP 0.95 0.34 0.32 7.04 2.27 40.80 330.00 1.75 325.78 325.50 42 0.013 4.23 0.224 K=0.8
322.28 322.00 0.28 0.50% 7.39 71.14 0.224
S-300 HW 6.10

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall to TOP Total(ft)
349.31 346.85 0.08 0.21% 3.32 10.43 0.000 K=0.0
S-446 Inlet S-437 36 RCP 0.95 1.56 1.48 7.04 10.43 10.43 354.01 0.75 350.56 348.00 24 0.013 3.45 0.103 K=0.6
_ 348.56 346.00 2.56 7.10% 19.19 60.28 0.103 -
346.25 343.17 0.09 0.09% 2.56 12.57 0.000 K=0.0
S-437 Inlet S-401 95 RCP 0.95 0.32 0.30 7.04 2.14 12.57 353.40 0.75 348.00 344.86 30 0.013 5.40 0.061 K=0.6
345.50 342.36 3.14 3.31% 15.20 74.62 0.061
350.49 347.04 0.00 0.00% 0.33 0.40 0.000 K=0.0
S-425 Inlet S-419 120 RCP 0.95 0.06 0.06 7.04 0.40 0.40 354.68 0.75 350.99 347.54 15 0.013 3.69 0.001 K=0.6
349.74 346.29 3.44 2.87% 8.92 10.94 0.001
351.66 351.11 0.06 0.10% 1.63 2.01 0.000 K=0.0
S-424 Inlet S-423 66 RCP 0.95 0.30 0.29 7.04 2.01 2.01 355.52 0.75 352.16 351.58 15 0.013 3.36 0.025 K=0.6
350.91 350.33 0.57 0.87% 4.91 6.03 0.025
350.83 349.81 0.43 0.22% 2.76 4.88 0.000 K=0.0
S-423 Inlet S-422 199 RCP 0.95 0.43 0.41 7.04 2.88 4.88 355.27 0.75 351.58 350.49 18 0.013 3.69 0.071 K=0.6
350.08 348.99 1.09 0.55% 4.41 7.79 0.071
349.24 346.79 0.22 0.08% 2.09 6.55 0.000 K=0.0
S-422 Inlet S-421 257 RCP 0.95 0.25 0.24 7.04 1.67 6.55 356.02 0.75 350.49 348.00 24 0.013 5.53 0.041 K=0.6
348.49 346.00 2.49 0.97% 7.09 22.28 0.041
349.42 348.79 0.08 0.08% 2.09 6.55 0.000 K=0.0
S-421 Inlet S-420 90 RCP 0.95 0.98 0.93 7.04 6.55 6.55 354.53 0.75 350.67 350.00 24 0.013 3.86 0.041 K=0.6
_ 348.67 348.00 0.68 0.75% 6.24 19.59 0.041 -
345.75 345.34 0.02 0.06% 2.36 16.65 0.000 K=0.0
S-420 Inlet S-419 39 RCP 0.95 0.53 0.50 7.04 3.54 16.65 355.04 0.75 348.00 347.54 36 0.013 7.04 0.052 K=0.6
345.00 344.54 0.46 1.17% 10.21 72.15 0.052
345.29 344.53 0.04 0.07% 2.52 17.79 0.000 K=0.0
S-419 Inlet S-401 51 RCP 0.95 0.11 0.10 7.04 0.74 17.79 354.54 0.75 347.54 346.73 36 0.013 7.00 0.059 K=0.6
344.54 343.73 0.82 1.60% 11.94 84.37 0.059
341.11 340.87 0.06 0.09% 3.16 30.36 0.000 K=0.0
S-401 JB S-400 71 RCP 0.95 0.00 0.00 7.04 0.00 30.36 349.10 1.75 342.86 342.50 42 0.013 6.25 0.124 K=0.8
339.36 339.00 0.36 0.50% 7.39 71.14 0.124 1
S-400 HW 4.54

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall , to TOP Total(ft)
355.00 354.02 0.03 0.05% 1.60 5.02 0.000 K=0.0
S-471 Inlet S-470 60 RCP 0.95 0.75 0.71 7.04 5.02 5.02 359.83 1.00 356.00 355.00 24 0.013 3.83 0.024 K=0.6
354.00 353.00 1.00 1.67% 9.31 29.23 0.024
353.75 352.02 0.04 0.05% 1.66 5.22 0.000 K=0.0
S-470 Inlet S-463 73 RCP 0.95 0.03 0.03 7.04 0.20 5.22 358.56 1.00 354.75 353.00 24 0.013 3.81 0.026 K=0.6
352.75 351.00 1.75 2.40% 11.16 35.05 0.026
344.00 343.38 0.05 0.06% 1.25 1.54 0.000 K=0.0
S-469 Inlet S-467 87 RCP 0.95 0.23 0.22 7.04 1.54 1.54 348.00 0.63 344.62 344.00 15 0.013 3.38 0.015 K=0.6
343.37 342.75 0.63 0.72% 4.47 5.48 0.015
344.80 342.05 0.03 0.02% 0.76 0.94 0.000 K=0.0
S-468 Inlet S-467 138 RCP 0.95 0.14 0.13 7.04 0.94 0.94 352.31 0.63 345.43 342.67 15 0.013 6.89 0.005 K=0.6
344.18 341.42 2.76 2.00% 7.44 9.14 0.005
341.92 341.51 0.09 0.10% 1.89 3.34 0.000 K=0.0
S-467 Inlet S-465 87 RCP 0.95 0.13 0.12 7.04 0.87 3.34 349.72 0.75 342.67 342.23 18 0.013 7.06 0.033 K=0.6
341.17 340.73 0.44 0.50% 4.20 7.43 0.033
346.00 345.03 0.01 0.07% 1.87 5.89 0.000 K=0.0
S-466 Inlet S-465 20 RCP 0.95 0.88 0.84 7.04 5.89 5.89 350.71 1.00 347.00 346.00 24 0.013 3.71 0.033 K=0.6
_ 345.00 344.00 1.00 5.01% 16.12 50.64 0.033 _
341.78 341.01 0.12 0.07% 2.28 11.17 0.000 K=0.0
S-465 Inlet S-461 163 RCP 0.95 0.29 0.28 7.04 1.94 I 11.17 350.32 1.25 343.03 342.22 30 0.013 7.29 0.048 K=0.6
340.53 339.72 0.82 0.50% 5.91 29.00 0.048
348.26 341.51 0.12 0.13% 2.12 3.75 0.000 K=0.0
S-464 Inlet S-461 96 RCP 0.95 0.56 0.53 7.04 3.75 3.75 357.51 0.75 349.01 342.22 18 0.013 8.50 0.042 K=0.6
347.51 340.72 6.80 7.08% 15.82 27.95 0.042
351.76 350.03 0.02 0.06% 1.79 5.62 0.000 K=0.0
S-463 Inlet S-462 36 RCP 0.95 0.06 0.06 7.04 0.40 5.62 357.31 1.00 352.76 351.00 24 0.013 4.55 0.030 K=0.6
350.76 349.00 1.76 4.88% 15.91 49.97 0.030
346.08 343.04 0.07 0.09% 2.21 6.96 0.000 K=0.0
S-462 Inlet S-461 76 RCP 0.95 0.20 0.19 7.04 1.34 6.96 354.64 1.00 347.08 344.00 24 0.013 7.56 0.046 K=0.6
345.08 342.00 3.09 4.06% 14.51 45.58 0.046
340.72 340.62 0.05 0.11% 3.09 21.87 0.000 K=0.0
S-461 JB S-460 43 RCP 0.95 0.00 0.00 7.04 0.00 21.87 347.31 1.50 342.22 342.00 36 0.013 5.10 0.119 K=0.8
339.22 339.00 0.22 0.50% 6.67 47.16 0.119
S-460 HW 3.27

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall , to TOP Total(ft)
349.09 347.34 0.04 0.10% 2.28 7.16 0.000 K=0.0
S-436 Inlet S-426 36 RCP 0.95 1.07 1.02 7.04 7.16 7.16 353.83 0.75 350.34 348.54 24 0.013 3.49 0.048 K=0.6
348.34 346.54 1.80 4.99% 16.09 50.53 0.048
348.78 347.28 0.12 0.08% 1.70 3.01 0.000 K=0.0
S-435 Inlet S-434 150 RCP 0.95 0.45 0.43 7.04 3.01 3.01 352.86 0.75 349.53 348.00 18 0.013 3.33 0.027 K=0.6
348.03 346.50 1.53 1.02% 6.00 10.61 0.027
346.75 346.67 0.08 0.22% 3.34 10.50 0.000 K=0.0
S-434 Inlet S-427 36 RCP 0.95 1.12 1.06 7.04 7.49 10.50 350.79 0.75 348.00 347.82 24 0.013 2.79 0.104 K=0.6
346.00 345.82 0.18 0.50% 5.09 16.00 0.104
345.94 344.61 0.25 0.09% 2.49 12.24 0.000 K=0.0
S-427 Inlet S-426 278 RCP 0.95 0.26 0.25 7.04 1.74 12.24 349.71 0.75 347.69 346.30 30 0.013 2.02 0.058 K=0.6
345.19 343.80 1.39 0.50% 5.91 29.00 0.058
344.05 343.10 0.19 0.09% 2.87 20.26 0.000 K=0.0
S-426 Inlet S-483 206 RCP 0.95 0.13 0.12 7.04 0.87 20.26 352.62 0.75 346.30 345.27 36 0.013 6.32 0.077 K=0.6
343.30 342.27 1.03 0.50% 6.67 47.16 0.077
344.33 344.01 0.04 0.07% 1.36 1.67 0.000 K=0.0
S-487 Inlet S-485 67 RCP 0.95 0.25 0.24 7.04 1.67 1.67 346.61 1.50 344.08 343.75 15 0.013 2.53 0.017 K=0.6
342.83 342.50 0.34 0.50% 3.72 4.57 0.017
343.91 343.55 0.01 0.01% 0.49 0.60 0.000 K=0.0
S-486 Inlet S-485 73 RCP 0.95 0.09 0.09 7.04 0.60 0.60 348.74 1.00 344.16 343.80 15 0.013 4.58 0.002 K=0.6
342.91 342.55 0.37 0.50% 3.72 4.57 0.002
343.80 343.58 0.04 0.09% 1.78 3.14 0.000 K=0.0
S-485 Inlet S-484 48 RCP 0.95 0.13 0.12 7.04 0.87 3.14 347.04 1.50 343.80 343.56 18 0.013 3.25 0.030 K=0.6
342.30 342.06 0.24 0.50% 4.20 7.43 0.030
342.56 341.85 0.20 0.13% 2.58 8.09 0.000 K=0.0
S-484 Inlet S-482 153 RCP 0.95 0.74 0.70 7.04 4.95 8.09 347.52 0.75 343.81 343.04 24 0.013 3.72 0.062 K=0.6
341.81 341.04 0.77 0.50% 5.09 16.00 0.062
341.90 341.48 0.10 0.10% 3.56 44.68 0.000 K=0.0
S-483 Inlet S-482 106 RCP 0.95 0.62 0.59 7.04 4.15 44.68 351.03 0.63 345.27 344.74 48 0.013 5.76 0.118 K=0.6
341.27 340.74 0.53 0.50% 8.08 101.57 0.118
341.17 340.34 0.30 0.15% 4.45 55.91 0.000 K=0.0
S-482 Inlet S-481 201 RCP 0.95 0.47 0.45 7.04 3.14 55.91 349.59 0.63 344.54 343.54 48 0.013 5.05 0.185 K=0.6
340.54 339.54 1.01 0.50% 8.08 101.57 0.185
341.10 341.00 0.10 0.15% 4.45 55.91 0.000 K=0.0
S-481 JB S-480 67 RCP 0.95 0.00 0.00 7.04 0.00 55.91 351.09 1.75 343.34 343.00 48 0.013 7.76 0.246 K=0.8
_ 339.34 339.00 0.34 0.50% 8.08 101.57 0.246
S-480 HW I 5.33

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 8.72 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall to TOP Total(ft)
364.10 362.34 0.15 0.15% 2.77 8.70 0.000 K=0.0
S-517 Inlet S-516 99 RCP 0.95 1.05 1.00 8.72 8.70 8.70 369.42 0.63 365.47 363.64 24 0.013 3.95 0.071 K=0.6
363.47 361.64 1.83 1.85% 9.79 30.77 0.071
356.75 351.19 0.13 0.16% 3.38 16.57 0.000 K=0.0
S-516 Inlet S-501 82 RCP 0.95 0.95 0.90 8.72 7.87 16.57 369.79 0.75 358.50 352.84 30 0.013 11.29 0.106 K=0.6
356.00 350.34 5.67 6.91% 21.97 107.82 0.106
360.51 358.63 0.41 0.32% 3.38 5.96 0.000 K=0.0
S-515 Inlet S-514 128 RCP 0.95 0.72 0.68 8.72 5.96 5.96 364.92 0.63 361.38 359.39 18 0.013 3.54 0.106 K=0.6
359.88 357.89 1.98 1.55% 7.40 13.08 0.106
357.91 356.11 0.19 0.15% 3.26 15.99 0.000 K=0.0
S-514 Inlet S-513 125 RCP 0.95 1.21 1.15 8.72 10.02 15.99 362.89 1.00 359.41 357.51 30 0.013 3.48 0.099 K=0.6
356.91 355.01 1.90 1.52% 10.30 50.57 0.099
355.76 353.72 0.26 0.17% 3.90 27.59 0.000 K=0.0
S-513 Inlet S-512 151 RCP 0.95 1.40 1.33 8.72 11.60 27.59 360.92 1.25 357.51 355.33 36 0.013 3.41 0.142 K=0.6
354.51 352.33 2.19 1.45% 11.36 80.32 0.142
353.25 352.64 0.41 0.25% 4.73 33.47 0.000 K=0.0
S-512 Inlet S-511 163 RCP 0.95 0.71 0.67 8.72 5.88 33.47 357.96 1.25 355.00 354.18 36 0.013 2.97 0.209 K=0.6
352.00 351.18 0.82 0.50% 6.67 47.16 0.209
352.28 352.11 0.16 0.25% 4.73 33.47 0.000 K=0.0
S-511 JB S-501 65 RCP 0.95 0.00 0.00 8.72 0.00 33.47 358.91 1.25 353.98 353.66 36 0.013 4.93 0.209 K=0.6
350.98 350.66 0.33 0.50% 6.67 47.16 0.209 -
351.91 351.84 0.08 0.25% 5.20 50.04 0.000 K=0.0
S-501 JB S-500 31 RCP 0.95 0.00 0.00 8.72 0.00 50.04 358.00 1.50 353.66 353.50 42 0.013 4.35 0.336 K=0.8
350.16 350.00 0.16 0.50% 7.39 71.14 0.336
S-500 HW 6.04

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 8.72 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall , to TOP Total(ft)
356.74 355.86 0.54 0.28% 3.14 5.55 0.000 K=0.0
S-510 Inlet S-509 195 RCP 0.95 0.67 0.64 8.72 5.55 5.55 358.00 1.25 356.99 356.02 18 0.013 1.01 0.092 K=0.6
355.49 354.52 0.98 0.50% 4.20 7.43 0.092
354.65 353.98 0.19 0.13% 2.61 8.20 0.000 K=0.0
S-509 Inlet S-508 145 RCP 0.95 0.32 0.30 8.72 2.65 8.20 357.36 0.63 356.02 355.29 24 0.013 1.35 0.064 K=0.6
354.02 353.29 0.73 0.50% 5.09 16.00 0.064
353.55 353.26 0.08_ 0.11% 2.77 13.59 0.000 K=0.0
S-508 Inlet S-504 72 RCP 0.95 0.65 0.62 8.72 5.38 13.59 356.94 0.75 355.30 354.94 30 0.013 1.64 0.071 K=0.6
352.80 352.44 0.36 0.50% 5.91 29.00 0.071
362.50 358.48 0.27 0.21% 2.43 2.98 0.000 K=0.0
S-507 Inlet S-506 126 RCP 0.95 0.36 0.34 8.72 2.98 2.98 366.09 1.25 362.50 358.43 15 0.013 3.60 0.055 K=0.6
361.25 357.18 4.07 3.23% 9.46 11.61 0.055
358.22 355.11 0.16 0.15% 2.80 8.78 0.000 K=0.0
S-506 Inlet S-505 108 RCP 0.95 0.70 0.67 8.72 5.80 8.78 362.10 1.75 358.47 355.29 24 0.013 3.63 0.073 K=0.6
356.47 353.29 3.18 2.94% 12.35 38.79 0.073
354.04 353.86 0.14 0.20% 4.23 29.91 0.000 K=0.0
S-505 Inlet S-504 70 RCP 0.95 2.55 2.42 8.72 21.12 29.91 358.53 1.75 355.29 354.94 36 0.013 3.24 0.167 K=0.6
352.29 351.94 0.35 0.50% 6.67 47.16 0.167
352.94 352.51 0.29 0.22% 4.94 47.55 0.000 K=0.0
S-504 Inlet S-503 131 RCP 0.95 0.49 0.47 8.72 4.06 47.55 358.91 1.50 354.94 354.29 42 0.013 3.97 0.228 K=0.6
351.44 350.79 0.66 0.50% 7.39 71.14 0.228
352.09 351.81 0.27 0.23% 4.99 48.05 0.000 K=0.0
S-503 Inlet S-502 117 RCP 0.95 0.06 0.06 8.72 0.50 48.05 360.67 1.50 354.09 353.50 42 0.013 6.59 0.310 K=0.8
350.59 350.00 0.59 0.50% 7.39 71.14 0.310
S-502 HW I 5.80

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall to TOP Total(ft)
343.96 343.35 0.05 0.05% 1.64 5.15 0.000 K=0.0
S-617 Inlet S-616 92 RCP 0.95 0.77 0.73 7.04 5.15 5.15 349.28 0.75 345.21 344.58 24 0.013 4.07 0.025 K=0.6
343.21 342.58 0.63 0.69% 5.98 18.79 0.025
342.99 341.17 0.25 0.15% 2.75 8.63 0.000 K=0.0
S-616 Inlet S-615 170 RCP 0.95 0.52 0.49 7.04 3.48 8.63 348.82 0.75 344.24 342.35 24 0.013 4.58 0.070 K=0.6
342.24 340.35 1.89 1.11% 7.59 23.83 0.070
340.62 339.21 0.39 0.22% 3.92 19.26 0.000 K=0.0
S-615 Inlet S-611 178 RCP 0.95 1.06 1.01 7.04 7.09 19.26 347.97 0.75 342.37 340.82 30 0.013 5.60 0.144 K=0.6
339.87 338.32 1.55 0.87% 7.79 38.26 0.144
343.10 342.30 0.13 0.11% 2.01 3.54 0.000 K=0.0
S-614 Inlet S-615 114 RCP 0.95 0.53 0.50 7.04 3.54 3.54 346.39 0.75 343.85 343.01 18 0.013 2.54 0.038 K=0.6
342.35 341.51 0.84 0.74% 5.11 9.04 0.038
340.21 340.05 0.03 0.08% 2.04 6.42 0.000 K=0.0
S-613 Inlet S-612 39 RCP 0.95 0.96 0.91 7.04 6.42 6.42 345.05 1.00 341.21 341.01 24 0.013 3.84 0.039 K=0.6
339.21 339.01 0.20 0.50% 5.09 16.00 0.039
340.01 339.24 0.09 0.06% 1.99 9.76 0.000 K=0.0
S-612 Inlet S-611 162 RCP 0.95 0.50 0.48 7.04 3.34 9.76 345.31 1.50 341.01 340.20 30 0.013 4.30 0.037 K=0.6
338.51 337.70 0.81 0.50% 5.91 29.00 0.037
338.82 337.55 0.01 0.01% 1.01 9.76 0.000 K=0.0
S-611 Inlet S-601 132 RCP 0.95 0.00 0.00 7.04 0.00 9.76 344.12 1.50 340.82 339.54 42 0.013 3.30 0.010 K=0.6
_ 337.32 336.04 1.28 0.97% 10.30 99.09 0.010 -
351.86 350.94 0.04 0.02% 0.76 0.94 0.000 K=0.0
S-610 Inlet S-609 178 RCP 0.95 0.14 0.13 7.04 0.94 0.94 355.04 1.50 351.61 350.69 15 0.013 3.43 0.005 K=0.6
350.36 349.44 0.93 0.52% 3.80 4.66 0.005
349.98 349.32 0.09 0.07% 1.36 1.67 0.000 K=0.0
S-609 Inlet S-608 133 RCP 0.95 0.11 0.10 7.04 0.74 1.67 355.26 0.75 350.48 349.80 15 0.013 4.78 0.017 K=0.6
349.23 348.55 0.68 0.51% 3.76 4.61 0.017
349.05 348.29 0.16 0.13% 2.12 3.75 0.000 K=0.0
S-608 Inlet S-607 122 RCP 0.95 0.31 0.29 7.04 2.07 3.75 355.00 0.75 349.80 348.99 18 0.013 5.20 0.042 K=0.6
348.30 347.49 0.81 0.66% 4.83 8.53 0.042 1

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End Dn End Fall to TOP Total(ft)
347.74 346.47 0.42 0.21% 2.72 4.82 0.000 K=0.0
S-607 Inlet S-603 201 RCP 0.95 0.16 0.15 7.04 1.07 4.82 356.01 0.25 348.99 347.65 18 0.013 7.02 0.069 K=0.6
347.49 346.15 1.35 0.67% 4.87 8.60 0.069
353.59 351.26 0.05 0.02% 0.71 0.87 0.000 K=0.0
S-606 Inlet S-605 300 RCP 0.95 0.13 0.12 7.04 0.87 0.87 358.32 0.25 354.59 352.25 15 0.013 3.73 0.005 K=0.6
353.34 351.00 2.34 0.78% 4.65 5.71 0.005
351.50 350.74 0.05 0.07% 1.55 2.74 0.000 K=0.0
S-605 Inlet S-604 68 RCP 0.95 0.28 0.27 7.04 1.87 2.74 358.50 0.75 352.25 351.47 18 0.013 6.25 0.022 K=0.6
350.75 349.97 0.79 1.16% 6.40 11.31 0.022
351.72 347.89 0.29 0.08% 1.70 3.01 0.000 K=0.0
S-604 Inlet S-603 353 RCP 0.95 0.04 0.04 7.04 0.27 3.01 358.90 1.75 351.47 347.62 18 0.013 7.43 0.027 K=0.6
349.97 346.12 3.85 1.09% 6.21 10.97 0.027
347.12 345.53 0.09 0.05% 1.91 9.36 0.000 K=0.0
S-603 Inlet S-602 174 RCP 0.95 0.23 0.22 7.04 1.54 9.36 357.01 2.00 347.62 346.00 30 0.013 9.39 0.034 K=0.6
345.12 343.50 1.62 0.93% 8.06 39.56 0.034
343.80 340.12 0.09 0.12% 2.89 14.18 0.000 K=0.0
S-602 Inlet S-601 78 RCP 0.95 0.72 0.68 7.04 4.82 14.18 352.04 2.00 344.30 340.54 30 0.013 7.74 0.078 K=0.6
341.80 338.04 3.76 4.82% 18.35 90.05 0.078
337.84 337.68 0.03 0.06% 2.49 23.94 0.000 K=0.0
S-601 JB S-600 48 RCP 0.95 0.00 0.00 7.04 0.00 23.94 344.04 2.00 339.34 339.10 42 0.013 4.70 0.077 K=0.8
_ 335.84 335.60 0.24 _ 0.50% 7.39 71.14 0.077
S-600 HW I 6.46

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall to TOP Total(ft)
346.94 345.89 0.07 0.09% 2.21 6.96 0.000 K=0.0
S-724 Inlet S-705 73 RCP 0.95 1.04 0.99 7.04 6.96 6.96 351.70 1.00 347.94 346.84 24 0.013 3.76 0.046 K=0.6
345.94 344.84 1.10 1.50% 8.82 27.71 0.046
343.59 342.37 0.06 0.08% 2.00 6.29 0.000 K=0.0
S-723 Inlet S-706 84 RCP 0.95 0.94 0.89 7.04 6.29 6.29 349.72 1.00 344.59 343.33 24 0.013 5.13 0.037 K=0.6
342.59 341.33 1.26 1.50% 8.82 27.71 0.037
360.50 359.81 0.11 0.09% 2.58 12.64 0.000 K=0.0
S-722 Inlet S-721 118 RCP 0.95 1.89 1.80 7.04 12.64 12.64 365.38 1.25 361.75 360.99 30 0.013 3.63 0.062 K=0.6
359.25 358.49 0.76 0.64% 6.68 32.81 0.062
359.49 358.57 0.08 0.09% 2.76 19.53 0.000 K=0.0
S-721 Inlet S-708 97 RCP 0.95 1.03 0.98 7.04 6.89 19.53 365.17 1.50 360.99 359.99 36 0.013 4.18 0.071 K=0.6
357.99 356.99 1.00 1.03% 9.58 67.69 0.071
368.79 368.25 0.07 0.06% 1.79 5.62 0.000 K=0.0
S-720 Inlet S-710 114 RCP 0.95 0.84 0.80 7.04 5.62 5.62 373.04 1.00 369.79 369.22 24 0.013 3.25 0.030 K=0.6
367.79 367.22 0.57 0.50% 5.09 16.00 0.030
374.08 373.18 0.19 0.20% 2.34 2.88 0.000 K=0.0
S-719 Inlet S-711 95 RCP 0.95 0.43 0.41 7.04 2.88 2.88 378.95 0.63 374.70 373.75 15 0.013 4.25 0.051 K=0.6
373.45 372.50 0.95 1.00% 5.26 6.46 0.051
381.79 376.30 0.28 0.16% 2.35 4.15 0.000 K=0.0
S-716 Inlet S-714 180 RCP 0.95 0.62 0.59 7.04 4.15 4.15 385.76 0.75 382.54 377.00 18 0.013 3.22 0.051 K=0.6
381.04 375.50 5.54 3.08% 10.43 18.44 0.051
376.41 376.01 0.02 0.04% 1.04 1.27 0.000 K=0.0
S-715 JB S-714 39 RCP 0.95 0.19 0.18 7.04 1.27 1.27 380.00 1.00 376.66 376.25 15 0.013 3.34 0.010 K=0.6
375.41 375.00 0.41 1.06% 5.42 6.65 0.010
375.26 372.57 0.15 0.07% 1.96 6.15 0.000 K=0.0
S-714 Inlet S-713 199 RCP 0.95 0.11 0.10 7.04 0.74 6.15 380.67 1.00 376.26 373.53 24 0.013 4.41 0.036 K=0.6
374.26 371.53 2.73 1.37% 8.43 26.48 0.036

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End Dn End Fall to TOP Total(ft)
372.29 370.80 0.12 0.08% 2.41 11.84 0.000 K=0.0
S-713 Inlet S-712 146 RCP 0.95 0.85 0.81 7.04 5.68 11.84 377.25 1.25 373.54 372.00 30 0.013 3.71 0.054 K=0.6
371.04 369.50 1.55 1.06% 8.60 42.23 0.054
370.42 369.34 0.20 0.16% 3.32 16.32 0.000 K=0.0
S-712 Inlet S-708 125 RCP 0.95 0.67 0.64 7.04 4.48 16.32 376.03 1.24 371.68 370.50 30 0.013 4.35 0.103 K=0.6
369.18 368.00 1.18 0.94% 8.10 39.77 0.103
368.99 367.14 0.09 0.09% 2.77 19.60 0.000 K=0.0
S-711 Inlet S-710 108 RCP 0.95 0.06 0.06 7.04 0.40 19.60 378.14 1.50 370.49 368.57 36 0.013 7.65 0.072 K=0.6
367.49 365.57 1.92 1.78% 12.59 88.99 0.072
366.75 365.04 0.30 0.15% 3.60 25.41 0.000 K=0.0
S-710 Inlet S-709 210 RCP 0.95 0.03 0.03 7.04 0.20 25.41 376.45 1.50 368.25 366.42 36 0.013 8.20 0.121 K=0.6
365.25 363.42 1.83 0.87% 8.80 62.21 0.121
_364.59 360.16 0.33 0.15% 3.60 25.41 0.000 K=0.0
S-709 MH S-708 229 RCP 0.95 0.00 0.00 7.04 0.00 25.41 373.31 1.50 366.09 361.53 36 0.013 7.22 0.121 K=0.6
363.09 358.53 4.56 1.99% 13.31 94.09 0.121
357.99 356.14 0.06 0.12% 3.94 49.49 0.000 K=0.0
S-708 Inlet S-707 51 RCP 0.95 0.68 0.65 7.04 4.55 49.49 365.10 2.00 359.99 358.00 48 0.013 5.11 0.145 K=0.6
355.99 354.00 2.00 3.92% 22.63 284.40 0.145
355.67 344.16 0.41 0.13% 4.09 51.36 0.000 K=0.0
S-707 Inlet S-706 317 RCP 0.95 0.28 0.27 7.04 1.87 51.36 365.32 2.00 357.67 346.00 48 0.013 7.65 0.156 K=0.6
353.67 342.00 11.67 3.68% 21.93 275.56 0.156
343.08 342.93 0.05 0.09% 3.81 60.53 0.000 K=0.0
S-706 Inlet S-705 58 RCP 0.95 0.43 0.41 7.04 2.88 60.53 350.50 2.25 345.33 345.04 54 0.013 5.17 0.135 K=0.6
340.83 340.54 0.29 0.50% 8.74 139.05 0.135
342.59 342.50 0.09 0.13% 4.51 71.76 0.000 K=0.0
S-705 Inlet 5-700B 68 RCP 0.95 0.64 0.61 7.04 4.28 71.76 351.03 2.25 344.84 344.50 54 0.013 6.19 0.253 K=0.8
340.34 340.00 0.34 0.50% 8.74 139.05 0.253
S-700B HW 10.73

PROJECT RDU PE3 Storm Drainage
PROJECT# 21-065
DATE 3/9/23
DESIGN STORM 10 YR 7.04 in/hr
25 YR 7.76 in/hr
Type Type Top or Calc. Elev. of H.G. Pipe Cover Head Loss
Up of Down Length of Rational Area Sum i Runoff Total Grate Normal Crown El. Diam n Slope Vel. Q (ft) Entrance Losses Head Loss
Structure Structure Structure (Ft) Line C (Acres) (C*A) (cfs) Runoff Elev. Depth Invert El. (in.) (%) (fps) (cfs) Ground Bend Losses Coefficients
(cfs) (ft) Up End I Dn End I Fall , to TOP Total(ft)
354.76 353.77 0.00 0.00% 0.00 0.00 0.000 K=0.0
S-726 Inlet S-725 61 RCP 0.95 0.79 0.75 7.04 0.00 0.00 360.07 1.75 354.51 353.52 18 0.013 5.56 0.000 K=0.6
353.01 352.02 0.99 1.63% 7.59 13.41 0.000
353.77 346.78 0.00 0.00% 0.00 0.00 0.000 K=0.0
S-725 Inlet S-703 282 RCP 0.95 1.50 1.43 7.04 0.00 0.00 359.15 1.75 353.52 346.53 18 0.013 5.63 0.000 K=0.6
352.02 345.03 6.99 2.48% 9.36 16.54 0.000
345.67 345.09 0.03 0.05% 1.68 5.28 0.000 K=0.0
S-704 Inlet S-701 60 RCP 0.95 0.79 0.75 7.04 5.28 5.28 351.73 1.75 345.92 345.32 24 0.013 5.82 0.026 K=0.6
343.92 343.32 0.60 1.00% 7.20 22.62 0.026
345.78 345.01 0.09 0.06% 2.04 10.03 0.000 K=0.0
S-703 Inlet S-702 154 RCP 0.95 1.50 1.43 7.04 10.03 10.03 350.02 1.75 346.53 345.72 30 0.013 3.49 0.039 K=0.6
344.03 343.22 0.80 0.52% 6.03 29.58 0.039
344.47 343.06 0.10 0.06% 2.36 16.65 0.000 K=0.0
S-702 Inlet S-701 158 RCP 0.95 0.99 0.94 7.04 6.62 16.65 350.73 1.75 345.72 344.26 36 0.013 5.01 0.052 K=0.6
342.72 341.26 1.47 0.93% 9.10 64.32 0.052
342.07 341.87 0.06 0.09% 3.16 30.36 0.000 K=0.0
S-701 Inlet S-700A 63 RCP 0.95 1.26 1.20 7.04 8.43 30.36 351.45 1.75 343.82 343.50 42 0.013 7.63 0.124 K=0.8
_ 340.32 340.00 0.32 0.50% 7.39 71.14 0.124
S-700A HW I 4.54

RDU PE3 EXPANSION SGW POND 1 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY: 4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS)_ (CFSL SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
S-112 0.13 0.98 0.51 0.69 0.61 0.0230 N/A 3.33 0.08 N/A N/A N/A OK
0.88
S-113 0.33 0.98 1.29 1.42 0.60 0.0230 21.5 8.28 0.19 1.36 0.18 S-112 OK
1.54
S-114 0.40 0.98 1.57 1.57 0.60 0.0230 21.5 8.60 0.20 1.45 0.12 S-113 OK
1.57
S-103 0.10 0.98 0.39 0.39 0.80 0.0215 21.5 5.06 0.11 N/A N/A N/A OK
0.39
S-104 0.17 0.98 0.67 0.67 0.80 0.0215 21.5 6.17 0.13 0.74 0.00 S-103 OK
0.67
5-105 0.20 0.98 0.78 0.78 0.80 0.0215 21.5 6.56 0.14 0.82 0.00 S-104 OK
0.78
S-107 0.79 0.98 3.10 4.03 5.00 0.0200 21.5 8.99 0.18 N/A N/A N/A OK
4.03
S-106 0.11 0.98 0.43 0.43 5.00 0.0200 21.5 3.89 0.08 0.30 0.13 S-107 OK
0.43
S-108 0.44 0.98 1.72 1.72 1.67 0.0170 21.5 8.89 0.15 0.92 0.80 S-107 OK
1.72
Q=CIA
T=[Qn/(.56 x ST5/3 x SL 1/2)]3/8
D=T x ST
QCAP=K(D)5/3
For Sag: D=[Q/(3.3xP)]23
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 1 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 1 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY: 4 IN/HR
DB S-111 1.45 0.98 5.68 7.03 0.50 0.0300 17.0 13.24 0.36 N/A N/A N/A OK
7.03
DB 5-110 0.94 0.98 3.68 5.34 0.50 0.0300 17.0 11.94 0.36 3.99 1.35 DB S-111 OK
5.34
DB 5-109 1.17 0.98 4.59 4.59 0.55 0.0246 16.0 12.54 0.31 2.93 1.66 DB S-110 OK
4.59
DB S-120 1.54 0.98 6.04 6.72 0.50 0.0300 14.0 13.01 0.35 N/A N/A N/A OK
6.72
DB S-122 0.39 0.98 1.53 1.76 0.50 0.0300 14.0 7.87 0.24 1.64 0.12 DB S-120 OK
1.76
5-123 0.31 0.98 1.22 1.22 0.53 0.0300 14.0 6.78 0.20 0.98 0.23 DB S-122 OK
1.22
5-121 0.47 0.98 1.84 1.84 0.53 0.0300 14.0 7.92 0.24 1.28 0.57 DB S-120 OK
1.84
Q=CIA
T=[Qn/(.56 x ST5/3 x SL 1/2)]3/8
D=T x ST
QCAP=K(D)5/3
For Sag: D=[Q/(3.3xP)]213
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 2 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 2 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY:4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
DB S-202 1.59 0.98 6.23 7.38 0.00 0.0410 N/A 9.03 0.37 N/A N/A N/A OK
7.65
DB S-203 0.31 0.98 1.22 1.22 2.36 0.0410 26.0 4.22 0.17 1.81 0.27 DB S-202 OK
2.09
DB S-215 0.97 0.98 3.80 4.34 3.77 0.0410 26.0 6.22 0.26 3.47 0.87 DB S-202 OK
4.34
S-216 0.61 0.98 2.39 2.39 3.67 0.0410 26.0 5.00 0.21 1.85 0.54 DB S-215 OK
2.39
S-217 0.42 0.98 1.65 1.65 2.11 0.0411 26.0 4.82 0.20 1.75 0.00 S-216 OK
1.65
S-204 0.19 0.98 0.74 0.74 0.00 0.0410 N/A 1.96 0.08 N/A N/A N/A OK
0.74
S-205 0.34 0.98 1.33 1.40 0.67 0.0410 17.0 5.62 0.23 1.47 0.00 S-204 OK
1.46
S-206 0.55 0.98 2.16 2.16 0.52 0.0410 17.0 6.94 0.28 2.09 0.06 S-205 OK
2.16
S-218 0.09 0.98 0.35 0.35 1.84 0.0250 25.0 3.78 0.09 0.49 0.00 S-206 OK
I
0.35
S-209 0.21 0.98 0.82 0.82 0.70 0.0243 37.0 6.34 0.15 1.64 0.00 S-204 OK
0.82
S-210 0.56 0.98 2.20 2.20 0.70 0.0263 37.0 8.72 0.23 3.18 0.00 S-209 OK
2.20
Q=CIA
T=[Qn/(.56 x ST5/3 x SL 1/2)]3/8
D=T x ST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2/3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 3 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 2 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY:4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA I C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH (D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) I BYPASS TO INLET#
S-212 0.92 0.98 3.61 3.72 0.00 0.0320 N/A 7.33 0.23 N/A N/A N/A OK
3.72
S-213 I 0.14 0.98 0.55 0.55 0.44 0.0244 16.0 5.93 0.14 0.64 0.00 S-212 OK
0.55 _
S-214 0.29 0.98 1.14 1.14 0.16 0.0320 10.0 7.95 0.25 1.02 0.12 S-212 OK
1.14
S-219 0.61 0.98 2.39 2.63 0.00 0.0323 N/A 5.76 0.19 N/A N/A N/A OK
2.87
S-220 0.36 0.98 1.41 1.41 0.88 0.0323 17.0 6.23 0.20 1.17 0.24 S-219 OK
1.41
S-222 0.79 0.98 3.10 4.59 0.00 0.0313 N/A 8.63 0.27 N/A N/A N/A OK
6.09
S-221 0.88 0.98 3.45 3.45 0.97 0.0313 17.0 8.72 0.27 1.95 1.50 S-222 OK
3.45
Q=CIA
T=[Qn/(.56 x ST5/3 x SL 1/2)]3/8
D=TxST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2/3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 4 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 3 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY:4 IN/HR
-
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
DB S-303 2.40 0.98 9.41 11.17 0.00 0.0368 N/A 13.27 0.49 N/A N/A N/A ERROR
11.17
S-302 0.58 0.98 2.27 2.27 0.05 0.0480 10.0 9.95 0.48 3.79 0.00 DB S-303 OK
2.27
S-301 0.34 0.98 1.33 1.33 5.83 0.0614 27.0 2.86 0.18 1.93 0.00 S-302 OK
1.33
DB S-304 0.81 0.98 3.18 4.96 0.88 0.0300 17.0 10.44 0.31 3.19 1.76 DB S-303 OK
4.96
S-305 1.39 0.98 5.45 5.50 0.88 0.0345 17.0 9.95 0.34 3.72 1.78 DB S-304 OK
5.50
S-306 0.28 0.98 1.10 1.10 0.88 0.0345 17.0 5.44 0.19 1.05 0.05 S-305 OK
1.10
Q=CIA
T=[Qn/(.56 x ST5/3 x SL 1/2)]318
D=T x ST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2/3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 5 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 4 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY: 4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
S-421 0.98 0.98 3.84 6.43 0.00 0.0173 N/A 19.54 0.34 N/A N/A N/A OK
6.65
DB S-420 0.53 0.98 2.08 2.08 0.23 0.0188 15.0 12.98 0.24 1.86 0.22 S-421 OK
2.08
S-446 1.56 0.98 6.12 6.53 1.56 0.0330 21.0 9.80 0.32 4.16 2.37 S-421 OK
6.53
S-463 0.06 0.98 0.24 0.24 1.58 0.0385 20.0 2.55 0.10 0.42 0.00 S-446 OK
0.24
S-437 0.32 0.98 1.25 1.36 0.57 0.0233 N/A 5.16 0.12 N/A N/A N/A OK
1.48
S-462 0.20 0.98 0.78 1.44 2.00 0.0400 21.5 4.71 0.19 1.33 0.11 S-437 OK
1.44
S-464 0.56 0.98 2.20 2.20 1.30 0.0258 22.0 7.86 0.20 1.54 0.66 S-437 OK
2.20
S-419 0.11 0.98 0.43 0.43 0.10 0.0192 11.0 8.31 0.16 0.52 0.00 S-464 OK
0.43
S-425 0.06 0.98 0.24 0.24 0.10 0.0192 11.0 6.62 0.13 0.35 0.00 S-464 OK
0.24
S-427 I 0.26 0.98 1.02 1.02 0.00 0.0293 N/A 3.38 0.10 N/A N/A N/A OK
1.02
S-426 0.13 0.98 0.51 0.51 1.04 0.0293 19.5 4.38 0.13 0.64 0.00 S-427 OK
0.51
Q=CIA
T=[Qn/(.56 X ST513 X SL 1/2)]318
D=T x ST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2/3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 6 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 4 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY:4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
S-469 0.23 0.98 0.90 1.08 0.00 0.0157 N/A 6.53 0.10 N/A N/A N/A OK
1.25
S-467 0.13 0.98 0.51 0.77 1.75 0.0135 27.0 7.53 0.10 0.60 0.17 S-469 OK
0.77
S-468 0.14 0.98 0.55 0.55 0.67 0.0104 14.0 9.34 0.10 0.29 0.26 S-469 OK
0.55
S-484 0.47 0.98 1.84 3.16 1.36 0.0280 N/A 7.52 0.21 N/A N/A N/A OK
4.48
S-482 0.62 0.98 2.43 3.43 1.36 0.0280 22.0 8.75 0.25 2.11 1.32 S-484 OK
3.43
S-483 0.74 0.98 2.90 2.90 1.36 0.0280 22.0 8.22 0.23 1.90 1.00 S-484 OK
2.90
S-485 0.13 0.98 0.51 0.51 0.00 0.0476 N/A 1.31 0.06 N/A N/A N/A OK
0.51
S-486 0.09 0.98 0.35 0.35 4.39 0.0435 32.0 2.27 0.10 0.68 0.00 S-485 OK
0.35
Q=CIA
T=[Qn/(.56 x ST5/3 x SL 1/2)]318
D=T x ST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2/3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 7 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 5 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY:4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
I
DB S-508 0.65 1 0.98 2.55 11.53 0.00 0.0284 N/A 17.56 0.50 N/A N/A N/A ERROR
13.47
DB S-509 0.32 0.98 1.25 2.65 0.33 0.0411 10.0 8.15 0.33 2.10 1.94 DB S-508 OK
4.04
DB S-510 0.67 0.98 2.63 2.63 0.35 0.0182 10.0 13.37 0.24 1.23 1.39 DB S-509 OK
2.63 _ _
S-504 0.49 0.98 1.92 1.92 1.34 0.0313 21.5 6.59 0.21 1.55 0.37 DB S-508 OK
1.92
S-503 0.06 0.98 0.24 0.24 1.34 0.0313 21.5 3.00 0.09 0.42 0.00 S-504 OK
0.24
S-505 2.55 0.98 10.00 11.03 3.32 0.0313 27.0 10.70 0.34 4.36 6.67 S-503 OK
11.03
S-506 0.70 0.98 2.74 2.95 3.32 0.0313 27.0 6.53 0.20 1.91 1.04 5-505 OK
2.95
S-507 0.36 0.98 1.41 1.41 3.32 0.0313 27.0 4.95 0.15 1.21 0.20 S-506 OK
1.41
DB S-512 0.71 0.98 2.78 4.39 0.00 0.0500 N/A 5.24 0.26 N/A N/A N/A OK
5.99
DB S-513 1.41 0.98 5.53 7.94 1.58 0.0358 27.0 10.00 0.36 6.34 1.61 DB S-512 OK
7.94
S-514 1.21 0.98 4.74 5.48 1.59 0.0370 21.0 8.51 0.31 3.06 2.41 DB S-512 OK
5.48
S-515 0.72 0.98 2.82 2.82 2.35 0.0317 27.0 6.80 0.22 2.09 0.73 DB S-513 OK
2.82
Q=CIA
T=[Qn/(.56 x ST5/3 x SL 1/2)]318
D=T x ST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2/3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 8 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 6 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY: 4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
DB S-613 0.96 0.98 3.76 6.07 0.00 0.0316 N/A 10.29 0.33 N/A N/A N/A ERROR
6.67
S-612 0.50 0.98 1.96 1.96 0.84 0.0316 16.0 7.20 0.23 1.36 0.60 DB S-613 OK
1.96
DB S-614 0.53 0.98 2.08 5.46 1.39 0.0316 21.0 9.62 0.30 3.75 1.70 DB S-613 OK
5.46
DB S-615 1.06 0.98 4.16 6.34 0.50 0.0366 10.0 11.25 0.41 2.96 3.38 S-612 OK
6.34
S-616 0.52 0.98 2.04 3.71 0.50 0.0330 10.0 9.82 0.32 1.53 2.19 DB S-614 OK
3.71
S-617 0.77 0.98 3.02 3.02 0.50 0.0330 10.0 9.08 0.30 1.34 1.68 DB S-615 OK
3.02
S-607 0.16 0.98 0.63 0.78 0.00 0.0220 N/A 3.76 0.08 N/A N/A N/A OK
0.93
S-603 0.23 0.98 0.90 0.90 0.70 0.0220 17.0 6.98 0.15 0.75 0.15 S-607 OK
0.90
S-608 0.31 0.98 1.22 1.26 0.00 0.0133 N/A 8.56 0.11 N/A N/A N/A OK
1.30
S-609 0.11 0.98 0.43 0.43 0.32 0.0133 15.0 8.40 0.11 0.39 0.04 S-608 OK
0.43
S-605 0.28 0.98 1.10 1.10 0.00 0.0233 N/A 4.46 0.10 N/A N/A N/A OK
1.10
S-604 0.04 0.98 0.16 0.16 0.55 0.0233 16.0 3.66 0.09 0.26 0.00 S-605 OK
0.16
Q=CIA
T=[Qn/(.56 x ST513 x SL 1/2)]3/8
D=TxST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2i3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 9 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 7 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY:4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
S-720 0.84 0.98 3.29 4.78 0.00 0.0396 N/A 7.01 0.28 N/A N/A N/A OK
4.82
S-710 0.03 0.98 0.12 0.12 2.91 0.0300 26.0 2.05 0.06 0.25 0.03 S-720 OK
0.28
S-711 0.06 0.98 0.24 0.93 0.85 0.0245 17.0 6.38 0.16 0.77 0.16 S-710 OK
0.93
S-719 0.43 0.98 1.69 1.69 0.84 0.0200 17.0 9.06 0.18 0.99 0.70 S-720 OK
1.69
S-712 0.67 0.98 2.63 4.23 0.84 0.0416 17.0 8.09 0.34 2.77 1.46 S-719 OK
4.23
S-713 0.85 0.98 3.33 3.33 0.82 0.0245 17.0 10.35 0.25 1.73 1.61 S-712 OK
3.33
S-714 0.11 0.98 0.43 0.43 2.88 0.0337 26.0 3.11 0.10 0.61 0.00 S-713 OK
0.43
DB S-703 1.50 0.98 5.88 7.77 0.00 0.0335 N/A 11.44 0.38 N/A N/A N/A OK
9.66
DB S-702 0.99 0.98 3.88 5.46 0.50 0.0335 14.0 11.24 0.38 3.57 1.89 DB S-703 OK
I
5.46
DB S-701 1.26 0.98 4.94 4.94 0.50 0.0335 14.0 10.82 0.36 3.36 1.58 DB S-703 OK
4.94
DB S-704 0.79 0.98 3.10 3.10 0.50 0.0476 16.0 7.29 0.35 3.57 0.00 DB S-702 OK
3.10
Q=CIA
T=[Qn/(.56 x ST513 X SL 1/2)]318
D=T x ST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2/3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 10 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

RDU PE3 EXPANSION SGW POND 7 STORM STRUCTURES
CATCH BASIN CAPACITIES
PROJECT NAME: RDU PE3 Expansion COMPUTED BY: TSK
PROJECT NUMBER: 21-065 DATE: August 25, 2023
STORM INTENSITY:4 IN/HR
DRAINAGE SURFACE Q BASIN
BASIN# AREA C SUB TOTAL LONG. TRANSV. K SPREAD(T) DEPTH(D) Q CAP Q BYP COMMENT
(AC) (CFS) (CFS) SLOPE(%) SLOPE (FT) (FT) (CFS) (CFS) BYPASS TO INLET#
DB S-723 0.94 0.98 3.68 4.41 0.00 0.0476 N/A 5.52 0.26 N/A N/A N/A OK
5.13
DB S-706 0.43 0.98 1.69 2.93 0.90 0.0476 16.0 6.40 0.30 2.21 0.72 DB S-723 OK
2.93
DB S-705 0.64 0.98 2.51 3.87 0.90 0.0476 16.0 7.11 0.34 2.63 1.25 DB S-723 OK
3.87
DB S-724 1.04 0.98 4.08 4.08 0.90 0.0476 16.0 7.24 0.34 2.71 1.36 DB S-706 OK
4.08
Q=CIA
T=[Qn/(.56 x ST5/3 x SL 1/2)]318
D=T x ST
QcnP=K(D)5/3
For Sag: D=[Q/(3.3xP)]2/3
where P=6.94,single grate
P=9.92,double grate
T=D/St PAGE 11 OF 11 21-065-RDU PE3 Storm Drain Spread_Cals_NCDOT_TSK.xls

OUTLET PROTECTION

Riprap Outlet Protection
Hydraulic Analysis Report
Project Title: Raleigh-Durham International Airport PE3
Expansion
Designer: Timothy S. Kennerly, PE
Project Date: Thursday, August 3, 2023
Project Units: U.S. Customary Units

Riprap Analysis: HW S-100
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 66.32 cfs
Culvert Diameter: 3.5 ft
Normal Depth in Culvert: 1.75 ft
Tailwater Depth: 0 ft
If tailwater is unknown,use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.4 ft
Culvert Diameter Used in Computations: 3.5 ft
Computed D50: 217.445 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS II
Riprap Class Order:2
The following values are an 'average' of the size fraction range for the selected riprap class.
D100: 457.20 mm
D85: 330.20 mm
D50: 241.30 mm
D15: 177.80 mm
Layout Recommendations
Apron Length: 14 ft
Apron Depth: 2.6125 ft
Apron Width (at end): 19.8333 ft

Riprap Analysis: HW S-115
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 21.27 cfs
Culvert Diameter: 3 ft
Normal Depth in Culvert: 1.5 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.2 ft
Culvert Diameter Used in Computations: 3 ft
Computed D50: 68.3999 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 12 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 17 ft

Riprap Analysis: HW S-200
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 90.76 cfs
Culvert Diameter: 5 ft
Normal Depth in Culvert: 2 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 2 ft
Culvert Diameter Used in Computations: 5 ft
Computed D50: 143.74 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 20 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 28.3333 ft

Riprap Analysis: HW S-300
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 40.8 cfs
Culvert Diameter: 3.5 ft
Normal Depth in Culvert: 1.75 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.4 ft
Culvert Diameter Used in Computations: 3.5 ft
Computed D50: 113.772 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 14 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 19.8333 ft

Riprap Analysis: HW S-400
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 30.36 cfs
Culvert Diameter: 3.5 ft
Normal Depth in Culvert: 1.75 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.4 ft
Culvert Diameter Used in Computations: 3.5 ft
Computed D50: 76.717 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 14 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 19.8333 ft

Riprap Analysis: HW S-460
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 21.87 cfs
Culvert Diameter: 3 ft
Normal Depth in Culvert: 1.5 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.2 ft
Culvert Diameter Used in Computations: 3 ft
Computed D50: 70.9845 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 12 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 17 ft

Riprap Analysis: HW S-480
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 55.91 cfs
Culvert Diameter: 4 ft
Normal Depth in Culvert: 2 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.6 ft
Culvert Diameter Used in Computations: 4 ft
Computed D50: 126.812 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 16 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 22.6667 ft

Riprap Analysis: HW S-500
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 20.2 cfs
Culvert Diameter: 3 ft
Normal Depth in Culvert: 1.5 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.2 ft
Culvert Diameter Used in Computations: 3 ft
Computed D50: 63.8509 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 12 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 17 ft

Riprap Analysis: HW S-502
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 29.43 cfs
Culvert Diameter: 3 ft
Normal Depth in Culvert: 1.5 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.2 ft
Culvert Diameter Used in Computations: 3 ft
Computed D50: 105.459 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 12 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 17 ft

Riprap Analysis: HW S-600
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 23.94 cfs
Culvert Diameter: 3.5 ft
Normal Depth in Culvert: 1.75 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.4 ft
Culvert Diameter Used in Computations: 3.5 ft
Computed D50: 55.8884 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 14 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 19.8333 ft

Riprap Analysis: HW S-700A
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 30.36 cfs
Culvert Diameter: 3.5 ft
Normal Depth in Culvert: 1.75 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.4 ft
Culvert Diameter Used in Computations: 3.5 ft
Computed D50: 76.717 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 14 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 19.8333 ft

Riprap Analysis: HW S-700B
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 71.76 cfs
Culvert Diameter: 4.5 ft
Normal Depth in Culvert: 2.25 ft
Tailwater Depth: 0 ft
If tailwater is unknown, use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.8 ft
Culvert Diameter Used in Computations: 4.5 ft
Computed D50: 134.378 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap
class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 18 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 25.5 ft

Riprap Analysis: Pond 1 Riprap Outlet Protection
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 92.66 cfs
Culvert Diameter: 5 ft
Normal Depth in Culvert: 2.5 ft
Tailwater Depth: 0 ft
If tailwater is unknown,use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 2 ft
Culvert Diameter Used in Computations: 5 ft
Computed D50: 147.766 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:l
The following values are an 'average' of the size fraction range for the selected riprap class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 20 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 28.3333 ft

Riprap Analysis: Pond 2 Riprap Outlet Protection
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 112.41 cfs
Culvert Diameter: 5 ft
Normal Depth in Culvert: 2.5 ft
Tailwater Depth: 0 ft
If tailwater is unknown,use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 2 ft
Culvert Diameter Used in Computations: 5 ft
Computed D50: 191.187 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS II
Riprap Class Order:2
The following values are an 'average' of the size fraction range for the selected riprap class.
D100: 457.20 mm
D85: 330.20 mm
D50: 241.30 mm
D15: 177.80 mm
Layout Recommendations
Apron Length: 20 ft
Apron Depth: 2.6125 ft
Apron Width (at end): 28.3333 ft

Riprap Analysis: Pond 3 Riprap Outlet Protection
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 40.53 cfs
Culvert Diameter: 3.5 ft
Normal Depth in Culvert: 1.75 ft
Tailwater Depth: 0 ft
If tailwater is unknown,use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.4 ft
Culvert Diameter Used in Computations: 3.5 ft
Computed D50: 112.769 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:l
The following values are an 'average' of the size fraction range for the selected riprap class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 14 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 19.8333 ft

Riprap Analysis: Pond 4 Riprap Outlet Protection
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 133.95 cfs
Culvert Diameter: 5 ft
Normal Depth in Culvert: 2.5 ft
Tailwater Depth: 0 ft
If tailwater is unknown,use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 2 ft
Culvert Diameter Used in Computations: 5 ft
Computed D50: 241.532 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS Ill
Riprap Class Order:3
The following values are an 'average' of the size fraction range for the selected riprap class.
D100: 609.60 mm
D85: 431.80 mm
D50: 317.50 mm
D15: 228.60 mm
Layout Recommendations
Apron Length: 20 ft
Apron Depth: 3.4375 ft
Apron Width (at end): 28.3333 ft

Riprap Analysis: Pond 5 Riprap Outlet Protection
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 61.47 cfs
Culvert Diameter: 5 ft
Normal Depth in Culvert: 2 ft
Tailwater Depth: 0 ft
If tailwater is unknown,use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.6 ft
Culvert Diameter Used in Computations: 5 ft
Computed D50: 143.899 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 20 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 28.6667 ft

Riprap Analysis: Pond 6 Riprap Outlet Protection
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 29.66 cfs
Culvert Diameter: 3.5 ft
Normal Depth in Culvert: 1.75 ft
Tailwater Depth: 0 ft
If tailwater is unknown,use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 1.4 ft
Culvert Diameter Used in Computations: 3.5 ft
Computed D50: 74.3677 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS I
Riprap Class Order:1
The following values are an 'average' of the size fraction range for the selected riprap class.
D100: 304.80 mm
D85: 228.60 mm
D50: 165.10 mm
D15: 114.30 mm
Layout Recommendations
Apron Length: 14 ft
Apron Depth: 1.89583 ft
Apron Width (at end): 19.8333 ft

Riprap Analysis: Pond 7 Riprap Outlet Protection
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 126.5 cfs
Culvert Diameter: 5 ft
Normal Depth in Culvert: 2.5 ft
Tailwater Depth: 0 ft
If tailwater is unknown,use 0.4D
flow is sbcritical
Result Parameters
Tailwater Depth Used in Computations: 2 ft
Culvert Diameter Used in Computations: 5 ft
Computed D50: 223.789 mm
Riprap Class
Riprap shape should be angular
Riprap Class Name:CLASS II
Riprap Class Order:2
The following values are an 'average' of the size fraction range for the selected riprap class.
D100: 457.20 mm
D85: 330.20 mm
D50: 241.30 mm
D15: 177.80 mm
Layout Recommendations
Apron Length: 20 ft
Apron Depth: 2.6125 ft
Apron Width (at end): 28.3333 ft