SW3240101_Stormwater Report_20240419

CEST
Storm wa ter Calculations
For
Huntley Brothers Home Office
Lot 2 Zane Road
Midland, NC 28107
CESI PROJECT NO. 210123.000
Client: Huntley Brothers Co, INC
Client Representative: Ed Huntley
8217 Fairview Road, Mint Hill
P.704.562.2755
[e-mail]
Preparer's Name: Jay G. Eaves Ill, PE
CESI
NCBELS Corporate License Number C-0263
PO Box 268
Concord, NC 28026
M.704.791.3160
[e-mail]

- Narrative and Summary of Results
- Impervious Area Summary
- Pre-Development Calculations
- Pre Development Nodal Diagram
- Pre-Development Drainage Areas
- Post-Development Calculations
- Post-Development Nodal Diagram
- Post-Development Drainage Areas
- Sand Filter Calculations
- Hydraflow Results
- Riprap Calculations
- Appendix

Huntley Brothers Facility
CESI Project No. 210123.000
Stormwater Narrative
Existing Conditions:
The project site is located at Lot 2 of the Smith Industrial Subdivision on Zane Road in Midland, Cabarrus
County. The site is approximately 73% wooded, with the remaining area being open space. A web soil
survey found soils on the site to be made up primarily of Tarrus silt loam — Hydrologic Soil Group B and
Herndon silt loam—Hydrologic Soil Group C. There is no existing on-site impervious area.
Proposed Improvements:
The proposed project consists of the construction of a building containing office spaces and an attached
commercial repair garage, a parking lot, sidewalk, and a sand filter. The proposed building area is 10,707
square feet.
Stormwater Treatment:
To provide treatment and attenuation for the site, a sand filter stormwater control measure (SCM) is
proposed. Stormwater will sheet flow into swales, which will direct water into the SCM. The SCM will
outfall to the rear portion of the site once treated.
Required treatment volume was calculated using the discrete NRCS Curve Number Method for Runoff
Depth.
Lot Summary:
Huntley Brothers Home Office is on Lot 2 of the Smith Industrial Subdivision. According to the deed
restrictions and protective covenants,the maximum built upon area that this lot can have is 652,375 sq.
ft. With the proposed improvements, the site will be proposing 213,592 sq. ft of built upon area.This
leaves 438,783 sq.ft of BUA for future expansions if the Huntleys chose to do so. If they do chose to
expand, they will expand the SCM appropriately.

SUMMARY OF RESULTS
PRE-DEVELOPMENT DRAINAGE AREA SUMMARY
DRAINAGE AREA AREA(ACRES) TC CN
Pre DA-A 13.190 18.20 62.2
Total 13.190
POST DEVELOPMENT DRAINAGE AREA SUMMARY
DRAINAGE AREA AREA(ACRES) TC CN
Post DA-Wet Pond 7.450 10.00 85.2
Post DA- Bypass 8.520 10.00 60.0
Total 15.970
PRE-DEVELOPMENT RUNOFF RESULTS
DRAINAGE AREA 1 YR/24 HR 10 YR/24 HR 100 YR/24 HR
Pre DA 2.343 18.96 45.4
POI 4.358 30.04 68.09
POST-DEVELOPMENT RUNOFF RESULTS
DRAINAGE AREA 1 YR/24 HR 10 YR/24 HR 100 YR/24 HR
Post DA- Wet PoNd 16.18 36.68 60.33
Post DA- Bypass 2.02 15.71 36.91
Wet Pond 1 0.09 3.92 41.04
POI 2.08 15.80 72.21
POST DEVELOPMENT PEAK-STAGE RESULTS
1 YR/24 HR 10 YR/24 HR 100 YR/24 HR
WP1 (T.O.B. = 685.00) 682.09 683.17 683.85
SOIL AREA SUMMARY
Pre-development Post-Development
Hydrologic Soil Group C 12,139 sq. ft 12,139 sq. ft
Hydrologic Soil Group B 562,417 sq. ft 683,514 sq. ft

3. Impervious Area Summary
Pre-Development
Total Existing On-Site inpervious area 0 SQ FT
Post-Development
Total on-site impervious area 214,362 SQ FT
On-site area required to be treated by SCM 214,362 SQ FT1
Total area treated by SCM 213,152 SQ FT
Equal to the post-development impervious area minus the Pre-devlopment Impervious
Impervious area not being treated by SCM is located at entrance to site. Driveway sheet
flows North towards Zane Road therefore, not being treated by Sand Filter

Pre Development Nodal Diagram
PRE DA
POI

Pre-Development Drainage Area
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group
Woods good B 436,471 10.020 60 45.6
Open Space good B 138,085 3.170 69 16.6
Impervious N/A B - - 98 0.0
574,556 13.190 62.2
tc Calculation L up down slope n pipe size(in) area(sf) perimeter
(ft)
Sheet Flow 100 706.87 706.39 0.48% 0.15 Grass:Short Praire
Shallow Concentrated 426 706.39 674.71 7.44% Un-Paved
CALCULATED TC= 18.20 MIN SEE HYDRAFLOW TR-55 TC CALCULATION SHEET
TC USED IN CALCULATION= 18.20 MIN MINIMUM TC OF 10 MINUTES
Roughness Coefficients(Manning's N)for Sheet Flow
Smooth Surfaces(Concrete,asphalt,gravel,or bare soil) 0.011
Fallow(no residue) 0.05
Cultivated Soils,Residue<=20% 0.06
Cultivated Soils,Residue>20% 0.17
Grass:Short Praire 0.15 4
Grass:Dense Grass 0.24
Grass:Bermuda Grass 0.41
Range:Natural 0.13
Woods:Light Underbrush 0.4
Woods:Dense Underbrush 0.8
Roughness Coefficients(Manning's N)for Channel Flow
Excavated Channels:Short Grass 0.027

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pre DA
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.48 0.00 0.00
Travel Time (min) = 16.58 + 0.00 + 0.00 = 16.58
Shallow Concentrated Flow
Flow length (ft) = 426.00 0.00 0.00
Watercourse slope (%) = 7.44 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.40 0.00 0.00
Travel Time (min) = 1.61 + 0.00 + 0.00 = 1.61
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 18.20 min

Post-Development Drainage Area
Post Development Nodal Diagram
Post DA-
Post DA-WP BYPASS
41.
POI

Post-Development Drainage Area-Wet Pond
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group _
Open Space good B 111,949 2.570 61 21.0
Impervious(Building) N/A B 212,573 4.880 98 64.2
324,522 7.450 85.2
TC USED IN CALCULATION= 10.00 MIN MINIMUM TC OF 10 MINUTES

Post-Development Drainage Area-Bypass
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group _ _
Woods good B 371,131 8.520 60 60.0
371,131 8.520 60.0
TC USED IN CALCULATION= 10.00 MIN MINIMUM TC OF 10 MINUTES

STORM WATER CONTROL MEASURE
FREEBOARD
100 YEAR 24 HOUR ELEVATION 682.09 2.91
10 YEAR 24 HOUR ELEVATION 683.17 1.83
1 YEAR 24 HOUR ELEVATION 683.85 1.15
WATER OUALITY/PONDING ELEVATION 685.00 0.00
OUTLET STRUCTURE DETAILS
RIM ELEVATION 685.00
SLOT WEIR ELEVATION (D) 0.00
SLOT WEIR WIDTH (D) 0.00
OUTLET STRUCTURE SIZE 4.00' X 4.00'
STRUCTURE FOOTING DETAILS (K)
FOOTING LENGTH 6.00
FOOTING WIDTH 6.00
FOOTING DEPTH 6.00
WET POND DETAILS
TOP OF POND 685.00
BOTTOM OF MAIN POOL 674.00
BOTTOM OF FOREBAY 675.00

Wet Detention Pond BMP Design (NCDENR)
Date 6/27/2023
Project Number 210123.000
Project Huntley Brothers Facility
%TSS Requirement Ise J
Drainage Area 7.45 ac Double Interpolated SA/DA Ratio
Impervious Area 4.88 ac Pool Depth(ft)
Impervious% 66% Inp% 4.50 5.00 5.50
60% 5.00 4.50 4.00
Estimated Avg.Depth 5 ft 66% 4.20 3.56 3.19
SA/DA Ratio 3.56% 70% 3.55 2.79 2.52
SA Required 0.27 ac Table 10-3
SA Required 11549 sf
SA Provided 22,176.00 sf
SA Provided 0.51 ac
Pool Depth Provided 5.00 ft
RV=0.05+0.9*Ic SIMPLE METHOD PER NCDENR BMP MANUAL SECTION 3.3.1
Rv=Runoff coefficient[stone runoff(In)/stone rainfall(in)],unttiess
Impervious fraction[impervious portion of drainage area
IA=(ac)/drainage area(ac)],unttiess
Volume of runoff that must be controlled for the design storm
**V=(ft')
RD=Design storm rainfall depth(in)(Typically,1.0"or 1.5")
A=Watershed area(ac)
WQv 3630*Ro*Rv*A
Rv 0.64(1 Inch)
WQv 34,590(2 Inch)
Permanent Pool
Ass 2832.39 sf
APP 11844.00 sf
_ ABP 2995.18 sf
Depth= 5.50 ft
Calc Avg.Depth 5.97 Must be greater than Estimated
Volume Calculation
Stage Area Inc.Vol. Acc Vol.
674 2995.18 0.00 0.00 Bottom(not Sediment) 674
675 4224.00 3609.59 3609.59 675
676 5460.00 4842.00 8451.59 676
677 6839.97 6149.99 14601.57 677
678 8364.00 7601.99 22203.56 678
679 10031.00 4217.74 18819.32
679.5 11844.00 6736.00 28939.56 pp 679.5
0
0
0
Temporary Pool Volume
Volume Calculation
Stage Area Inc.Vol. Acc Vol.
679.5 11844.00 6736.00 6736.00 PP 679.5
680 13386.00 6307.50 13043.50 680
681 15000.00 14193.00 27236.50 681
682 16686.00 15843.00 43079.50 682
683 18444.00 17565.00 60644.50 683
684 20274.00 19359.00 80003.50 684
685 22176.00 21225.00 101228.50 Top of Dam(allow 1 ft FB) 685
Assumed Stage Interval for Treatment of WQv 679.5
Interpolate 0.10 area between even stages at WQv stage
Volume Calculation
Stage Area Inc.Vol. Acc Vol.
679.5 11844.00 0.00 28939.56 Lower WQv stage 679.5
679.6 11844.00 1184.40 30123.96 679.6
679.7 11844.00 1184.40 31308.36<-- 679.7
679.8 11844.00 1184.40 32492.76 679.8
679.9 11844.00 1184.40 33677.16 679.9
680.0 11844.00 1184.40 34861.56 680.0
680.1 11844.00 1184.40 36045.96 680.1
680.2 11844.00 1184.40 37230.36 680.2
680.3 11844.00 1184.40 38414.76 680.3
680.4 11844.00 1184.40 39599.16 680.4
680.5 11844.00 1184.40 40783.56 Higher WQv Stage 680.5
Cale WQV Stage 680.0
Calculate Orifice Son
Treatment Vol 34,590 CF 34,590
Draw Down Tme 2 DAYS 5
Draw Down Time 172,800 sec 432,000
Flow(Q) 0.200 CFS 0.080
Cd 0.6 0.6 _
H/3 0.167 9 0.167 _
Area of orifice 0.102 sf 0.041 Orifice: 3 in (should match skimmer size)
Die. 4.32 in 2.73 <-Plate Hole: 1 3/16 in (should be between the two diameters listed)
Center Offset: 15/16 in
Draw Down Tune: 2.36 0.91 in

Main Body
Total Incremental Total Cumulative
Elevation Area Depth Volume Volume
674.00 2,995 - - -
675.00 3,859 1.00 3,427 3,427
676.00 4,794 1.00 4,327 4,327
677.00 5,802 1.00 5,298 9,625
678.00 6,882 1.00 6,342 15,967
679.00 8,033 1.00 7,457 23,424
Forebay
Total Incremental Total Cumulative
Elevation Area Depth Volume Volume
675.00 365 - - -
676.00 666 1.00 515 515
677.00 1,038 1.00 852 852
678.00 1,482 1.00 1,260 2,112
679.00 1,999 1.00 1,741 3,853
Temporary Pool
Total Incremental Total Cumulative
Elevation Area Depth Volume Volume
679.50 11,844 - - -
680.00 13,386 0.50 6,308 6,308
681.00 15,000 1.00 14,193 20,501
682.00 16,686 1.00 15,843 36,344
683.00 18,444 1.00 17,565 53,909
684.00 20,274 1.00 19,359 73,268
685.00 22,176 1.00 21,225 94,493

Wet Pond CESI Land Development Services
JOB NO.: 210123.000 BY: OAK P.O.Box 268
DATE: 12/20/2022 P.M: NDB Concord,NC 28026
REVISED: FLOATATION CALCULATIONS
Calculations Given Data Standard Footing Assumptions
Density of Concrete 150 Ibs/ft^3 1. Footing base to be 1 ft.wider than structure
Density of Water 62.4 Ibs/ft^3 on all sides.
Safety Factor(S.F.) 2
Equations used:
Outlet Structure Weight, W(s)= (w+2t)^2*h-w^2*(h-t)x D(c)
where, w= outlet box inside dimension,ft.
Displaced Water Weight, W(w)= (w+2t)^2 x D(w)x h t= structure wall thickness,ft.
h= height of structure,ft.
Required Base Weight, W(b)= (W(w)x S.F.)-W(s) D(c)= density of concrete,lbs/ft^3
D(w)= density of water,lbs/ft^3
Required Footing Volume,V(f)= W(b)/Dc-Dw S.F.= safety factor
WDP 1 Outlet Structure
Structure Dimensions Object Weights
Elevation at bottom of structure= 674.00
Elevation at top of structure= 685.00
Height of structure,h= 11.00 ft. Outlet Structure Weight, W(s) = 16050 lbs
Structure wall thickness,t= 6 in. Displaced Water Weight, W(w)= 17160 lbs
Average outlet box inside dimension, w= 4 ft. Req'd Base Weight, W(b)= 18270 lbs
Footing Size
7 Required Footing Volume, V(fr)= 209 cf Standard Footing Length,L= 6.00 ft.
Provided Footing Volume, V(fp)= 216 cf7 Standard Footing Width, W= 6.00 ft.
Footing Check okay Minimum Footing Depth,D= 1.00 ft.
Footing Size to be used: = Length= 6.00 ft.
Mil
Width= 6.00 ft.
Depth= 6.00 ft.

Hydraflow Results

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
c'D
(IL
v8
Legend ■
Hyd. Origin Description 9
1 SCS Runoff PRE DA
3 SCS Runoff POST DA-WET POND
4 SCS Runoff POST DA-BYPASS
6 Reservoir WET POND ROUTING
8 Combine PRE DA
9 Combine POST DA-ROUTED
Project: 210123.000 Stormwater Calculations .gpw Wednesday, 07/5/2023

2
Hydrograph Return Period Recap 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 4.358 10.24 30.04 68.09 PRE DA
3 SCS Runoff 18.87 25.14 42.26 69.11 POST DA-WET POND
4 SCS Runoff 2.815 6.613 19.41 43.98 POST DA-BYPASS
6 Reservoir 3 0.090 0.103 2.230 39.99 WET POND ROUTING
8 Combine 1, 4.358 10.24 30.04 68.09 PRE DA
9 Combine 4,6, 2.874 6.683 19.50 74.78 POST DA-ROUTED
Proj. file: 210123.000 Stormwater Calculations .gpw Wednesday, 07/5/2023

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 4.358 2 718 13,376 PRE DA
3 SCS Runoff 18.87 2 716 38,147 POST DA-WET POND
4 SCS Runoff 2.815 2 718 8,640 POST DA-BYPASS
6 Reservoir 0.090 2 1444 23,315 3 684.88 34,354 WET POND ROUTING
8 Combine 4.358 2 718 13,376 1, PRE DA
9 Combine 2.874 2 718 31,956 4,6, POST DA-ROUTED
210123.000 Stormwater Calculations .gpw Return Period: 1 Year Wednesday, 07/5/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 1
PRE DA
Hydrograph type = SCS Runoff Peak discharge = 4.358 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 13,376 cuft
Drainage area = 13.190 ac Curve number = 60.000*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(10.022 x 60)+(3.167 x 61)]/13.190
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.90 1.315
12.23 1.031
12.57 0.650
12.90 0.548
13.23 0.469
...End

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 3
POST DA - WET POND
Hydrograph type = SCS Runoff Peak discharge = 18.87 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 38,147 cuft
Drainage area = 7.450 ac Curve number = 85.000*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.880 x 98)+(2.570 x 61)]/7.450
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.63 2.402
11.97 18.74
12.30 2.211
...End

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 4
POST DA - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 2.815 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 8,640 cuft
Drainage area = 8.520 ac Curve number = 60.000
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.90 0.849
12.23 0.666
12.57 0.420
12.90 0.354
13.23 0.303
...End

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 6
WET POND ROUTING
Hydrograph type = Reservoir Peak discharge = 0.090 cfs
Storm frequency = 1 yrs Time to peak = 24.07 hrs
Time interval = 2 min Hyd. volume = 23,315 cuft
Inflow hyd. No. = 3 - POST DA - WET Rell9rvoir name = WET POND
Max. Elevation = 684.88 ft Max. Storage = 34,354 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=10.00%of Qp. Print interval=10)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.00 0.399 682.59 32.08 0.011 0.011
11.33 0.667 682.64 32.08 0.017 0.017
11.67 3.175 682.76 32.08 0.026 0.026
12.00 14.99 683.69 32.08 0.063 0.063
12.33 2.103 684.03 32.08 0.072 0.072
12.67 1.258 684.15 32.08 0.074 0.074
13.00 1.002 684.23 32.08 0.076 0.076
13.33 0.842 684.29 32.08 0.078 0.078
13.67 0.713 684.34 32.08 0.079 0.079
14.00 0.611 684.39 32.08 0.080 0.080
14.33 0.564 684.43 32.08 0.081 0.081
14.67 0.529 684.46 32.08 0.081 0.081
15.00 0.493 684.49 32.08 0.082 0.082
15.33 0.457 684.52 32.08 0.083 0.083
15.67 0.420 684.55 32.08 0.083 0.083
16.00 0.383 684.58 32.08 0.084 0.084
16.33 0.366 684.60 32.08 0.084 0.084
16.67 0.354 684.62 32.08 0.085 0.085
17.00 0.341 684.64 32.08 0.085 0.085
17.33 0.328 684.66 32.08 0.086 0.086
Continues on next page...

8
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.67 0.315 684.67 32.08 0.086 0.086
18.00 0.301 684.69 32.08 0.086 0.086
18.33 0.288 684.71 32.08 0.087 0.087
18.67 0.275 684.72 32.08 0.087 0.087
19.00 0.261 684.74 32.08 0.087 0.087
19.33 0.248 684.75 32.08 0.087 0.087
19.67 0.234 684.76 32.08 0.088 0.088
20.00 0.221 684.77 32.08 0.088 0.088
20.33 0.216 684.78 32.08 0.088 0.088
20.67 0.213 684.79 32.08 0.088 0.088
21.00 0.211 684.80 32.08 0.088 0.088
21.33 0.208 684.81 32.08 0.089 0.089
21.67 0.206 684.82 32.08 0.089 0.089
22.00 0.203 684.83 32.08 0.089 0.089
22.33 0.201 684.84 32.08 0.089 0.089
22.67 0.198 684.84 32.08 0.089 0.089
23.00 0.195 684.85 32.08 0.089 0.089
23.33 0.193 684.86 32.08 0.090 0.090
23.67 0.190 684.87 32.08 0.090 0.090
24.00 0.188 684.87 32.08 0.090 0.090
24.33 0.000 684.87 32.08 0.090 0.090
24.67 0.000 684.86 32.08 0.090 0.090
25.00 0.000 684.86 32.08 0.089 0.089
25.33 0.000 684.85 32.08 0.089 0.089
25.67 0.000 684.84 32.08 0.089 0.089
26.00 0.000 684.84 32.08 0.089 0.089
26.33 0.000 684.83 32.08 0.089 0.089
26.67 0.000 684.82 32.08 0.089 0.089
Continues on next page...

9
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
27.00 0.000 684.82 32.08 0.089 0.089
27.33 0.000 684.81 32.08 0.089 0.089
27.67 0.000 684.80 32.08 0.088 0.088
28.00 0.000 684.80 32.08 0.088 0.088
28.33 0.000 684.79 32.08 0.088 0.088
28.67 0.000 684.78 32.08 0.088 0.088
29.00 0.000 684.78 32.08 0.088 0.088
29.33 0.000 684.77 32.08 0.088 0.088
29.67 0.000 684.76 32.08 0.088 0.088
30.00 0.000 684.76 32.08 0.088 0.088
30.33 0.000 684.75 32.08 0.087 0.087
30.67 0.000 684.74 32.08 0.087 0.087
31.00 0.000 684.74 32.08 0.087 0.087
31.33 0.000 684.73 32.08 0.087 0.087
31.67 0.000 684.72 32.08 0.087 0.087
32.00 0.000 684.72 32.08 0.087 0.087
32.33 0.000 684.71 32.08 0.087 0.087
32.67 0.000 684.70 32.08 0.086 0.086
33.00 0.000 684.70 32.08 0.086 0.086
33.33 0.000 684.69 32.08 0.086 0.086
33.67 0.000 684.68 32.08 0.086 0.086
34.00 0.000 684.68 32.08 0.086 0.086
34.33 0.000 684.67 32.08 0.086 0.086
34.67 0.000 684.66 32.08 0.086 0.086
35.00 0.000 684.66 32.08 0.086 0.086
35.33 0.000 684.65 32.08 0.085 0.085
35.67 0.000 684.65 32.08 0.085 0.085
36.00 0.000 684.64 32.08 0.085 0.085
Continues on next page...

10
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
36.33 0.000 684.63 32.08 0.085 0.085
36.67 0.000 684.63 32.08 0.085 0.085
37.00 0.000 684.62 32.08 0.085 0.085
37.33 0.000 684.61 32.08 0.085 0.085
37.67 0.000 684.61 32.08 0.084 0.084
38.00 0.000 684.60 32.08 0.084 0.084
38.33 0.000 684.59 32.08 0.084 0.084
38.67 0.000 684.59 32.08 0.084 0.084
39.00 0.000 684.58 32.08 0.084 0.084
39.33 0.000 684.57 32.08 0.084 0.084
39.67 0.000 684.57 32.08 0.084 0.084
40.00 0.000 684.56 32.08 0.084 0.084
40.33 0.000 684.56 32.08 0.083 0.083
40.67 0.000 684.55 32.08 0.083 0.083
41.00 0.000 684.54 32.08 0.083 0.083
41.33 0.000 684.54 32.08 0.083 0.083
41.67 0.000 684.53 32.08 0.083 0.083
42.00 0.000 684.52 32.08 0.083 0.083
42.33 0.000 684.52 32.08 0.083 0.083
42.67 0.000 684.51 32.08 0.082 0.082
43.00 0.000 684.51 32.08 0.082 0.082
43.33 0.000 684.50 32.08 0.082 0.082
43.67 0.000 684.49 32.08 0.082 0.082
44.00 0.000 684.49 32.08 0.082 0.082
44.33 0.000 684.48 32.08 0.082 0.082
44.67 0.000 684.47 32.08 0.082 0.082
45.00 0.000 684.47 32.08 0.082 0.082
45.33 0.000 684.46 32.08 0.081 0.081
Continues on next page...

11
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
45.67 0.000 684.46 32.08 0.081 0.081
46.00 0.000 684.45 32.08 0.081 0.081
46.33 0.000 684.44 32.08 0.081 0.081
46.67 0.000 684.44 32.08 0.081 0.081
47.00 0.000 684.43 32.08 0.081 0.081
47.33 0.000 684.43 32.08 0.081 0.081
47.67 0.000 684.42 32.08 0.080 0.080
48.00 0.000 684.41 32.08 0.080 0.080
48.33 0.000 684.41 32.08 0.080 0.080
48.67 0.000 684.40 32.08 0.080 0.080
49.00 0.000 684.39 32.08 0.080 0.080
49.33 0.000 684.39 32.08 0.080 0.080
49.67 0.000 684.38 32.08 0.080 0.080
50.00 0.000 684.38 32.08 0.080 0.080
50.33 0.000 684.37 32.08 0.079 0.079
50.67 0.000 684.36 32.08 0.079 0.079
51.00 0.000 684.36 32.08 0.079 0.079
51.33 0.000 684.35 32.08 0.079 0.079
51.67 0.000 684.35 32.08 0.079 0.079
52.00 0.000 684.34 32.08 0.079 0.079
52.33 0.000 684.33 32.08 0.079 0.079
52.67 0.000 684.33 32.08 0.079 0.079
53.00 0.000 684.32 32.08 0.078 0.078
53.33 0.000 684.32 32.08 0.078 0.078
53.67 0.000 684.31 32.08 0.078 0.078
54.00 0.000 684.31 32.08 0.078 0.078
54.33 0.000 684.30 32.08 0.078 0.078
54.67 0.000 684.29 32.08 0.078 0.078
Continues on next page...

12
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
55.00 0.000 684.29 32.08 0.078 0.078
55.33 0.000 684.28 32.08 0.077 0.077
55.67 0.000 684.28 32.08 0.077 0.077
56.00 0.000 684.27 32.08 0.077 0.077
56.33 0.000 684.26 32.08 0.077 0.077
56.67 0.000 684.26 32.08 0.077 0.077
57.00 0.000 684.25 32.08 0.077 0.077
57.33 0.000 684.25 32.08 0.077 0.077
57.67 0.000 684.24 32.08 0.077 0.077
58.00 0.000 684.23 32.08 0.076 0.076
58.33 0.000 684.23 32.08 0.076 0.076
58.67 0.000 684.22 32.08 0.076 0.076
59.00 0.000 684.22 32.08 0.076 0.076
59.33 0.000 684.21 32.08 0.076 0.076
59.67 0.000 684.21 32.08 0.076 0.076
60.00 0.000 684.20 32.08 0.076 0.076
60.33 0.000 684.19 32.08 0.075 0.075
60.67 0.000 684.19 32.08 0.075 0.075
61.00 0.000 684.18 32.08 0.075 0.075
61.33 0.000 684.18 32.08 0.075 0.075
61.67 0.000 684.17 32.08 0.075 0.075
62.00 0.000 684.17 32.08 0.075 0.075
62.33 0.000 684.16 32.08 0.075 0.075
62.67 0.000 684.15 32.08 0.075 0.075
63.00 0.000 684.15 32.08 0.074 0.074
63.33 0.000 684.14 32.08 0.074 0.074
63.67 0.000 684.14 32.08 0.074 0.074
64.00 0.000 684.13 32.08 0.074 0.074
Continues on next page...

13
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
64.33 0.000 684.13 32.08 0.074 0.074
64.67 0.000 684.12 32.08 0.074 0.074
65.00 0.000 684.12 32.08 0.074 0.074
65.33 0.000 684.11 32.08 0.073 0.073
65.67 0.000 684.10 32.08 0.073 0.073
66.00 0.000 684.10 32.08 0.073 0.073
66.33 0.000 684.09 32.08 0.073 0.073
66.67 0.000 684.09 32.08 0.073 0.073
67.00 0.000 684.08 32.08 0.073 0.073
67.33 0.000 684.08 32.08 0.073 0.073
67.67 0.000 684.07 32.08 0.073 0.073
68.00 0.000 684.07 32.08 0.072 0.072
68.33 0.000 684.06 32.08 0.072 0.072
68.67 0.000 684.05 32.08 0.072 0.072
69.00 0.000 684.05 32.08 0.072 0.072
69.33 0.000 684.04 32.08 0.072 0.072
69.67 0.000 684.04 32.08 0.072 0.072
70.00 0.000 684.03 32.08 0.072 0.072
70.33 0.000 684.03 32.08 0.072 0.072
70.67 0.000 684.02 32.08 0.071 0.071
71.00 0.000 684.02 32.08 0.071 0.071
71.33 0.000 684.01 32.08 0.071 0.071
71.67 0.000 684.01 32.08 0.071 0.071
72.00 0.000 684.00 32.08 0.071 0.071
72.33 0.000 683.99 32.08 0.071 0.071
72.67 0.000 683.99 32.08 0.071 0.071
73.00 0.000 683.98 32.08 0.070 0.070
73.33 0.000 683.98 32.08 0.070 0.070
Continues on next page...

14
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
73.67 0.000 683.97 32.08 0.070 0.070
74.00 0.000 683.96 32.08 0.070 0.070
74.33 0.000 683.96 32.08 0.070 0.070
74.67 0.000 683.95 32.08 0.070 0.070
75.00 0.000 683.95 32.08 0.070 0.070
75.33 0.000 683.94 32.08 0.069 0.069
75.67 0.000 683.94 32.08 0.069 0.069
76.00 0.000 683.93 32.08 0.069 0.069
76.33 0.000 683.92 32.08 0.069 0.069
76.67 0.000 683.92 32.08 0.069 0.069
77.00 0.000 683.91 32.08 0.069 0.069
77.33 0.000 683.91 32.08 0.068 0.068
77.67 0.000 683.90 32.08 0.068 0.068
78.00 0.000 683.89 32.08 0.068 0.068
78.33 0.000 683.89 32.08 0.068 0.068
78.67 0.000 683.88 32.08 0.068 0.068
79.00 0.000 683.88 32.08 0.068 0.068
79.33 0.000 683.87 32.08 0.068 0.068
79.67 0.000 683.87 32.08 0.067 0.067
80.00 0.000 683.86 32.08 0.067 0.067
80.33 0.000 683.85 32.08 0.067 0.067
80.67 0.000 683.85 32.08 0.067 0.067
81.00 0.000 683.84 32.08 0.067 0.067
81.33 0.000 683.84 32.08 0.067 0.067
81.67 0.000 683.83 32.08 0.067 0.067
82.00 0.000 683.83 32.08 0.066 0.066
82.33 0.000 683.82 32.08 0.066 0.066
82.67 0.000 683.82 32.08 0.066 0.066
Continues on next page...

15
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
83.00 0.000 683.81 32.08 0.066 0.066
83.33 0.000 683.80 32.08 0.066 0.066
83.67 0.000 683.80 32.08 0.066 0.066
84.00 0.000 683.79 32.08 0.066 0.066
84.33 0.000 683.79 32.08 0.065 0.065
84.67 0.000 683.78 32.08 0.065 0.065
85.00 0.000 683.78 32.08 0.065 0.065
85.33 0.000 683.77 32.08 0.065 0.065
85.67 0.000 683.77 32.08 0.065 0.065
86.00 0.000 683.76 32.08 0.065 0.065
86.33 0.000 683.75 32.08 0.064 0.064
86.67 0.000 683.75 32.08 0.064 0.064
87.00 0.000 683.74 32.08 0.064 0.064
87.33 0.000 683.74 32.08 0.064 0.064
87.67 0.000 683.73 32.08 0.064 0.064
88.00 0.000 683.73 32.08 0.064 0.064
88.33 0.000 683.72 32.08 0.064 0.064
88.67 0.000 683.72 32.08 0.063 0.063
89.00 0.000 683.71 32.08 0.063 0.063
89.33 0.000 683.71 32.08 0.063 0.063
89.67 0.000 683.70 32.08 0.063 0.063
90.00 0.000 683.70 32.08 0.063 0.063
90.33 0.000 683.69 32.08 0.063 0.063
90.67 0.000 683.68 32.08 0.063 0.063
91.00 0.000 683.68 32.08 0.062 0.062
91.33 0.000 683.67 32.08 0.062 0.062
91.67 0.000 683.67 32.08 0.062 0.062
92.00 0.000 683.66 32.08 0.062 0.062
Continues on next page...

16
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
92.33 0.000 683.66 32.08 0.062 0.062
92.67 0.000 683.65 32.08 0.062 0.062
93.00 0.000 683.65 32.08 0.062 0.062
93.33 0.000 683.64 32.08 0.061 0.061
93.67 0.000 683.64 32.08 0.061 0.061
94.00 0.000 683.63 32.08 0.061 0.061
94.33 0.000 683.63 32.08 0.061 0.061
94.67 0.000 683.62 32.08 0.061 0.061
95.00 0.000 683.62 32.08 0.061 0.061
95.33 0.000 683.61 32.08 0.061 0.061
95.67 0.000 683.61 32.08 0.060 0.060
96.00 0.000 683.60 32.08 0.060 0.060
...End

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 8
PRE DA
Hydrograph type = Combine Peak discharge = 4.358 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 13,376 cuft
Inflow hyds. = 1 Contrib. drain. area = 13.190 ac
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time Hyd. 1 + Outflow
(hrs) (cfs) (cfs)
12.00 4.338 4.338
12.33 0.934 0.934
12.67 0.613 0.613
13.00 0.516 0.516
13.33 0.452 0.452
...End

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 9
POST DA - ROUTED
Hydrograph type = Combine Peak discharge = 2.874 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 31,956 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 8.520 ac
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time Hyd. 4+ Hyd. 6 + Outflow
(hrs) (cfs) (cfs) (cfs)
12.00 2.802 0.063 2.865
12.33 0.604 0.072 0.675
12.67 0.396 0.074 0.470
13.00 0.334 0.076 0.410
13.33 0.292 0.078 0.369
13.67 0.255 0.079 0.334
14.00 0.224 0.080 0.304
14.33 0.212 0.081 0.292
...End

19
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 10.24 2 718 23,853 PRE DA
3 SCS Runoff 25.14 2 716 51,122 POST DA-WET POND
4 SCS Runoff 6.613 2 718 15,407 POST DA-BYPASS
6 Reservoir 0.103 2 1444 27,586 3 685.59 46,699 WET POND ROUTING
8 Combine 10.24 2 718 23,853 1, PRE DA
9 Combine 6.683 2 718 42,993 4,6, POST DA-ROUTED
210123.000 Stormwater Calculations .gpw Return Period: 2 Year Wednesday, 07/5/2023

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 1
PRE DA
Hydrograph type = SCS Runoff Peak discharge = 10.24 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 23,853 cuft
Drainage area = 13.190 ac Curve number = 60.000*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(10.022 x 60)+(3.167 x 61)]/13.190
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.83 1.316
12.17 1.967
12.50 1.255
...End

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 3
POST DA - WET POND
Hydrograph type = SCS Runoff Peak discharge = 25.14 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 51,122 cuft
Drainage area = 7.450 ac Curve number = 85.000*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.880 x 98)+(2.570 x 61)]/7.450
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.60 2.545
11.93 25.14
12.27 3.005
...End

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 4
POST DA - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 6.613 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 15,407 cuft
Drainage area = 8.520 ac Curve number = 60.000
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.83 0.850
12.17 1.270
12.50 0.811
...End

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 6
WET POND ROUTING
Hydrograph type = Reservoir Peak discharge = 0.103 cfs
Storm frequency = 2 yrs Time to peak = 24.07 hrs
Time interval = 2 min Hyd. volume = 27,586 cuft
Inflow hyd. No. = 3 - POST DA - WET Rell9rvoir name = WET POND
Max. Elevation = 685.59 ft Max. Storage = 46,699 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=10.00%of Qp. Print interval=10)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.33 0.327 682.60 32.08 0.011 0.011
10.67 0.449 682.63 32.08 0.015 0.015
11.00 0.630 682.68 32.08 0.020 0.020
11.33 1.014 682.76 32.08 0.026 0.026
11.67 4.594 682.92 32.08 0.035 0.035
12.00 19.70 684.15 32.08 0.074 0.074
12.33 2.721 684.55 32.08 0.083 0.083
12.67 1.621 684.70 32.08 0.086 0.086
13.00 1.289 684.81 32.08 0.088 0.088
13.33 1.080 684.89 32.08 0.090 0.090
13.67 0.913 684.96 32.08 0.091 0.091
14.00 0.781 685.01 32.08 0.092 0.092
14.33 0.720 685.06 32.08 0.093 0.093
14.67 0.675 685.10 32.08 0.094 0.094
15.00 0.629 685.14 32.08 0.095 0.095
15.33 0.582 685.17 32.08 0.095 0.095
15.67 0.535 685.20 32.08 0.096 0.096
16.00 0.488 685.23 32.08 0.097 0.097
16.33 0.466 685.26 32.08 0.097 0.097
16.67 0.450 685.28 32.08 0.097 0.097
Continues on next page...

24
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.00 0.433 685.30 32.08 0.098 0.098
17.33 0.416 685.33 32.08 0.098 0.098
17.67 0.399 685.35 32.08 0.099 0.099
18.00 0.382 685.37 32.08 0.099 0.099
18.33 0.365 685.39 32.08 0.099 0.099
18.67 0.348 685.40 32.08 0.100 0.100
19.00 0.331 685.42 32.08 0.100 0.100
19.33 0.314 685.44 32.08 0.100 0.100
19.67 0.297 685.45 32.08 0.100 0.100
20.00 0.279 685.46 32.08 0.101 0.101
20.33 0.273 685.47 32.08 0.101 0.101
20.67 0.270 685.49 32.08 0.101 0.101
21.00 0.267 685.50 32.08 0.101 0.101
21.33 0.264 685.51 32.08 0.101 0.101
21.67 0.260 685.52 32.08 0.102 0.102
22.00 0.257 685.53 32.08 0.102 0.102
22.33 0.254 685.54 32.08 0.102 0.102
22.67 0.250 685.55 32.08 0.102 0.102
23.00 0.247 685.56 32.08 0.102 0.102
23.33 0.244 685.57 32.08 0.102 0.102
23.67 0.240 685.58 32.08 0.103 0.103
24.00 0.237 685.59 32.08 0.103 0.103
24.33 0.000 685.59 32.08 0.103 0.103
24.67 0.000 685.58 32.08 0.103 0.103
25.00 0.000 685.57 32.08 0.102 0.102
25.33 0.000 685.56 32.08 0.102 0.102
25.67 0.000 685.56 32.08 0.102 0.102
26.00 0.000 685.55 32.08 0.102 0.102
Continues on next page...

25
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
26.33 0.000 685.54 32.08 0.102 0.102
26.67 0.000 685.54 32.08 0.102 0.102
27.00 0.000 685.53 32.08 0.102 0.102
27.33 0.000 685.52 32.08 0.102 0.102
27.67 0.000 685.52 32.08 0.102 0.102
28.00 0.000 685.51 32.08 0.101 0.101
28.33 0.000 685.50 32.08 0.101 0.101
28.67 0.000 685.50 32.08 0.101 0.101
29.00 0.000 685.49 32.08 0.101 0.101
29.33 0.000 685.48 32.08 0.101 0.101
29.67 0.000 685.47 32.08 0.101 0.101
30.00 0.000 685.47 32.08 0.101 0.101
30.33 0.000 685.46 32.08 0.101 0.101
30.67 0.000 685.45 32.08 0.100 0.100
31.00 0.000 685.45 32.08 0.100 0.100
31.33 0.000 685.44 32.08 0.100 0.100
31.67 0.000 685.43 32.08 0.100 0.100
32.00 0.000 685.43 32.08 0.100 0.100
32.33 0.000 685.42 32.08 0.100 0.100
32.67 0.000 685.41 32.08 0.100 0.100
33.00 0.000 685.41 32.08 0.100 0.100
33.33 0.000 685.40 32.08 0.100 0.100
33.67 0.000 685.39 32.08 0.099 0.099
34.00 0.000 685.39 32.08 0.099 0.099
34.33 0.000 685.38 32.08 0.099 0.099
34.67 0.000 685.37 32.08 0.099 0.099
35.00 0.000 685.37 32.08 0.099 0.099
35.33 0.000 685.36 32.08 0.099 0.099
Continues on next page...

26
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
35.67 0.000 685.35 32.08 0.099 0.099
36.00 0.000 685.35 32.08 0.099 0.099
36.33 0.000 685.34 32.08 0.098 0.098
36.67 0.000 685.33 32.08 0.098 0.098
37.00 0.000 685.33 32.08 0.098 0.098
37.33 0.000 685.32 32.08 0.098 0.098
37.67 0.000 685.31 32.08 0.098 0.098
38.00 0.000 685.30 32.08 0.098 0.098
38.33 0.000 685.30 32.08 0.098 0.098
38.67 0.000 685.29 32.08 0.098 0.098
39.00 0.000 685.28 32.08 0.097 0.097
39.33 0.000 685.28 32.08 0.097 0.097
39.67 0.000 685.27 32.08 0.097 0.097
40.00 0.000 685.27 32.08 0.097 0.097
40.33 0.000 685.26 32.08 0.097 0.097
40.67 0.000 685.25 32.08 0.097 0.097
41.00 0.000 685.25 32.08 0.097 0.097
41.33 0.000 685.24 32.08 0.097 0.097
41.67 0.000 685.23 32.08 0.097 0.097
42.00 0.000 685.23 32.08 0.096 0.096
42.33 0.000 685.22 32.08 0.096 0.096
42.67 0.000 685.21 32.08 0.096 0.096
43.00 0.000 685.21 32.08 0.096 0.096
43.33 0.000 685.20 32.08 0.096 0.096
43.67 0.000 685.19 32.08 0.096 0.096
44.00 0.000 685.19 32.08 0.096 0.096
44.33 0.000 685.18 32.08 0.096 0.096
44.67 0.000 685.17 32.08 0.095 0.095
Continues on next page...

27
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
45.00 0.000 685.17 32.08 0.095 0.095
45.33 0.000 685.16 32.08 0.095 0.095
45.67 0.000 685.15 32.08 0.095 0.095
46.00 0.000 685.15 32.08 0.095 0.095
46.33 0.000 685.14 32.08 0.095 0.095
46.67 0.000 685.13 32.08 0.095 0.095
47.00 0.000 685.13 32.08 0.095 0.095
47.33 0.000 685.12 32.08 0.094 0.094
47.67 0.000 685.11 32.08 0.094 0.094
48.00 0.000 685.11 32.08 0.094 0.094
48.33 0.000 685.10 32.08 0.094 0.094
48.67 0.000 685.10 32.08 0.094 0.094
49.00 0.000 685.09 32.08 0.094 0.094
49.33 0.000 685.08 32.08 0.094 0.094
49.67 0.000 685.08 32.08 0.094 0.094
50.00 0.000 685.07 32.08 0.094 0.094
50.33 0.000 685.06 32.08 0.093 0.093
50.67 0.000 685.06 32.08 0.093 0.093
51.00 0.000 685.05 32.08 0.093 0.093
51.33 0.000 685.04 32.08 0.093 0.093
51.67 0.000 685.04 32.08 0.093 0.093
52.00 0.000 685.03 32.08 0.093 0.093
52.33 0.000 685.03 32.08 0.093 0.093
52.67 0.000 685.02 32.08 0.093 0.093
53.00 0.000 685.01 32.08 0.092 0.092
53.33 0.000 685.01 32.08 0.092 0.092
53.67 0.000 685.00 32.08 0.092 0.092
54.00 0.000 684.99 32.08 0.092 0.092
Continues on next page...

28
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
54.33 0.000 684.99 32.08 0.092 0.092
54.67 0.000 684.98 32.08 0.092 0.092
55.00 0.000 684.97 32.08 0.092 0.092
55.33 0.000 684.96 32.08 0.092 0.092
55.67 0.000 684.96 32.08 0.091 0.091
56.00 0.000 684.95 32.08 0.091 0.091
56.33 0.000 684.94 32.08 0.091 0.091
56.67 0.000 684.94 32.08 0.091 0.091
57.00 0.000 684.93 32.08 0.091 0.091
57.33 0.000 684.92 32.08 0.091 0.091
57.67 0.000 684.92 32.08 0.091 0.091
58.00 0.000 684.91 32.08 0.091 0.091
58.33 0.000 684.90 32.08 0.090 0.090
58.67 0.000 684.90 32.08 0.090 0.090
59.00 0.000 684.89 32.08 0.090 0.090
59.33 0.000 684.88 32.08 0.090 0.090
59.67 0.000 684.88 32.08 0.090 0.090
60.00 0.000 684.87 32.08 0.090 0.090
60.33 0.000 684.86 32.08 0.090 0.090
60.67 0.000 684.85 32.08 0.089 0.089
61.00 0.000 684.85 32.08 0.089 0.089
61.33 0.000 684.84 32.08 0.089 0.089
61.67 0.000 684.83 32.08 0.089 0.089
62.00 0.000 684.83 32.08 0.089 0.089
62.33 0.000 684.82 32.08 0.089 0.089
62.67 0.000 684.81 32.08 0.089 0.089
63.00 0.000 684.81 32.08 0.089 0.089
63.33 0.000 684.80 32.08 0.088 0.088
Continues on next page...

29
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
63.67 0.000 684.79 32.08 0.088 0.088
64.00 0.000 684.79 32.08 0.088 0.088
64.33 0.000 684.78 32.08 0.088 0.088
64.67 0.000 684.77 32.08 0.088 0.088
65.00 0.000 684.77 32.08 0.088 0.088
65.33 0.000 684.76 32.08 0.088 0.088
65.67 0.000 684.75 32.08 0.087 0.087
66.00 0.000 684.75 32.08 0.087 0.087
66.33 0.000 684.74 32.08 0.087 0.087
66.67 0.000 684.73 32.08 0.087 0.087
67.00 0.000 684.73 32.08 0.087 0.087
67.33 0.000 684.72 32.08 0.087 0.087
67.67 0.000 684.71 32.08 0.087 0.087
68.00 0.000 684.71 32.08 0.087 0.087
68.33 0.000 684.70 32.08 0.086 0.086
68.67 0.000 684.70 32.08 0.086 0.086
69.00 0.000 684.69 32.08 0.086 0.086
69.33 0.000 684.68 32.08 0.086 0.086
69.67 0.000 684.68 32.08 0.086 0.086
70.00 0.000 684.67 32.08 0.086 0.086
70.33 0.000 684.66 32.08 0.086 0.086
70.67 0.000 684.66 32.08 0.085 0.085
71.00 0.000 684.65 32.08 0.085 0.085
71.33 0.000 684.64 32.08 0.085 0.085
71.67 0.000 684.64 32.08 0.085 0.085
72.00 0.000 684.63 32.08 0.085 0.085
72.33 0.000 684.62 32.08 0.085 0.085
72.67 0.000 684.62 32.08 0.085 0.085
Continues on next page...

30
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
73.00 0.000 684.61 32.08 0.085 0.085
73.33 0.000 684.60 32.08 0.084 0.084
73.67 0.000 684.60 32.08 0.084 0.084
74.00 0.000 684.59 32.08 0.084 0.084
74.33 0.000 684.59 32.08 0.084 0.084
74.67 0.000 684.58 32.08 0.084 0.084
75.00 0.000 684.57 32.08 0.084 0.084
75.33 0.000 684.57 32.08 0.084 0.084
75.67 0.000 684.56 32.08 0.083 0.083
76.00 0.000 684.55 32.08 0.083 0.083
76.33 0.000 684.55 32.08 0.083 0.083
76.67 0.000 684.54 32.08 0.083 0.083
77.00 0.000 684.53 32.08 0.083 0.083
77.33 0.000 684.53 32.08 0.083 0.083
77.67 0.000 684.52 32.08 0.083 0.083
78.00 0.000 684.52 32.08 0.083 0.083
78.33 0.000 684.51 32.08 0.082 0.082
78.67 0.000 684.50 32.08 0.082 0.082
79.00 0.000 684.50 32.08 0.082 0.082
79.33 0.000 684.49 32.08 0.082 0.082
79.67 0.000 684.48 32.08 0.082 0.082
80.00 0.000 684.48 32.08 0.082 0.082
80.33 0.000 684.47 32.08 0.082 0.082
80.67 0.000 684.47 32.08 0.082 0.082
81.00 0.000 684.46 32.08 0.081 0.081
81.33 0.000 684.45 32.08 0.081 0.081
81.67 0.000 684.45 32.08 0.081 0.081
82.00 0.000 684.44 32.08 0.081 0.081
Continues on next page...

31
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
82.33 0.000 684.44 32.08 0.081 0.081
82.67 0.000 684.43 32.08 0.081 0.081
83.00 0.000 684.42 32.08 0.081 0.081
83.33 0.000 684.42 32.08 0.080 0.080
83.67 0.000 684.41 32.08 0.080 0.080
84.00 0.000 684.41 32.08 0.080 0.080
84.33 0.000 684.40 32.08 0.080 0.080
84.67 0.000 684.39 32.08 0.080 0.080
85.00 0.000 684.39 32.08 0.080 0.080
85.33 0.000 684.38 32.08 0.080 0.080
85.67 0.000 684.37 32.08 0.080 0.080
86.00 0.000 684.37 32.08 0.079 0.079
86.33 0.000 684.36 32.08 0.079 0.079
86.67 0.000 684.36 32.08 0.079 0.079
87.00 0.000 684.35 32.08 0.079 0.079
87.33 0.000 684.34 32.08 0.079 0.079
87.67 0.000 684.34 32.08 0.079 0.079
88.00 0.000 684.33 32.08 0.079 0.079
88.33 0.000 684.33 32.08 0.078 0.078
88.67 0.000 684.32 32.08 0.078 0.078
89.00 0.000 684.32 32.08 0.078 0.078
89.33 0.000 684.31 32.08 0.078 0.078
89.67 0.000 684.30 32.08 0.078 0.078
90.00 0.000 684.30 32.08 0.078 0.078
90.33 0.000 684.29 32.08 0.078 0.078
90.67 0.000 684.29 32.08 0.078 0.078
91.00 0.000 684.28 32.08 0.077 0.077
91.33 0.000 684.27 32.08 0.077 0.077
Continues on next page...

32
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
91.67 0.000 684.27 32.08 0.077 0.077
92.00 0.000 684.26 32.08 0.077 0.077
92.33 0.000 684.26 32.08 0.077 0.077
92.67 0.000 684.25 32.08 0.077 0.077
93.00 0.000 684.24 32.08 0.077 0.077
93.33 0.000 684.24 32.08 0.076 0.076
93.67 0.000 684.23 32.08 0.076 0.076
94.00 0.000 684.23 32.08 0.076 0.076
94.33 0.000 684.22 32.08 0.076 0.076
94.67 0.000 684.22 32.08 0.076 0.076
95.00 0.000 684.21 32.08 0.076 0.076
95.33 0.000 684.20 32.08 0.076 0.076
95.67 0.000 684.20 32.08 0.076 0.076
96.00 0.000 684.19 32.08 0.075 0.075
...End

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 8
PRE DA
Hydrograph type = Combine Peak discharge = 10.24 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 23,853 cuft
Inflow hyds. = 1 Contrib. drain. area = 13.190 ac
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time Hyd. 1 + Outflow
(hrs) (cfs) (cfs)
12.00 9.151 9.151
12.33 1.650 1.650
12.67 1.047 1.047
...End

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 9
POST DA - ROUTED
Hydrograph type = Combine Peak discharge = 6.683 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 42,993 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 8.520 ac
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time Hyd. 4+ Hyd. 6 + Outflow
(hrs) (cfs) (cfs) (cfs)
12.00 5.911 0.074 5.985
12.33 1.066 0.083 1.149
12.67 0.677 0.086 0.763
...End

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 30.04 2 718 61,040 PRE DA
3 SCS Runoff 42.26 2 716 87,737 POST DA-WET POND
4 SCS Runoff 19.41 2 718 39,428 POST DA-BYPASS
6 Reservoir 2.230 2 774 58,744 3 686.11 56,085 WET POND ROUTING
8 Combine 30.04 2 718 61,040 1, PRE DA
9 Combine 19.50 2 718 98,172 4,6, POST DA-ROUTED
210123.000 Stormwater Calculations .gpw Return Period: 10 Year Wednesday, 07/5/2023

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 1
PRE DA
Hydrograph type = SCS Runoff Peak discharge = 30.04 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 61,040 cuft
Drainage area = 13.190 ac Curve number = 60.000*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(10.022 x 60)+(3.167 x 61)]/13.190
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.73 3.796
12.07 9.429
12.40 3.545
...End

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 3
POST DA - WET POND
Hydrograph type = SCS Runoff Peak discharge = 42.26 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 87,737 cuft
Drainage area = 7.450 ac Curve number = 85.000*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.880 x 98)+(2.570 x 61)]/7.450
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.60 4.922
11.93 42.26
12.27 4.840
...End

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 4
POST DA - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 19.41 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 39,428 cuft
Drainage area = 8.520 ac Curve number = 60.000
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.73 2.452
12.07 6.090
12.40 2.290
...End

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 6
WET POND ROUTING
Hydrograph type = Reservoir Peak discharge = 2.230 cfs
Storm frequency = 10 yrs Time to peak = 12.90 hrs
Time interval = 2 min Hyd. volume = 58,744 cuft
Inflow hyd. No. = 3 - POST DA - WET Rell9rvoir name = WET POND
Max. Elevation = 686.11 ft Max. Storage = 56,085 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=10.00%of Qp. Print interval=10)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.67 2.591 686.10 32.08 0.111 1.741 1.852
13.00 2.052 686.11 32.08 0.111 2.073 2.185
13.33 1.715 686.10 32.08 0.111 1.761 1.873
13.67 1.447 686.09 32.08 0.111 1.537 1.649
14.00 1.236 686.08 32.08 0.111 1.327 1.438
14.33 1.137 686.07 32.08 0.111 1.153 1.264
14.67 1.064 686.06 32.08 0.111 1.044 1.154
15.00 0.990 686.06 32.08 0.110 0.957 1.068
15.33 0.916 686.05 32.08 0.110 0.879 0.989
15.67 0.841 686.05 32.08 0.110 0.803 0.913
16.00 0.766 686.04 32.08 0.110 0.728 0.838
16.33 0.731 686.04 32.08 0.110 0.665 0.776
16.67 0.704 686.04 32.08 0.110 0.626 0.737
17.00 0.678 686.04 32.08 0.110 0.595 0.706
17.33 0.651 686.03 32.08 0.110 0.568 0.677
17.67 0.624 686.03 32.08 0.110 0.540 0.650
18.00 0.598 686.03 32.08 0.110 0.513 0.623
18.33 0.571 686.03 32.08 0.110 0.486 0.596
18.67 0.544 686.03 32.08 0.110 0.460 0.569
19.00 0.516 686.03 32.08 0.110 0.433 0.542
Continues on next page...

40
WET POND ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.33 0.489 686.02 32.08 0.110 0.405 0.515
19.67 0.462 686.02 32.08 0.110 0.378 0.488
20.00 0.435 686.02 32.08 0.110 0.351 0.461
20.33 0.426 686.02 32.08 0.110 0.330 0.440
20.67 0.420 686.02 32.08 0.110 0.319 0.429
21.00 0.415 686.02 32.08 0.110 0.312 0.421
21.33 0.410 686.02 32.08 0.110 0.305 0.415
21.67 0.405 686.02 32.08 0.110 0.300 0.410
22.00 0.399 686.02 32.08 0.110 0.294 0.404
22.33 0.394 686.02 32.08 0.110 0.289 0.399
22.67 0.389 686.02 32.08 0.110 0.284 0.394
23.00 0.383 686.02 32.08 0.110 0.279 0.388
23.33 0.378 686.02 32.08 0.110 0.274 0.383
23.67 0.372 686.02 32.08 0.110 0.267 0.378
24.00 0.367 686.02 32.08 0.110 0.262 0.372
...End

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 8
PRE DA
Hydrograph type = Combine Peak discharge = 30.04 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 61,040 cuft
Inflow hyds. = 1 Contrib. drain. area = 13.190 ac
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time Hyd. 1 + Outflow
(hrs) (cfs) (cfs)
12.00 25.12 25.12
12.33 3.931 3.931
...End

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 9
POST DA - ROUTED
Hydrograph type = Combine Peak discharge = 19.50 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 98,172 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 8.520 ac
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time Hyd. 4+ Hyd. 6 + Outflow
(hrs) (cfs) (cfs) (cfs)
12.00 16.23 0.099 16.33
12.33 2.539 0.109 2.648
12.67 1.562 1.852 3.414
13.00 1.267 2.185 3.452
13.33 1.078 1.873 2.951
13.67 0.923 1.649 2.572
14.00 0.797 1.438 2.235
14.33 0.741 1.264 2.005
...End

43
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 68.09 2 718 136,297 PRE DA
3 SCS Runoff 69.11 2 716 147,757 POST DA-WET POND
4 SCS Runoff 43.98 2 718 88,040 POST DA-BYPASS
6 Reservoir 39.99 2 722 118,722 3 686.83 70,016 WET POND ROUTING
8 Combine 68.09 2 718 136,297 1, PRE DA
9 Combine 74.78 2 720 206,762 4,6, POST DA-ROUTED
210123.000 Stormwater Calculations .gpw Return Period: 100 Year Wednesday, 07/5/2023

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 1
PRE DA
Hydrograph type = SCS Runoff Peak discharge = 68.09 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 136,297 cuft
Drainage area = 13.190 ac Curve number = 60.000*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(10.022 x 60)+(3.167 x 61)]/13.190
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.67 8.832
12.00 55.33
12.33 8.074
...End

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 3
POST DA - WET POND
Hydrograph type = SCS Runoff Peak discharge = 69.11 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 147,757 cuft
Drainage area = 7.450 ac Curve number = 85.000*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.880 x 98)+(2.570 x 61)]/7.450
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.60 8.888
11.93 69.11
12.27 7.682
...End

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 4
POST DA - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 43.98 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 88,040 cuft
Drainage area = 8.520 ac Curve number = 60.000
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.0 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time -- Outflow
(hrs cfs)
11.67 5.705
12.00 35.74
12.33 5.216
...End

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 6
WET POND ROUTING
Hydrograph type = Reservoir Peak discharge = 39.99 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 118,722 cuft
Inflow hyd. No. = 3 - POST DA - WET Rell9rvoir name = WET POND
Max. Elevation = 686.83 ft Max. Storage = 70,016 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=10.00%of Qp. Print interval=10)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.00 52.24 686.82 39.04 0.085 0.049 38.90 39.03
12.33 6.935 686.32 32.08 0.115 9.801 9.915
12.67 4.090 686.21 32.08 0.113 4.983 5.097
...End

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 8
PRE DA
Hydrograph type = Combine Peak discharge = 68.09 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 136,297 cuft
Inflow hyds. = 1 Contrib. drain. area = 13.190 ac
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time Hyd. 1 + Outflow
(hrs) (cfs) (cfs)
11.67 8.832 8.832
12.00 55.33 55.33
12.33 8.074 8.074
...End

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Hyd. No. 9
POST DA - ROUTED
Hydrograph type = Combine Peak discharge = 74.78 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 206,762 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 8.520 ac
Hydrograph Discharge Table
(Printed values>=10.00%of Qp. Print interval=10)
Time Hyd. 4+ Hyd. 6 + Outflow
(hrs) (cfs) (cfs) (cfs)
12.00 35.74 39.03 74.78
12.33 5.216 9.915 15.13
12.67 3.152 5.097 8.249
...End

50
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 62.1764 12.7000 0.8901
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:Concord IDF Curve.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.82 3.86 3.23 2.79 2.46 2.20 1.99 1.82 1.68 1.56 1.46 1.37
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.
200114.000 Pitts School Flex Park Final Engineering\2-Engineering\2-Calculations\4-Erosion Control\Concord PCP.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.90 3.50 0.00 4.40 5.10 6.00 6.80 7.60
SCS 6-Hr 2.06 2.48 0.00 3.09 3.57 4.21 4.72 5.23
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

Hydraflow Table of Contents 210123.000 Stormwater Calculations.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,07/5/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, PRE DA 4
Hydrograph No. 3, SCS Runoff, POST DA - WET POND 5
Hydrograph No. 4, SCS Runoff, POST DA - BYPASS. 6
Hydrograph No. 6, Reservoir, WET POND ROUTING 7
Hydrograph No. 8, Combine, PRE DA 17
Hydrograph No. 9, Combine, POST DA - ROUTED 18
2 - Year
Summary Report 19
Hydrograph Reports 20
Hydrograph No. 1, SCS Runoff, PRE DA 20
Hydrograph No. 3, SCS Runoff, POST DA - WET POND 21
Hydrograph No. 4, SCS Runoff, POST DA - BYPASS. 22
Hydrograph No. 6, Reservoir, WET POND ROUTING 23
Hydrograph No. 8, Combine, PRE DA 33
Hydrograph No. 9, Combine, POST DA - ROUTED 34
10 - Year
Summary Report 35
Hydrograph Reports 36
Hydrograph No. 1, SCS Runoff, PRE DA 36
Hydrograph No. 3, SCS Runoff, POST DA - WET POND 37
Hydrograph No. 4, SCS Runoff, POST DA - BYPASS. 38
Hydrograph No. 6, Reservoir, WET POND ROUTING 39
Hydrograph No. 8, Combine, PRE DA 41
Hydrograph No. 9, Combine, POST DA - ROUTED 42
100 - Year
Summary Report 43
Hydrograph Reports 44
Hydrograph No. 1, SCS Runoff, PRE DA 44
Hydrograph No. 3, SCS Runoff, POST DA - WET POND 45
Hydrograph No. 4, SCS Runoff, POST DA - BYPASS. 46
Hydrograph No. 6, Reservoir, WET POND ROUTING 47
Hydrograph No. 8, Combine, PRE DA 48
Hydrograph No. 9, Combine, POST DA - ROUTED 49
IDF Report 50

Riprap

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: FRD Date: 07/05/2023
Checked By: DFR
Company: CESI
Project Name: Huntley Brothers
Project No.: 210123.000
Site Location (City/Town) Midland, NC
Culvert Id. FES
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified tnaxuntun condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 3.924 See 10 year Stormwater Calculation results
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b.and determine d,.riprap size and minimum apron length
(Li). The d;_ size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.

Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.45
Minimum apron length, La (ft.) 13
Apron width at pipe outlet (ft.) 6 6
Apron shape Trapezoidal
Apron width at outlet end (ft.) 15 2
Step 4. Determine the maximum stone diameter:
dux = 1.5 x de.o
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.675 0
Step 5. Determine the apron thickness:
Apron thickness = 1.5 x d,3,, Use class b riprap
Minimum TW Maximum TW
Apron Thickness(ft.) 1.0125 0
RIP RAP CLASS MINIMUM MIDRANGE MAXIMUM
A 2 IN (0.17 FT) 4 IN (0.33 FT) 6 IN (0.5 FT)
B 5 IN (0.42 FT) 8 IN (0.67 FT) 12 IN (1 FT)
1 5 IN (0.42 FT) 10 IN (0.83 FT) 17 IN (1.42 FT)
2 9 IN (0.75 FT) 14 IN (1.17 FT) 23 IN (1.92 FT)
Step 6. Fit the riprap apron to the site by making it level for the minimum
length. L . from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). \Vhere overfills exist at
pipe outlets or flows are excessive. a plunge pool should be considered. see
page 8.06.8_

30
Outlet W • D0 + La 90 i:_: :. ..
Pipe I ,. . . ..
diameter (Do) 80 `�
Qiiiiiililwater < 0.5D0 I : .
l�a �...... tll / /;:litilt%
/'
n I•
�`.\( SO .i I i • ... t--- • -
ap i :.;010000
� ." a of i.
.\ '
La=13
,,,,,,,,„..,.:,,-4'd ;
le 0
20. 1 IIII Z - i` �. 3
10 am " .Irll •• , IIII ��� I
r,
# .
:0,. ,,,,40 ,,,
•
.:• :p .4/ Ir; 1LA
_� • v _ l i z.; � � d50=0.45
v _ s _.....1 ■� .
0
1
3 5 10 20 50 100 200 500 1000
12.90 cfs Discharge(ft3lsec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection horn a round pipe flowing full,minimum taitwater condition(T...<0.5 a ameter)
Rev.12 93 8.06.3

Appendix

Table 4: HSGs for North Carolina Soil Types *
Urban areas runoff curve numbers fro SCS method (SCS 1986)
Cover Description Curve Number by HSG
A B J C D
Fully developed urban areas
Open Space (lawns, parks,golf courses, etc.)
Poor Condition (<50%Grass Cover) 68 79 86 89
Fair Condition (50%to 75%Grass Cover) 49 69 79 84
Good Condition (>75%Grass Cover) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc.) 98 98 98 98
Streets and roads:
Paved; curbs and storm sewers 98 98 98 I 98
_ Paved; open ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Developing Urban Areas
_ Newly graded areas 77 86 91 94
Pasture (<50%ground cover or heavily grazed) 68 79 86 89
_ Pasture (50%to 75%ground cover or not heavily grazed) 49 69 79 84
Pasture (>75%ground cover or lightly) 39 61 74 80
Meadow-continuous grass, protected from grazing and
generally mowed for hay 30 58 71 78
Brush (<50%ground cover) 48 67 77 83
Brush (50%to 75% ground cover) 35 56 70 77
Brush (>75%ground cover) 30 48 65 73
Woods (forest liter, small trees, and brush destroyed by heavy 45 66 77 83
grazing or regular burning
Woods (Woods are grazed but not burned, and some forrest 36 60 73 79
litter covers the soil)
Woods (Woods are protected from grazing, and litter and brush 30 55 70 77
adequately cover the soil)
*Table taken from NCDECI Sormwater Design Manual Part B: Calculations Guidance, revised 3/5/2017

Hydrologic Soil Group—Cabarrus County, North Carolina
0
v m
0
O] OJ
538200 538300 538400 538500 538600 538700 53E800 538900 539000 539100 539200 539300 539400 539500
35°14'49"N _ + 35°14'49"N
,,, : /,:t.:Sg." k..... ._ ''' i" , - 1, --a,. _ ...
4,,, -,.... - .. , Veff0.0.01 DD2C3
tS4.00'°11° ' !ii 1
it, .
i ,) - •
-14
wa., Kk6"_
I ink 147", • ""' '
.`�.••-.
TaB" •
_
CMA '>!� �", TaB = meek
4
t
TaB Ilk
c .w '4r 2x++ '7� 1
�
�000 G ap Goa:G1 _ ,eaDer1 7ia imGGo� c�aOQ° - i T w,'r4 r y r 4La.
35°14'20"N I ,' I- - ` '" 35°14'20"N
538200 538300 538400 538500 538600 538700 538800 538900 539000 539100 539200 539300 539400 539500
3 3
Map Scale:1:6,370 if printed on A landscape(11>'x 8.5>')sheet.
Meters
m N 0 50 100 200 300 m
Feet
0 300 600 1200 1800
Map projection:Web Mercator Com co er ordinates:WGS841 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 2/17/2022
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
C/D
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
BID
+-+-+ Rails Please rely on the bar scale on each map sheet for map
n C measurements.
,.� Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
1—I Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines projection,which preserves direction and shape but distorts
Background
• • A distance and area.A projection that preserves area,such as the
III Aerial Photography Albers equal-area conic projection,should be used if more
• • ND accurate calculations of distance or area are required.
o•*.* B This product is generated from the USDA-NRCS certified data as
B/D of the version date(s)listed below.
• • C Soil Survey Area: Cabarrus County, North Carolina
Survey Area Data: Version 21,Jan 21,2022
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
. • Not rated or not available Date(s)aerial images were photographed: Oct 28,2018—Nov
Soil Rating Points 20,2019
D A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p ND imagery displayed on these maps.As a result,some minor
▪ B shifting of map unit boundaries may be evident.
▪ B/D
USDA Natural Resources Web Soil Survey 2/17/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaF Badin channery silt C 1.3 0.7%
loam, 15 to 45 percent
slopes
ChA Chewacla sandy loam,0 B/D 9.9 5.1%
to 2 percent slopes,
frequently flooded
HeB Herndon silt loam,2 to 8 B 12.4 6.4%
percent slopes
KkB Kirksey silt loam, 1 to 6 C 54.0 27.8%
percent slopes
TaB Tarrus silt loam,2 to 8 B 69.3 35.7%
percent slopes
TaD Tarrus silt loam,8 to 15 B 47.0 24.2%
percent slopes
Totals for Area of Interest I 193.9 100.0%
t si)\ Natural Resources Web Soil Survey 2/17/2022
10.0 Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 2/17/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4