SW1230602_Design Calculations_20230705

Stormwater Management
Hydrology for
Legacy Soccer
Park
Location:
520 Piney Ridge Road
Forest City, NC 28043
Prepared by:
DESTINATION
LY DESIGN
........
CA -O
136 Furman Road, Ste. 6 ." F•• •�
Boone, NC 28607 �'
February 8, 2023 • �- =
Revised: 06-15-23 •
=;,�,9s.••P!Ngr•••
'
ASS
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Table of Contents
Inroduction 2
Methodology 2
Pre/Post-Development Analysis 2
Hydrologic Overview 2
POA 1 Pre/Post-Development Analysis 2
POA 2 Pre/Post-Development Analysis 3
Conclusion &Summary Tables 3
Figures
Figure 1:Location Map
Figure 2:FEMA Flood Panel Map
Figure 3:Pre-development Drainage Map
Figure 4:Post-development Drainage Map
Appendix A: Calculations
Curve Number(CN) Calculations
TR-55 Time of Concentration Input Parameters/Calculations
Wet Extended Detention&SCM Calculations
Appendix B:Hydrograph Summary Data
-1 -

Introduction
This report contains the stormwater impact analysis for The Legacy Soccer Park located
at 520 Piney Ridge Road in Forest City,NC (Figure 1). Currently,the existing site
contains open pasture and a few stands of trees. The proposed project will consist of
multiple new soccer fields, a plaza area with buildings and mini fields, sidewalks, a
maintenance building, associated parking areas,and new landscaping. The site is in the
not in the floodplain according to NCDFIRM 3710153800J dated 07/02/08 (Figure 2).
Methodology
Valor Engineering used the NCDEQ Stormwater Design Manual,the North Carolina
Erosion and Sediment Control Planning and Design Manual, and the North Carolina
Division of Highways Guidelines for Drainage Studies and Hydraulic Design for all
methodologies and design criteria. Destination by Design used the SCS method for all
hydrographs and storage calculations, and time of concentrations (Tc)were calculated
using Technical Release 55. All hydrographs were produced by Hydraflow
Hydrographs®Version 2004 by InteliSolve and InRoads Civil Site Suite and Microsoft
Excel were used for pipe and drainage structure analysis. For further details and
methodology,refer to Appendix A for calculations and Appendix B for hydrographs.
Pre/Post-Development Analysis
Hydrologic Overview
The project area may be considered as two drainage basins both prior to and after
development. Points of Analysis (POA's) were established at downstream property
locations where stormwater runoff is anticipated to leave the property or at critical
locations in the stormwater system. These POA's remain in the same location pre to
post-development and establish quantified reference points for all hydrologic analysis.
All post-development peak flows (Qpeak) at the POA's are attenuated to be no greater
than the pre-development Qpeak's for the 25-yr storm event.
POA 1 Pre/Post-Development Analysis
Prior to development, Basin 1 consists of open pasture,a portion of the existing
subdivision (offsite) to the east,and a few tree stands. Currently, stormwater flows to
the East where it enters an existing stream and leaves the site (POA 1).
Post-development, Basin 1 is reduced in size and consists of a portion of the proposed
landscape areas behind the back-of-curb, a portion of the existing subdivision(offsite) to
the east, and a few tree stands. Because of the reduction in drainage basin area,all post-
development Qpeak's at POA 1 were below the pre-development Qpeak's without the
need for a stormwater pond. For a more detailed summary,refer to the summary tables
under"Conclusion and Summary Tables." No proposed impervious area flows to this
POA.
-2-

POA 2 Pre/Post-Development Analysis
Prior to development, Basin 2 consists of open pasture,a portion of the existing
subdivision (offsite) to the northwest, and a few tree stands. Currently, stormwater
flows to the South where it enters an existing stream and leaves the site (POA 2).
Post-development,Basin 2 is broken into two subbasins: Basin 2A,which drains to the
Wet Extended Detention Pond, and Basin 2B,which by-passes the pond. Basin 2A shall
include the new soccer fields,the plaza area with buildings and mini fields, sidewalks,
the maintenance building,parking areas, and new landscaping. Basin 2B shall include
the by-pass from the offsite subdivision to the Northwest and landscape areas. All post-
development Qpeak's at POA 2 were attenuated below the pre-development Qpeak's.
For a more detailed summary,refer to the summary tables under"Conclusion and
Summary Tables."
Conclusion & Summary Tables
Valor Engineering concludes that the proposed development and the proposed Wet
Extended Detention Pond will provide adequate storm water runoff attenuation and
water quality.
Table 1: Basin Area Summary
Pre-Development Post-Development
Basin ID Areas (Acres) Area (Acres)
Basin 1 33.76 14.83
30.27
Basin 2 28.66 17.32
62.42 62.42
Table 2: Curve Number (CN) Summary
Pre-Development Post-Development
Basin ID CN CN
Basin 1 61.3 62.3
Basin 2A 77.8
60.6
Basin 2B 60.7
Table 3: Time of Concentration,Tc Summary
Pre/Post Pre/Post Pre/Post Pre- Post-
Sheet Flow Shallow Channel Developed Developed
Basin (min) Conc. Flow Flow (min) Tc (min) Tc (min)
Basin 1 70.7 / 47.7 2.1 / 1.6 8.7 / 5.9 81.5 55.1
Basin 2A / 61.1 / 0.9 / 2.1 64.1
78.1 2.2 13.4 93.7
Basin 2B / 78.1 / 1.8 / 9.1 89.0
-3-

Table 4: 24-hr
Rainfalls
Return 24-hour
Period Rainfall
1 3.21
2 3.87
5 4.84
10 5.61
25 6.66
NOAA Atlas 14, Volume 2, Version 3 .,�,
�,�''"�° `` ,. Location name: Forest City, North Carolina, USA" �'�
i X I Latitude: 35.3285°, Longitude: -81.9083° 7oflA N
• OP Elevation: 1027.28 ft**
,,orts di f *source: ESRI Maps '"N. :se
"source: USGS •*,"'
Table 5: Qpeak Summaries
POA 1
Return Pre-Developed Post-Developed A Qpeak % Increase
Period Flow (Qpeak/ Cfs) Flow (Qpeak/ cfs) (cfs) Qpeak
1 4.47 2.89 -1.58 -35.3%
2 8.61 5.53 -3.08 -35.8%
5 16.52 10.40 -6.12 -37.0%
10 23.90 14.85 -9.05 -37.9%
25 34.99 21.46 -13.53 -38.7%
POA 2
Return Pre-Developed Post-Developed A Qpeak % Increase
Period Flow (Qpeak, CfS) Flow (Qpeak/ CfS) (cfs) Qpeak
1 3.23 2.34 -0.89 -27.6%
2 6.30 4.36 -1.94 -30.8%
5 12.23 10.96 -1.27 -10.4%
10 17.84 15.66 -2.18 -12.2%
25 26.35 25.43 -0.92 -3.5%
-4-

Figures

FIGURE 1: LOCATION MAP
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Appendix A:
Calculations

Calculations:
Curve Number Calculations

Curve Number Calculations: Pre-
Development
Pre Basin 1
Total Acres 33.76
Acres CN
Impervious Surface 1.41 98.0
Existing Open Space (Good Condition) 25.10 61.0
Woods (Good) 7.25 55.0
Composite CN: 33.76 61.3
Pre Basin 2
Total Acres 28.66
Acres CN
Impervious Surface 1.32 98.0
Existing Open Space (Good Condition) 17.21 61.0
Woods (Good) 10.13 55.0
Composite CN: 28.66 60.6

Curve Number Calculations: Post-
Development
Post Basin 1
Total Acres 14.83
Acres CN
Existing Impervious Surface 1.16 98.0
Proposed Impervious Surface 0.00 98.0
Existing Open Space (Good Condition) 8.63 61.0
Proposed Disturbed Pervious Open Space 0.90 63.0
Woods (Good) 4.14 55.0
Composite CN: 14.83 62.3
Post Basin 2A
Total Acres I 30.27
Acres CN
Existing Impervious Surface 0.46 98.0
Proposed Impervious Surface 6.41 98.0
Existing Open Space (Good Condition) 1.68 61.0
Proposed Disturbed Pervious Open Space 24.31 63.0
Woods (Good) 0.89 55.0
Composite CN: 33.75 77.8
Post Basin 2B (By-Pass)
Total Acres I 17.32
Acres CN
Existing Impervious Surface 1.11 98.0
Proposed Impervious Surface 0.00 98.0
Existing Open Space (Good Condition) 6.84 61.0
Proposed Disturbed Pervious Open Space 1.31 63.0
Woods (Good) 8.06 55.0
Composite CN: 17.32 60.7

Calculations:
Tc Calculations

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 200.0 150.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 1.50 2.00 0.00
Travel Time (min) = 52.76 + 17.95 + 0.00 = 70.71
Shallow Concentrated Flow
Flow length (ft) = 350.00 0.00 0.00
Watercourse slope (%) = 3.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.79 0.00 0.00
Travel Time (min) = 2.09 + 0.00 + 0.00 = 2.09
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 5.00 0.00 0.00
Channel slope (%) = 2.00 0.00 0.00
Manning's n-value = 0.065 0.015 0.015
Velocity (ft/s) = 2.30 0.00 0.00
Flow length (ft) = 1200.0 0.0 0.0
Travel Time (min) = 8.69 + 0.00 + 0.00 = 8.69
Total Travel Time, Tc 81.48 min

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 200.0 200.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 1.50 1.50 0.00
Travel Time (min) = 52.76 + 25.35 + 0.00 = 78.11
Shallow Concentrated Flow
Flow length (ft) = 300.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.28 0.00 0.00
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 5.00 0.00 0.00
Channel slope (%) = 1.50 0.00 0.00
Manning's n-value = 0.065 0.015 0.015
Velocity (ft/s) = 1.99 0.00 0.00
Flow length (ft) = 1600.0 0.0 0.0
Travel Time (min) = 13.37 + 0.00 + 0.00 = 13.37
Total Travel Time, Tc 93.67 min

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
POST Basin 1 (POST POA 1)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 175.0 125.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 3.00 4.00 0.00
Travel Time (min) = 35.93 + 11.76 + 0.00 = 47.69
Shallow Concentrated Flow
Flow length (ft) = 300.00 0.00 0.00
Watercourse slope (%) = 4.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.23 0.00 0.00
Travel Time (min) = 1.55 + 0.00 + 0.00 = 1.55
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 5.00 0.00 0.00
Channel slope (%) = 2.00 0.00 0.00
Manning's n-value = 0.065 0.015 0.015
Velocity (ft/s) = 2.30 0.00 0.00
Flow length (ft) = 815.0 0.0 0.0
Travel Time (min) = 5.90 + 0.00 + 0.00 = 5.90
Total Travel Time, Tc 55.14 min

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
POST Basin 2A (to Pond)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 200.0 50.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 1.50 1.50 0.00
Travel Time (min) = 52.76 + 8.36 + 0.00 = 61.12
Shallow Concentrated Flow
Flow length (ft) = 200.00 0.00 0.00
Watercourse slope (%) = 5.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.61 0.00 0.00
Travel Time (min) = 0.92 + 0.00 + 0.00 = 0.92
Channel Flow
X sectional flow area (sqft) = 1.76 0.00 0.00
Wetted perimeter (ft) = 4.70 0.00 0.00
Channel slope (%) = 2.50 0.00 0.00
Manning's n-value = 0.010 0.015 0.015
Velocity (ft/s) = 12.20 0.00 0.00
Flow length (ft) = 1500.0 0.0 0.0
Travel Time (min) = 2.05 + 0.00 + 0.00 = 2.05
Total Travel Time, Tc 64.09 min

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
POST Basin 2B (By-Pass)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 200.0 200.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 1.50 1.50 0.00
Travel Time (min) = 52.76 + 25.35 + 0.00 = 78.11
Shallow Concentrated Flow
Flow length (ft) = 300.00 0.00 0.00
Watercourse slope (%) = 3.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.79 0.00 0.00
Travel Time (min) = 1.79 + 0.00 + 0.00 = 1.79
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 5.00 0.00 0.00
Channel slope (%) = 2.50 0.00 0.00
Manning's n-value = 0.065 0.015 0.015
Velocity (ft/s) = 2.57 0.00 0.00
Flow length (ft) = 1400.0 0.0 0.0
Travel Time (min) = 9.07 + 0.00 + 0.00 = 9.07
Total Travel Time, Tc 88.96 min

Calculations:
Wet Extended Detention & SCM Calculations

Pond Report
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:28 PM
Pond No. 3 - POND
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 1016.00 13,480 0 0
1.00 1017.00 18,942 16,211 16,211
2.00 1018.00 22,543 20,743 36,954
3.00 1019.00 25,254 23,899 60,852
4.00 1020.00 28,078 26,666 87,518
5.00 1021.00 33,990 31,034 118,552
6.00 1022.00 36,643 35,317 153,869
7.00 1023.00 39,352 37,998 191,866
8.00 1024.00 42,117 40,735 232,601
9.00 1025.00 44,940 43,529 276,129
10.00 1026.00 47,819 46,380 322,509
11.00 1027.00 50,754 49,287 371,795
12.00 1028.00 53,746 52,250 424,045
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 36.00 3.00 6.00 6.00 Crest Len(ft) = 16.00 0.00 0.00 0.00
Span(in) = 36.00 3.00 18.00 18.00 Crest El.(ft) = 1026.50 0.00 0.00 0.00
No.Barrels = 1 1 1 1 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 1015.00 1020.00 1023.00 1025.25 Weir Type = Riser --- --- ---
Length(ft) = 100.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 2.00 0.00 0.00 0.00
N-Value = .010 .013 .013 .013
Orif.Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes Yes Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Elev(ft) Stage/ Discharge Elev(ft)
1030.00 1030.00
1028.00 1028.00
1026.00 - 1026.00
1024.00 1024.00
1022.00 1022.00
1020.00 1020.00
1018.00 1018.00
1016.00 1016.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00
Total Q CuIv B CuIv C - Culy D Discharge(cfs)
WeirA

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Permanent Pool Surface Area Calculations
Wet Pond Drainage Area(A): 1,357,391 sf
BUA(sf): 400,487 sf
% Impervious(I): 29.5%
Permanent Pool Average Depth 4 ft
SA/DA(from Table) 0.94
Minimum Permanent Pool Surface Area: 12,759 sf
Provided Permanent Pool Surface Area: 28,078 sf
OK
Water Quality Volume Calculations
WQv=3630 x 1"x Rv x A(acres)
Rv=0.05+0.009(I)
Rv= 0.3155
Minimum Required WQv= 35,692 cf
Provided WQv (Permanent Pool Volume) 87,518 cf
OK
Forebay Volume Calculations
Forebay Volume: 14,860 cf
Permanent Pool Volume 87,518
% Forebay Volume(15-20%): 16.98%
OK
Forebay Nonerosive Velocity Calculations
Width of Weir: 6 ft
Length of Weir: 48 ft
Flow Rate for 1-inch Storm Event: 0.33 cfs
Depth of Flow Over Weir: 0.0168 ft
Flow Area: 0.8064 ft2
Velocity: 0.409 ft/sec
OK

Drawdown Time Calculations
Q=CDA(2gHo)0.5
Q=Dischage(cfs)
CD=Coefficient of discharge(unitless)
A-Cross Sectional Area of orifice entrance(sf)
g=Acceleration of gravity(32.2 ft/sec2)
Ho-Driving Head from water surface to centroid of
orifice(ft). **usually use Ho/ 3 to compute
drawdown through an orifice to reflect the fact
that the head is decreasing as drawdown occurs.
CD= 0.6
Orifice Diameter(inches) 3 inches
A= 0.04909 sf
g= 32.2 ft/sec2
Ho= 1.075 ft
Ho/ 3 (for drawdown) = 0.3583
Q= 0.14148 cf/sec
Volume for drawdown(WQv) = 35,692 cf
Drawdown Time in Seconds 252,271 sec
Drawdown Time(2-5 days) 2.92 days
OK

Bouyant Force on any body is equal to the weight of the fluid displaced i
Bouyant Force=Fz'-Fz(if=0,in equilibrium. ]
Fz= Weight of Object
Fz' = Weight of Fluid Displaced
gwater= 62.4 lb/ft3
gconcrete= 145 lb/ft3
Riser Dimensions(Outside
Width(W) =
Length(L) =
Height(H) = 10.5
Total Volume of Water Displaced= 262.5
Fz' = 16,380
Concrete Thickness(T) = i. 0.5
„F ItTotal Volume Of Concrete
,_;.' (exculding bottom) = 94.5
Orifice A Diameter(in) = 5
WEIR A FACE Orifice A Lost Force= 10
AREA /
Orifice B Diameter(in) = 0
Orifice B Lost Force= 0
Outlet Pipe Diameter(in) = 36
II Outlet Pipe Lost Force= 512
Weir A Face Area(ft2) = 0.75
} Weir A Lost Force= 54.375
L Weir B Face Area(ft2) = 0.75
F BOTTOM OF POND Weir B Lost Force= 54.375
BConcrete Top on Riser? Yes
•
tq Additional Force from Top= 1812.5
Fz= 14,884
Fz'-Fz= 1,496
Status of Structure= Floating
B(Additional Concrete Bottom) = 1.5
Additional Weight= 5437.5
New Fz'-Fz= -3941.39
OK!Not Floatil

Appendix B :
Hydrograph Summary Data

Hydrograph Return Period Recap
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 4.47 8.61 16.52 23.90 34.99 PRE Basin 1 (PRE POA 1)
2 SCS Runoff 3.23 6.30 12.23 17.84 26.35 PRE Basin 2(PRE POA 2)
4 SCS Runoff 2.89 5.53 10.40 14.85 21.46 POST Basin 1 (POST POA 1)
5 SCS Runoff 19.93 28.45 41.77 52.76 68.09 POST Basin 2A(to Pond)
6 Reservoir 5 1.06 2.78 5.40 7.29 12.78 2A->Pond
7 SCS Runoff 2.02 3.94 7.65 11.15 16.45 POST Basin 2B(By-Pass)
8 Combine 6,7 2.89 4.94 11.67 16.45 25.54 POST POA 2
Proj. file: Forest City Hydrology Calcs.gpw Friday, Feb 17 2023, 10:06 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Data:
PRE POA 1
Pre Basin 1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 4.47 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=56,532 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 -- 1 Yr 0 (cfs)
5.00 5.00
4.00 4.00
I
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 8.61 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=93,849 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 --2 Yr 0 (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 3 5 8 11 13 16 19 21 24 27
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 16.52 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 159,360 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 --5 Yr 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 J 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 23.90 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=218,346 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 -- 10 Yr 0 (cfs)
24.00 r\ 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 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 34.99 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=306,379 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 -- 25 Yr 0 (cfs)
35.00 35.00
30.00 30.00
25.00 I 25.00
20.00 1 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 1 Time (hrs)

Hydrograph Summary Data:
POST POA 1
Post Basin 1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 2.89 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=26,542 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 -- 1 Yr 0 (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 5.53 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=43,391 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 --2 Yr 0 (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 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12 AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 10.40 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=72,722 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 -- 5 Yr 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 J 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 14.85 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=98,976 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 -- 10 Yr Q (cfs)
15.00 15.00
12.00 12.00
9.00 I 9.00
6.00 6.00
3.00 3.00
0.00 J 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 21.46 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=137,992 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 -- 25 Yr 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 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 4

Hydrograph Summary Data:
PRE POA 2
Pre Basin 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 3.23 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=45,303 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 -- 1 Yr 0 (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 I 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 6.30 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=76,068 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 --2 Yr 0 (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 I 1.00
0.00 — 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 12.23 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 130,392 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 --5 Yr 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 J 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 17.84 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 179,525 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 -- 10 Yr 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 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 26.35 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=253,081 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 -- 25 Yr 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 J 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time (hrs)

Hydrograph Summary Data:
POST POA 2
Post Basin 2A->Pond 1 + Post Basin 2B

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A(to Pond)
Hydrograph type = SCS Runoff Peak discharge = 19.93 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 140,267 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5 -- 1 Yr 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 3 5 8 11 13 16 19 21 24 27
Hyd No. 5 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A (to Pond)
Hydrograph type = SCS Runoff Peak discharge = 28.45 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 195,677 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5 --2 Yr Q (cfs)
30.00 30.00
n
25.00 I 25.00
L
20.00 20.00
15.00 15.00
10.00 1 10.00
5.00 5.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A (to Pond)
Hydrograph type = SCS Runoff Peak discharge = 41.77 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=283,030 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5 -- 5 Yr 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 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A (to Pond)
Hydrograph type = SCS Runoff Peak discharge = 52.76 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=355,860 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5 -- 10 Yr 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
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A(to Pond)
Hydrograph type = SCS Runoff Peak discharge = 68.09 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=458,596 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5-- 25 Yr 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 3 5 8 11 13 16 19 21 24 27
Hyd No. 5 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:28 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 0.87 cfs
Storm frequency = 1 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1023.20 ft
Reservoir name = POND Max. Storage = 200,021 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=110,956 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 -- 1 Yr 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 l 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:29 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 2.53 cfs
Storm frequency = 2 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1023.59 ft
Reservoir name = POND Max. Storage = 215,735 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=165,541 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 --2 Yr 0 (cfs)
30.00 30.00
I
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 J 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
— Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:29 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 4.75 cfs
Storm frequency = 5 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1024.64 ft
Reservoir name = POND Max. Storage = 260,236 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=251,905 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 -- 5 Yr 0 (cfs)
50.00 50.00
40.00 S 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 / 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
— Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:29 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 6.92 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1025.56 ft
Reservoir name = POND Max. Storage = 302,003 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=323,608 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 -- 10 Yr Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 i 30.00
20.00 20.00
10.00 10.00
0.00 ' I \ 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
— Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:29 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 13.74 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1026.63 ft
Reservoir name = POND Max. Storage = 353,638 cuft
Storage Indication method used. Wet pond routing start elevation= 1020.00 ft. Hydrograph Volume=425,398 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 -- 25 Yr 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
i
10.00 10.00
21
0.00 - 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 2.02 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=27,484 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 -- 1 Yr 0 (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
1
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 3.94 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=46,070 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 --2 Yr 0 (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Time (hrs)
— Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 7.65 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=78,861 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 -- 5 Yr Q (cfs)
8.00 8.00
I
6.00 6.00
4.00 4.00
2.00 2.00
0.00 J 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 11.15 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 108,501 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 -- 10 Yr 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 3 5 8 11 13 16 19 21 24 27
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 16.45 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=152,853 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 -- 25 Yr Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 I 3.00
0.00 - 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:35 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 2.34 cfs
Storm frequency = 1 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume= 138,440 cuft
POST POA 2
Q (cfs) Hyd. No. 8 -- 1 Yr O (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:35 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 4.36 cfs
Storm frequency = 2 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume=211,610 cuft
POST POA 2
Q (cfs) Hyd. No. 8 --2 Yr Q (cfs)
5.00 5.00
4.00 J 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:35 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 10.96 cfs
Storm frequency = 5 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume=330,766 cuft
POST POA 2
Q (cfs) Hyd. No. 8 -- 5 Yr Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 1 4.00
2.00 2.00
0.00 '' 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:36 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 15.66 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume=432,109 cuft
POST POA 2
Q (cfs) Hyd. No. 8 -- 10 Yr 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 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:36 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 25.43 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume=578,252 cuft
POST POA 2
Q (cfs) Hyd. No. 8 -- 25 Yr 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 ---\N--r 4.00
0.00 0.00
0 9 17 26 35 43 52 61 69 78 87 95
Time (hrs)
Hyd No. 8 — Hyd No. 6 Hyd No. 7