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PRELIMINARY STORMWATER MANAGEMENT DRAINAGE REPORTHamlet on JeromeDublin, OH
January 29, 2019
2016.02315 Page 1
Prepared By:
2550 Corporate Exchange Drive, Suite 300Columbus, Ohio 43231
TABLE OF CONTENTSStormwater Management Narrative1.0 Project Information.......................................................................................................................22.0 Existing Drainage Conditions .........................................................................................................23.0 Developed Drainage Conditions .................................................................................................3-4
3.1 General Stormwater Control Narrative ..............................................................................33.2 Stormwater Quantity Control .........................................................................................3-43.2 Stormwater Quality Control...............................................................................................43.3 Storm Sewer ......................................................................................................................43.3 Flood Routing Calculations ................................................................................................5
4.0 Summary and Conclusions ............................................................................................................5
AppendicesAppendix A – Project Site Data
Project Location Map USDA Soils Data
Appendix B – Critical Storm CalculationAppendix C – Pre-Development Calculations
Tributary Area Map Model Calculations
Appendix D – Post-Development Calculations Tributary Area Map Model Calculations
Appendix E – Routed Calculations Model Calculations Outlet Structure Detail
Appendix F – Water Quality CalculationsAppendix G – Flood Routing Calculations Appendix H – Storm Sewer Calculations
Registered Engineer E-76866 Date
Page 2
1.0 Project InformationThe proposed project is located in Dublin, OH of Union County and consists of 8.687 acres of grassy area with scattered tree cover, some existing impervious areas, and an un-named creek flowing from northwest to southeast across the site. The proposed development will include 17 single family lots with associated driveways and walks, open space and reserves, along with the road extension of Roma Drive and the addition of Hamlet Court. The development will disturb 5.022 acres of the 8.687 acre site. Detention for the project will be provided per a wet retention basin located in the same vicinity as the existing onsite pond.
The report will account for all tributary drainage, offsite and onsite, and design a storm detention system using the “Critical Storm Method” and the City of Dublin Stormwater Management Design Manual (CODSMDM). Additionally, the water quality requirements of the Ohio EPA and the City of Dublin will be met.
A project location map and soils map can be found in Appendix A of this report.
2.0 Existing Drainage ConditionsThe project site located in Dublin, Ohio consisting of “Blount silt loam,” “Glynwood clay loam” and “Glynwood silt loam,” soils having a hydrologic soil group rating of ‘D” suggests that in the current conditions there is a high chance of runoff. The pre-developed tributary area consists of 5.186 acres of offsite drainage consisting of mostly trees with brush and some grassy areas and 5.022 acres of onsite drainage consisting of a grassy area filled with trees and brush along with some areas of impervious conditions. These conditions result in a CN of 79 for the offsite area and a CN of 83 for the onsite drainage area. Additionally, the pre-developed time of concentration (TC) for the offsite tributary area is 37.1 minutes, while the TC for the onsite drainage is 13.9 minutes. Calculations for both the CNs and TCs can be found in Appendix C.
In the current condition the site drains from north to south across the site into the existing onsite pond, with an offsite area draining to a point along the northwest property line and then being piped into the existing pond. From the existing pond the site drains into a small creek (unclassified) that runs across the site from northwest to southeast. The site drainage ultimately makes its way to the North Fork Indian Run via unnamed creeks and ditches.
The allowable release rates are based on the City of Dublin Stormwater Master Plan. The master plan sets forth the maximum allowable release rates based on drainage areas within set sub-basins. The total allowable release rates can be seen in Table 3.2.1 below. Under the current conditions, the site drains to the existing pond and into the onsite creek. The site will continue to drain to area into the proposed wet retention basin and then into the onsite creek through the proposed storage outlet structure.
Rainfall data was taken from the City of Dublin Stormwater Management Design Manual, a pre-developed tributary area map and pre-developed runoff calculations using HydroCAD Version 10.00 by HydroCAD Software Solutions, LLC can be found in Appendix C of this report.
Page 3
3.0 Developed Drainage ConditionsThe post-development conditions will be modified as described in the project description of this report. Due to the construction, a storm system will be required that outlets into a basin and an outlet control structure will be used for water quality and quantity treatment. The basin will provide storage for storm events from 1 to 100 year events. The proposed wet retention basin will outlet into an onsite creek, ultimately making its way to the North Fork Indian Run. The post-developed tributary area consists of 5.156 acres (with the additional 5.186 acres of offsite drainage being modeled as a pass through) of grassy areas with trees and houses and all associated walks and drives, along with public roadway and associated walks, which results in a weighted CN of 90. Additionally, the post-developed time of concentration (TC) is 10.0 minutes.
The existing home and lot that occupy the southwest side of the site, on the opposite side of the creek, will not be disturbed and will continue to outlet undetained into the creek. This acreage, along with the offsite acreage that drains into the existing creek, was analyzed to ensure that the existing creek would be able to accommodate and new flowrates from the proposed development. The offsite area that drains to the creek consists of 5.960 acres of wooded land with a CN of 79 and a TC of 33.0 total minutes. The existing property and undetained site acreage that drains in the creek equals 1.600 acres with a weighted CN of 83 and a TC of 10.0 minutes.
The proposed tributary map for the post-developed conditions can be found in Appendix D, along with the CN and TC calculations.
3.1 General Stormwater Control NarrativeThe critical storm event was calculated by comparing the pre-developed conditions to the post-developed conditions 1-year, 24-hour event using the SCS Type II distribution curve. Detailed Calculations can be found in Appendix B.
A percentage increase of 56% results in a critical storm of a 10-year event per City of Dublin Stormwater Management Design Manual, Chapter 2: Hydrologic & Hydraulic Design Criteria, Table 2-5 Critical Storm Determination. The post-developed 10-year storm and all more frequent post-developed storms will be released at the same rate as the 1 year event in the pre-developed conditions. Additional post-developed storm events from 25-100 year will be released at equal to or less than their existing storm event.
3.2 Stormwater Quantity ControlThe developed site lies within sub-basin 8070 (156.430 acres) of the North Fork Indian Run watershed in the City of Dublin Stormwater Master Plan. Through analysis of the sub-basin the maximum allowable release rate was calculated. For our proposed development, City of Dublin Stormwater Master Plan will govern the allowable release rates. See Table 3.2.1 below.
Page 4
Table 3.2.1 Proposed Basin Allowable Release Rates
Storm Event
Sub-Basin #8070 Total Allowed (cfs)
Proposed Site Release Rate per City of Dublin
Master Plan (cfs)
Offsite Pre-Developed (pass through)
Allowable Release Rate
(Acres) 156.43 5.156 5.1861-year 30 0.99 2.25 3.242-year 38 0.99 3.40 4.395-year 47 0.99 5.18 6.17
10-year* 55 0.99* 6.73 7.7225-year 71 2.34 9.01 11.3550-year 93 3.07 10.96 14.03
100-year 119 3.92 13.05 16.97*Denotes Critical Storm Event
Table 3.2.2 Proposed Basin Outlet Structure
Invert Description975.00 24” Outlet Pipe975.00 2.75” Water Quality Orifice976.04 8H”x23W” Window977.71 11H”x24W” Window979.63 Top of Structure Grate
*Outlet Structure Detail can be found in Appendix E
Table 3.2.3 Post-Developed Stormwater Management Summary
Storm Event
Allowable Release
Rate
Post-Development Flow from Proposed Site Improvements
(cfs)
Detention Basin Release
Rates (cfs)
Detention Elevation
(feet)
Required Storage Volume
(acre-feet)
Percent of Allowable
Peak Discharge (%)
1 year 3.24 9.84 2.34 976.53 0.345 72.22
2 year 4.39 12.71 4.13 976.80 0.414 94.08
5 year 6.17 16.83 6.08 977.27 0.544 98.54
10 year 7.72 20.22 7.42 977.71 0.673 96.11
25 year 11.35 24.95 10.84 978.20 0.824 95.51
50 year 14.03 28.87 13.90 978.51 0.924 99.07
100 year 16.97 32.97 16.80 978.80 1.025 99.00
Page 5
From analysis of the stormwater release rate calculations, the post-development rate for all storms does not exceed the pre-development rate, therefore the existing stream will be able to handle the basin release rates without any improvements. All of these calculations can be found in Appendix E.
3.3 Stormwater Quality ControlWater quality drawdown per the Ohio EPA NPDES Permit No.: OHC000005 has been provided for the entire 10.340 acre tributary area. Per Table 2 of the permit, “Wet Extended Detention Basins” shall provide a drain time of 24-hours. Additionally, the Extended Detention Volume (EDv) for a “Wet Extended Detention Basin” is to be sized at 100% of the Water Quality Volume (WQv) and the first half of the EDv shall not be released in the first one-third of the drain time. Based on this, the EDv for the basin is 0.225 acre-feet at an elevation of 976.04. Additionally, 0.112 acre-feet shall not be released in less than 8-hours.
Calculations for Water Quality Volumes and Drawdown can be found in Appendix F.
3.4 Storm Sewer An onsite storm sewer system designed for the 5-year design storm and 10-year HGL check storm, per City of Dublin Stormwater Management Design Manual, will be installed to convey stormwater for the development to the proposed retention basin. Additionally, flood routing for storm events up to the 100-year event has been provided overland to the Basin.
3.5 Flood RoutingFlood routing calculations have been taken into consideration in the event of a 100-year storm. With the onsite storm sewer system running at full capacity during the 10-year storm, overland flood routing has been designed so that the peak elevation of runoff at the 100-year storm does not reach the height of one foot below the finished floor elevation of any adjacent, proposed building.
Calculations for Flood Routing can be found in Appendix G.
4.0 Summary and ConclusionsThis project has analyzed the pre-developed and post-developed conditions for all storm frequencies (1-100 year) to determine the allowable peak discharge rates and storage requirements, while taking into account water quality calculations. The basin and storm system have been designed to meet or exceed the detention requirements set forth by the City of Dublin and the Ohio EPA NPDES Permit No.: OHC000005.
Accordingly, we believe the proposed improvements will not adversely affect this site, adjacent property owners, or the City of Dublin.
2016.02315
Appendix A – Project Site Data
Project Location Map
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2016.02315
Appendix B – Critical Storm Calculation
Critical Storm Calculation Page
1 of 1
Project: Hamlet on Jerome
Job #: 2017.0118 Calc By:
Location: Dublin, OH MHS
Date 9/18/18 Chk By:
BJM
Existing Conditions
1 Year, 24 Hour Storm
Project Area 5.022 Acres
Ranfail, P 2.20 Inches
Curve Number, CN 83
Runoff, Q 5.50 CFS
Total Runoff Volume 0.348 Acre-Feet
Developed Conditions
1 Year, 24 Hour Storm
Project Area 5.156 Acres
Ranfail, P 2.20 Inches
Curve Number, CN 90
Runoff, Q 9.84 CFS
Total Runoff Volume 0.543 Acre-Feet
Runoff Increse Due to Development
Existing Runoff 0.348 Acre-Feet
Development Runoff 0.543 Acre-Feet
Percent Increase 56 %
Critical Storm
59% Increase in Runoff; Requires a 10-year critical storm.
A. Stormwater runoff peak for the 10-year, developed storm will not exceed the
stormwater runoff peak for the 1 year, existing storm.
B. For storms great than the 10-year storm, the developed stormwater runoff will
not exceed the existing stormwater runoff peak for each storm. Refer to the
stormwater runoff summary for allowable and design peaks.
2016.02315
Appendix C – Pre-Development Calculations
2
Onsite Pre-Developed
Tributary Area
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 6/29/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff = 5.50 cfs @ 12.07 hrs, Volume= 0.348 af, Depth> 0.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.20"
Area (ac) CN Description
0.294 79 Woods/grass comb., Good, HSG D0.398 98 Water Surface, HSG D
* 0.367 98 Impervious areas, HSG D3.963 80 >75% Grass cover, Good, HSG D
5.022 83 Weighted Average4.257 84.77% Pervious Area0.765 15.23% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
9.1 100 0.0310 0.18 Sheet Flow, Point H-IGrass: Short n= 0.150 P2= 2.63"
2.1 208 0.0560 1.66 Shallow Concentrated Flow, Point I-JShort Grass Pasture Kv= 7.0 fps
2.7 377 0.0242 2.33 Shallow Concentrated Flow, Point J-FGrassed Waterway Kv= 15.0 fps
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
13.9 709 Total
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
6
5
4
3
2
1
0
Type II 24-hr
1 YR Rainfall=2.20"
Runoff Area=5.022 ac
Runoff Volume=0.348 af
Runoff Depth>0.83"
Flow Length=709'
Tc=13.9 min
CN=83
5.50 cfs
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff = 7.69 cfs @ 12.06 hrs, Volume= 0.482 af, Depth> 1.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 2 YR Rainfall=2.63"
Area (ac) CN Description
0.294 79 Woods/grass comb., Good, HSG D0.398 98 Water Surface, HSG D
* 0.367 98 Impervious areas, HSG D3.963 80 >75% Grass cover, Good, HSG D
5.022 83 Weighted Average4.257 84.77% Pervious Area0.765 15.23% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
9.1 100 0.0310 0.18 Sheet Flow, Point H-IGrass: Short n= 0.150 P2= 2.63"
2.1 208 0.0560 1.66 Shallow Concentrated Flow, Point I-JShort Grass Pasture Kv= 7.0 fps
2.7 377 0.0242 2.33 Shallow Concentrated Flow, Point J-FGrassed Waterway Kv= 15.0 fps
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
13.9 709 Total
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
8
7
6
5
4
3
2
1
0
Type II 24-hr
2 YR Rainfall=2.63"
Runoff Area=5.022 ac
Runoff Volume=0.482 af
Runoff Depth>1.15"
Flow Length=709'
Tc=13.9 min
CN=83
7.69 cfs
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff = 10.99 cfs @ 12.06 hrs, Volume= 0.685 af, Depth> 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 5 YR Rainfall=3.24"
Area (ac) CN Description
0.294 79 Woods/grass comb., Good, HSG D0.398 98 Water Surface, HSG D
* 0.367 98 Impervious areas, HSG D3.963 80 >75% Grass cover, Good, HSG D
5.022 83 Weighted Average4.257 84.77% Pervious Area0.765 15.23% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
9.1 100 0.0310 0.18 Sheet Flow, Point H-IGrass: Short n= 0.150 P2= 2.63"
2.1 208 0.0560 1.66 Shallow Concentrated Flow, Point I-JShort Grass Pasture Kv= 7.0 fps
2.7 377 0.0242 2.33 Shallow Concentrated Flow, Point J-FGrassed Waterway Kv= 15.0 fps
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
13.9 709 Total
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 7HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
5 YR Rainfall=3.24"
Runoff Area=5.022 ac
Runoff Volume=0.685 af
Runoff Depth>1.64"
Flow Length=709'
Tc=13.9 min
CN=83
10.99 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 8HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff = 13.80 cfs @ 12.06 hrs, Volume= 0.860 af, Depth> 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.74"
Area (ac) CN Description
0.294 79 Woods/grass comb., Good, HSG D0.398 98 Water Surface, HSG D
* 0.367 98 Impervious areas, HSG D3.963 80 >75% Grass cover, Good, HSG D
5.022 83 Weighted Average4.257 84.77% Pervious Area0.765 15.23% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
9.1 100 0.0310 0.18 Sheet Flow, Point H-IGrass: Short n= 0.150 P2= 2.63"
2.1 208 0.0560 1.66 Shallow Concentrated Flow, Point I-JShort Grass Pasture Kv= 7.0 fps
2.7 377 0.0242 2.33 Shallow Concentrated Flow, Point J-FGrassed Waterway Kv= 15.0 fps
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
13.9 709 Total
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 9HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=5.022 ac
Runoff Volume=0.860 af
Runoff Depth>2.06"
Flow Length=709'
Tc=13.9 min
CN=83
13.80 cfs
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 10HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff = 17.81 cfs @ 12.06 hrs, Volume= 1.115 af, Depth> 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 25 YR Rainfall=4.44"
Area (ac) CN Description
0.294 79 Woods/grass comb., Good, HSG D0.398 98 Water Surface, HSG D
* 0.367 98 Impervious areas, HSG D3.963 80 >75% Grass cover, Good, HSG D
5.022 83 Weighted Average4.257 84.77% Pervious Area0.765 15.23% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
9.1 100 0.0310 0.18 Sheet Flow, Point H-IGrass: Short n= 0.150 P2= 2.63"
2.1 208 0.0560 1.66 Shallow Concentrated Flow, Point I-JShort Grass Pasture Kv= 7.0 fps
2.7 377 0.0242 2.33 Shallow Concentrated Flow, Point J-FGrassed Waterway Kv= 15.0 fps
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
13.9 709 Total
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 11HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25 YR Rainfall=4.44"
Runoff Area=5.022 ac
Runoff Volume=1.115 af
Runoff Depth>2.66"
Flow Length=709'
Tc=13.9 min
CN=83
17.81 cfs
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 12HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff = 21.18 cfs @ 12.06 hrs, Volume= 1.332 af, Depth> 3.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 50 YR Rainfall=5.02"
Area (ac) CN Description
0.294 79 Woods/grass comb., Good, HSG D0.398 98 Water Surface, HSG D
* 0.367 98 Impervious areas, HSG D3.963 80 >75% Grass cover, Good, HSG D
5.022 83 Weighted Average4.257 84.77% Pervious Area0.765 15.23% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
9.1 100 0.0310 0.18 Sheet Flow, Point H-IGrass: Short n= 0.150 P2= 2.63"
2.1 208 0.0560 1.66 Shallow Concentrated Flow, Point I-JShort Grass Pasture Kv= 7.0 fps
2.7 377 0.0242 2.33 Shallow Concentrated Flow, Point J-FGrassed Waterway Kv= 15.0 fps
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
13.9 709 Total
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 13HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50 YR Rainfall=5.02"
Runoff Area=5.022 ac
Runoff Volume=1.332 af
Runoff Depth>3.18"
Flow Length=709'
Tc=13.9 min
CN=83
21.18 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 14HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff = 24.75 cfs @ 12.06 hrs, Volume= 1.565 af, Depth> 3.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.63"
Area (ac) CN Description
0.294 79 Woods/grass comb., Good, HSG D0.398 98 Water Surface, HSG D
* 0.367 98 Impervious areas, HSG D3.963 80 >75% Grass cover, Good, HSG D
5.022 83 Weighted Average4.257 84.77% Pervious Area0.765 15.23% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
9.1 100 0.0310 0.18 Sheet Flow, Point H-IGrass: Short n= 0.150 P2= 2.63"
2.1 208 0.0560 1.66 Shallow Concentrated Flow, Point I-JShort Grass Pasture Kv= 7.0 fps
2.7 377 0.0242 2.33 Shallow Concentrated Flow, Point J-FGrassed Waterway Kv= 15.0 fps
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
13.9 709 Total
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 15HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 2: Onsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=5.022 ac
Runoff Volume=1.565 af
Runoff Depth>3.74"
Flow Length=709'
Tc=13.9 min
CN=83
24.75 cfs
1
Offsite Pre-Developed
Tributary Area
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 6/29/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff = 2.25 cfs @ 12.37 hrs, Volume= 0.274 af, Depth> 0.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.20"
Area (ac) CN Description
* 5.161 79 Woods/grass comb., Good, HSG D* 0.025 80 >75% Grass cover, Good, HSG D
5.186 79 Weighted Average5.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
2
1
0
Type II 24-hr
1 YR Rainfall=2.20"
Runoff Area=5.186 ac
Runoff Volume=0.274 af
Runoff Depth>0.63"
Flow Length=801'
Tc=37.1 min
CN=79
2.25 cfs
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff = 3.40 cfs @ 12.36 hrs, Volume= 0.395 af, Depth> 0.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 2 YR Rainfall=2.63"
Area (ac) CN Description
* 5.161 79 Woods/grass comb., Good, HSG D* 0.025 80 >75% Grass cover, Good, HSG D
5.186 79 Weighted Average5.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
3
2
1
0
Type II 24-hr
2 YR Rainfall=2.63"
Runoff Area=5.186 ac
Runoff Volume=0.395 af
Runoff Depth>0.91"
Flow Length=801'
Tc=37.1 min
CN=79
3.40 cfs
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff = 5.18 cfs @ 12.35 hrs, Volume= 0.584 af, Depth> 1.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 5 YR Rainfall=3.24"
Area (ac) CN Description
* 5.161 79 Woods/grass comb., Good, HSG D* 0.025 80 >75% Grass cover, Good, HSG D
5.186 79 Weighted Average5.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 7HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
5
4
3
2
1
0
Type II 24-hr
5 YR Rainfall=3.24"
Runoff Area=5.186 ac
Runoff Volume=0.584 af
Runoff Depth>1.35"
Flow Length=801'
Tc=37.1 min
CN=79
5.18 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 8HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff = 6.73 cfs @ 12.34 hrs, Volume= 0.750 af, Depth> 1.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.74"
Area (ac) CN Description
* 5.161 79 Woods/grass comb., Good, HSG D* 0.025 80 >75% Grass cover, Good, HSG D
5.186 79 Weighted Average5.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 9HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
7
6
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=5.186 ac
Runoff Volume=0.750 af
Runoff Depth>1.74"
Flow Length=801'
Tc=37.1 min
CN=79
6.73 cfs
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 10HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff = 9.01 cfs @ 12.33 hrs, Volume= 0.995 af, Depth> 2.30"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 25 YR Rainfall=4.44"
Area (ac) CN Description
* 5.161 79 Woods/grass comb., Good, HSG D* 0.025 80 >75% Grass cover, Good, HSG D
5.186 79 Weighted Average5.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 11HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25 YR Rainfall=4.44"
Runoff Area=5.186 ac
Runoff Volume=0.995 af
Runoff Depth>2.30"
Flow Length=801'
Tc=37.1 min
CN=79
9.01 cfs
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 12HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff = 10.96 cfs @ 12.33 hrs, Volume= 1.207 af, Depth> 2.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 50 YR Rainfall=5.02"
Area (ac) CN Description
* 5.161 79 Woods/grass comb., Good, HSG D* 0.025 80 >75% Grass cover, Good, HSG D
5.186 79 Weighted Average5.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 13HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50 YR Rainfall=5.02"
Runoff Area=5.186 ac
Runoff Volume=1.207 af
Runoff Depth>2.79"
Flow Length=801'
Tc=37.1 min
CN=79
10.96 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 14HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff = 13.05 cfs @ 12.33 hrs, Volume= 1.435 af, Depth> 3.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.63"
Area (ac) CN Description
* 5.161 79 Woods/grass comb., Good, HSG D* 0.025 80 >75% Grass cover, Good, HSG D
5.186 79 Weighted Average5.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 15HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1: Offsite Pre-Developed Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=5.186 ac
Runoff Volume=1.435 af
Runoff Depth>3.32"
Flow Length=801'
Tc=37.1 min
CN=79
13.05 cfs
2016.02315
Appendix D – Post-Development Calculations
3
Post-Development
Tributary Area
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 6/29/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 3: Post-Development Tributary Area
Runoff = 9.84 cfs @ 12.01 hrs, Volume= 0.543 af, Depth> 1.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.20"
Area (ac) CN Description
* 0.042 79 Woods/grass comb., Good, HSG D (offsite)0.983 98 Paved roads w/curbs & sewers, HSG D2.408 92 1/8 acre lots, 65% imp, HSG D0.197 98 Water Surface, HSG D1.526 80 >75% Grass cover, Good, HSG D
5.156 90 Weighted Average2.411 46.76% Pervious Area2.745 53.24% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.1 89 0.0447 0.21 Sheet Flow, Point A-BGrass: Short n= 0.150 P2= 2.63"
0.5 69 0.1078 2.30 Shallow Concentrated Flow, Point B-CShort Grass Pasture Kv= 7.0 fps
2.3 890 0.0080 6.44 20.23 Pipe Channel, Point C-D24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013
0.1 Direct Entry, Minimum TC = 10 minutes
10.0 1,048 Total
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 3: Post-Development Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
1 YR Rainfall=2.20"
Runoff Area=5.156 ac
Runoff Volume=0.543 af
Runoff Depth>1.26"
Flow Length=1,048'
Tc=10.0 min
CN=90
9.84 cfs
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 3: Post-Development Tributary Area
Runoff = 12.71 cfs @ 12.01 hrs, Volume= 0.706 af, Depth> 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 2 YR Rainfall=2.63"
Area (ac) CN Description
* 0.042 79 Woods/grass comb., Good, HSG D (offsite)0.983 98 Paved roads w/curbs & sewers, HSG D2.408 92 1/8 acre lots, 65% imp, HSG D0.197 98 Water Surface, HSG D1.526 80 >75% Grass cover, Good, HSG D
5.156 90 Weighted Average2.411 46.76% Pervious Area2.745 53.24% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.1 89 0.0447 0.21 Sheet Flow, Point A-BGrass: Short n= 0.150 P2= 2.63"
0.5 69 0.1078 2.30 Shallow Concentrated Flow, Point B-CShort Grass Pasture Kv= 7.0 fps
2.3 890 0.0080 6.44 20.23 Pipe Channel, Point C-D24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013
0.1 Direct Entry, Minimum TC = 10 minutes
10.0 1,048 Total
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 3: Post-Development Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
2 YR Rainfall=2.63"
Runoff Area=5.156 ac
Runoff Volume=0.706 af
Runoff Depth>1.64"
Flow Length=1,048'
Tc=10.0 min
CN=90
12.71 cfs
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 3: Post-Development Tributary Area
Runoff = 16.83 cfs @ 12.01 hrs, Volume= 0.946 af, Depth> 2.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 5 YR Rainfall=3.24"
Area (ac) CN Description
* 0.042 79 Woods/grass comb., Good, HSG D (offsite)0.983 98 Paved roads w/curbs & sewers, HSG D2.408 92 1/8 acre lots, 65% imp, HSG D0.197 98 Water Surface, HSG D1.526 80 >75% Grass cover, Good, HSG D
5.156 90 Weighted Average2.411 46.76% Pervious Area2.745 53.24% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.1 89 0.0447 0.21 Sheet Flow, Point A-BGrass: Short n= 0.150 P2= 2.63"
0.5 69 0.1078 2.30 Shallow Concentrated Flow, Point B-CShort Grass Pasture Kv= 7.0 fps
2.3 890 0.0080 6.44 20.23 Pipe Channel, Point C-D24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013
0.1 Direct Entry, Minimum TC = 10 minutes
10.0 1,048 Total
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 7HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 3: Post-Development Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
5 YR Rainfall=3.24"
Runoff Area=5.156 ac
Runoff Volume=0.946 af
Runoff Depth>2.20"
Flow Length=1,048'
Tc=10.0 min
CN=90
16.83 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 8HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 3: Post-Development Tributary Area
Runoff = 20.22 cfs @ 12.01 hrs, Volume= 1.146 af, Depth> 2.67"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.74"
Area (ac) CN Description
* 0.042 79 Woods/grass comb., Good, HSG D (offsite)0.983 98 Paved roads w/curbs & sewers, HSG D2.408 92 1/8 acre lots, 65% imp, HSG D0.197 98 Water Surface, HSG D1.526 80 >75% Grass cover, Good, HSG D
5.156 90 Weighted Average2.411 46.76% Pervious Area2.745 53.24% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.1 89 0.0447 0.21 Sheet Flow, Point A-BGrass: Short n= 0.150 P2= 2.63"
0.5 69 0.1078 2.30 Shallow Concentrated Flow, Point B-CShort Grass Pasture Kv= 7.0 fps
2.3 890 0.0080 6.44 20.23 Pipe Channel, Point C-D24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013
0.1 Direct Entry, Minimum TC = 10 minutes
10.0 1,048 Total
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 9HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 3: Post-Development Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=5.156 ac
Runoff Volume=1.146 af
Runoff Depth>2.67"
Flow Length=1,048'
Tc=10.0 min
CN=90
20.22 cfs
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 10HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 3: Post-Development Tributary Area
Runoff = 24.95 cfs @ 12.01 hrs, Volume= 1.432 af, Depth> 3.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 25 YR Rainfall=4.44"
Area (ac) CN Description
* 0.042 79 Woods/grass comb., Good, HSG D (offsite)0.983 98 Paved roads w/curbs & sewers, HSG D2.408 92 1/8 acre lots, 65% imp, HSG D0.197 98 Water Surface, HSG D1.526 80 >75% Grass cover, Good, HSG D
5.156 90 Weighted Average2.411 46.76% Pervious Area2.745 53.24% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.1 89 0.0447 0.21 Sheet Flow, Point A-BGrass: Short n= 0.150 P2= 2.63"
0.5 69 0.1078 2.30 Shallow Concentrated Flow, Point B-CShort Grass Pasture Kv= 7.0 fps
2.3 890 0.0080 6.44 20.23 Pipe Channel, Point C-D24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013
0.1 Direct Entry, Minimum TC = 10 minutes
10.0 1,048 Total
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 11HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 3: Post-Development Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
25 YR Rainfall=4.44"
Runoff Area=5.156 ac
Runoff Volume=1.432 af
Runoff Depth>3.33"
Flow Length=1,048'
Tc=10.0 min
CN=90
24.95 cfs
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 12HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 3: Post-Development Tributary Area
Runoff = 28.87 cfs @ 12.01 hrs, Volume= 1.671 af, Depth> 3.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 50 YR Rainfall=5.02"
Area (ac) CN Description
* 0.042 79 Woods/grass comb., Good, HSG D (offsite)0.983 98 Paved roads w/curbs & sewers, HSG D2.408 92 1/8 acre lots, 65% imp, HSG D0.197 98 Water Surface, HSG D1.526 80 >75% Grass cover, Good, HSG D
5.156 90 Weighted Average2.411 46.76% Pervious Area2.745 53.24% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.1 89 0.0447 0.21 Sheet Flow, Point A-BGrass: Short n= 0.150 P2= 2.63"
0.5 69 0.1078 2.30 Shallow Concentrated Flow, Point B-CShort Grass Pasture Kv= 7.0 fps
2.3 890 0.0080 6.44 20.23 Pipe Channel, Point C-D24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013
0.1 Direct Entry, Minimum TC = 10 minutes
10.0 1,048 Total
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 13HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 3: Post-Development Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
50 YR Rainfall=5.02"
Runoff Area=5.156 ac
Runoff Volume=1.671 af
Runoff Depth>3.89"
Flow Length=1,048'
Tc=10.0 min
CN=90
28.87 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 14HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 3: Post-Development Tributary Area
Runoff = 32.97 cfs @ 12.01 hrs, Volume= 1.924 af, Depth> 4.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.63"
Area (ac) CN Description
* 0.042 79 Woods/grass comb., Good, HSG D (offsite)0.983 98 Paved roads w/curbs & sewers, HSG D2.408 92 1/8 acre lots, 65% imp, HSG D0.197 98 Water Surface, HSG D1.526 80 >75% Grass cover, Good, HSG D
5.156 90 Weighted Average2.411 46.76% Pervious Area2.745 53.24% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.1 89 0.0447 0.21 Sheet Flow, Point A-BGrass: Short n= 0.150 P2= 2.63"
0.5 69 0.1078 2.30 Shallow Concentrated Flow, Point B-CShort Grass Pasture Kv= 7.0 fps
2.3 890 0.0080 6.44 20.23 Pipe Channel, Point C-D24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013
0.1 Direct Entry, Minimum TC = 10 minutes
10.0 1,048 Total
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 15HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 3: Post-Development Tributary Area
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=5.156 ac
Runoff Volume=1.924 af
Runoff Depth>4.48"
Flow Length=1,048'
Tc=10.0 min
CN=90
32.97 cfs
7
Offsite Undetained
Drainage to Creek
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 9/17/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff = 2.81 cfs @ 12.31 hrs, Volume= 0.316 af, Depth> 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.20"
Area (ac) CN Description
5.960 79 Woods/grass comb., Good, HSG D
5.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
20.9 100 0.0274 0.08 Sheet Flow, Point E-FWoods: Light underbrush n= 0.400 P2= 2.63"
6.6 308 0.0239 0.77 Shallow Concentrated Flow, Point F-GWoodland Kv= 5.0 fps
4.8 325 0.0515 1.13 Shallow Concentrated Flow, Point G-HWoodland Kv= 5.0 fps
0.7 424 0.0217 10.76 1,097.46 Channel Flow, Point H - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
33.0 1,157 Total
Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
3
2
1
0
Type II 24-hr
1 YR Rainfall=2.20"
Runoff Area=5.960 ac
Runoff Volume=0.316 af
Runoff Depth>0.64"
Flow Length=1,157'
Tc=33.0 min
CN=79
2.81 cfs
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff = 4.24 cfs @ 12.30 hrs, Volume= 0.455 af, Depth> 0.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 2 YR Rainfall=2.63"
Area (ac) CN Description
5.960 79 Woods/grass comb., Good, HSG D
5.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
20.9 100 0.0274 0.08 Sheet Flow, Point E-FWoods: Light underbrush n= 0.400 P2= 2.63"
6.6 308 0.0239 0.77 Shallow Concentrated Flow, Point F-GWoodland Kv= 5.0 fps
4.8 325 0.0515 1.13 Shallow Concentrated Flow, Point G-HWoodland Kv= 5.0 fps
0.7 424 0.0217 10.76 1,097.46 Channel Flow, Point H - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
33.0 1,157 Total
Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
4
3
2
1
0
Type II 24-hr
2 YR Rainfall=2.63"
Runoff Area=5.960 ac
Runoff Volume=0.455 af
Runoff Depth>0.92"
Flow Length=1,157'
Tc=33.0 min
CN=79
4.24 cfs
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff = 6.45 cfs @ 12.29 hrs, Volume= 0.672 af, Depth> 1.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 5 YR Rainfall=3.24"
Area (ac) CN Description
5.960 79 Woods/grass comb., Good, HSG D
5.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
20.9 100 0.0274 0.08 Sheet Flow, Point E-FWoods: Light underbrush n= 0.400 P2= 2.63"
6.6 308 0.0239 0.77 Shallow Concentrated Flow, Point F-GWoodland Kv= 5.0 fps
4.8 325 0.0515 1.13 Shallow Concentrated Flow, Point G-HWoodland Kv= 5.0 fps
0.7 424 0.0217 10.76 1,097.46 Channel Flow, Point H - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
33.0 1,157 Total
Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
7
6
5
4
3
2
1
0
Type II 24-hr
5 YR Rainfall=3.24"
Runoff Area=5.960 ac
Runoff Volume=0.672 af
Runoff Depth>1.35"
Flow Length=1,157'
Tc=33.0 min
CN=79
6.45 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff = 8.39 cfs @ 12.29 hrs, Volume= 0.863 af, Depth> 1.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.74"
Area (ac) CN Description
5.960 79 Woods/grass comb., Good, HSG D
5.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
20.9 100 0.0274 0.08 Sheet Flow, Point E-FWoods: Light underbrush n= 0.400 P2= 2.63"
6.6 308 0.0239 0.77 Shallow Concentrated Flow, Point F-GWoodland Kv= 5.0 fps
4.8 325 0.0515 1.13 Shallow Concentrated Flow, Point G-HWoodland Kv= 5.0 fps
0.7 424 0.0217 10.76 1,097.46 Channel Flow, Point H - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
33.0 1,157 Total
Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=5.960 ac
Runoff Volume=0.863 af
Runoff Depth>1.74"
Flow Length=1,157'
Tc=33.0 min
CN=79
8.39 cfs
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff = 11.22 cfs @ 12.28 hrs, Volume= 1.145 af, Depth> 2.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 25 YR Rainfall=4.44"
Area (ac) CN Description
5.960 79 Woods/grass comb., Good, HSG D
5.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
20.9 100 0.0274 0.08 Sheet Flow, Point E-FWoods: Light underbrush n= 0.400 P2= 2.63"
6.6 308 0.0239 0.77 Shallow Concentrated Flow, Point F-GWoodland Kv= 5.0 fps
4.8 325 0.0515 1.13 Shallow Concentrated Flow, Point G-HWoodland Kv= 5.0 fps
0.7 424 0.0217 10.76 1,097.46 Channel Flow, Point H - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
33.0 1,157 Total
Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25 YR Rainfall=4.44"
Runoff Area=5.960 ac
Runoff Volume=1.145 af
Runoff Depth>2.31"
Flow Length=1,157'
Tc=33.0 min
CN=79
11.22 cfs
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 7HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff = 13.63 cfs @ 12.28 hrs, Volume= 1.388 af, Depth> 2.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 50 YR Rainfall=5.02"
Area (ac) CN Description
5.960 79 Woods/grass comb., Good, HSG D
5.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
20.9 100 0.0274 0.08 Sheet Flow, Point E-FWoods: Light underbrush n= 0.400 P2= 2.63"
6.6 308 0.0239 0.77 Shallow Concentrated Flow, Point F-GWoodland Kv= 5.0 fps
4.8 325 0.0515 1.13 Shallow Concentrated Flow, Point G-HWoodland Kv= 5.0 fps
0.7 424 0.0217 10.76 1,097.46 Channel Flow, Point H - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
33.0 1,157 Total
Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50 YR Rainfall=5.02"
Runoff Area=5.960 ac
Runoff Volume=1.388 af
Runoff Depth>2.80"
Flow Length=1,157'
Tc=33.0 min
CN=79
13.63 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 8HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff = 16.22 cfs @ 12.28 hrs, Volume= 1.651 af, Depth> 3.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.63"
Area (ac) CN Description
5.960 79 Woods/grass comb., Good, HSG D
5.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
20.9 100 0.0274 0.08 Sheet Flow, Point E-FWoods: Light underbrush n= 0.400 P2= 2.63"
6.6 308 0.0239 0.77 Shallow Concentrated Flow, Point F-GWoodland Kv= 5.0 fps
4.8 325 0.0515 1.13 Shallow Concentrated Flow, Point G-HWoodland Kv= 5.0 fps
0.7 424 0.0217 10.76 1,097.46 Channel Flow, Point H - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
33.0 1,157 Total
Subcatchment 7: Offsite Undetained Drainage to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=5.960 ac
Runoff Volume=1.651 af
Runoff Depth>3.32"
Flow Length=1,157'
Tc=33.0 min
CN=79
16.22 cfs
8
Existing Property
Undetained to Creek
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 9/17/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 8: Existing Property Undetained to Creek
Runoff = 2.00 cfs @ 12.02 hrs, Volume= 0.111 af, Depth> 0.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.20"
Area (ac) CN Description
1.030 79 Woods/grass comb., Good, HSG D* 0.270 98 Impervious, HSG D
0.300 84 50-75% Grass cover, Fair, HSG D
1.600 83 Weighted Average1.330 83.13% Pervious Area0.270 16.88% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 100 0.0465 0.22 Sheet Flow, Point I-JGrass: Short n= 0.150 P2= 2.63"
1.3 158 0.0870 2.06 Shallow Concentrated Flow, Point J-KShort Grass Pasture Kv= 7.0 fps
0.5 348 0.0217 10.76 1,097.46 Channel Flow, Point K - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
0.5 Direct Entry, Time to 10 minute minimum
10.0 606 Total
Subcatchment 8: Existing Property Undetained to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
2
1
0
Type II 24-hr
1 YR Rainfall=2.20"
Runoff Area=1.600 ac
Runoff Volume=0.111 af
Runoff Depth>0.83"
Flow Length=606'
Tc=10.0 min
CN=83
2.00 cfs
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 8: Existing Property Undetained to Creek
Runoff = 2.79 cfs @ 12.02 hrs, Volume= 0.154 af, Depth> 1.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 2 YR Rainfall=2.63"
Area (ac) CN Description
1.030 79 Woods/grass comb., Good, HSG D* 0.270 98 Impervious, HSG D
0.300 84 50-75% Grass cover, Fair, HSG D
1.600 83 Weighted Average1.330 83.13% Pervious Area0.270 16.88% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 100 0.0465 0.22 Sheet Flow, Point I-JGrass: Short n= 0.150 P2= 2.63"
1.3 158 0.0870 2.06 Shallow Concentrated Flow, Point J-KShort Grass Pasture Kv= 7.0 fps
0.5 348 0.0217 10.76 1,097.46 Channel Flow, Point K - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
0.5 Direct Entry, Time to 10 minute minimum
10.0 606 Total
Subcatchment 8: Existing Property Undetained to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
3
2
1
0
Type II 24-hr
2 YR Rainfall=2.63"
Runoff Area=1.600 ac
Runoff Volume=0.154 af
Runoff Depth>1.15"
Flow Length=606'
Tc=10.0 min
CN=83
2.79 cfs
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 8: Existing Property Undetained to Creek
Runoff = 3.98 cfs @ 12.02 hrs, Volume= 0.218 af, Depth> 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 5 YR Rainfall=3.24"
Area (ac) CN Description
1.030 79 Woods/grass comb., Good, HSG D* 0.270 98 Impervious, HSG D
0.300 84 50-75% Grass cover, Fair, HSG D
1.600 83 Weighted Average1.330 83.13% Pervious Area0.270 16.88% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 100 0.0465 0.22 Sheet Flow, Point I-JGrass: Short n= 0.150 P2= 2.63"
1.3 158 0.0870 2.06 Shallow Concentrated Flow, Point J-KShort Grass Pasture Kv= 7.0 fps
0.5 348 0.0217 10.76 1,097.46 Channel Flow, Point K - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
0.5 Direct Entry, Time to 10 minute minimum
10.0 606 Total
Subcatchment 8: Existing Property Undetained to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
4
3
2
1
0
Type II 24-hr
5 YR Rainfall=3.24"
Runoff Area=1.600 ac
Runoff Volume=0.218 af
Runoff Depth>1.64"
Flow Length=606'
Tc=10.0 min
CN=83
3.98 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 8: Existing Property Undetained to Creek
Runoff = 4.99 cfs @ 12.02 hrs, Volume= 0.274 af, Depth> 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.74"
Area (ac) CN Description
1.030 79 Woods/grass comb., Good, HSG D* 0.270 98 Impervious, HSG D
0.300 84 50-75% Grass cover, Fair, HSG D
1.600 83 Weighted Average1.330 83.13% Pervious Area0.270 16.88% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 100 0.0465 0.22 Sheet Flow, Point I-JGrass: Short n= 0.150 P2= 2.63"
1.3 158 0.0870 2.06 Shallow Concentrated Flow, Point J-KShort Grass Pasture Kv= 7.0 fps
0.5 348 0.0217 10.76 1,097.46 Channel Flow, Point K - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
0.5 Direct Entry, Time to 10 minute minimum
10.0 606 Total
Subcatchment 8: Existing Property Undetained to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=1.600 ac
Runoff Volume=0.274 af
Runoff Depth>2.06"
Flow Length=606'
Tc=10.0 min
CN=83
4.99 cfs
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 8: Existing Property Undetained to Creek
Runoff = 6.42 cfs @ 12.01 hrs, Volume= 0.356 af, Depth> 2.67"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 25 YR Rainfall=4.44"
Area (ac) CN Description
1.030 79 Woods/grass comb., Good, HSG D* 0.270 98 Impervious, HSG D
0.300 84 50-75% Grass cover, Fair, HSG D
1.600 83 Weighted Average1.330 83.13% Pervious Area0.270 16.88% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 100 0.0465 0.22 Sheet Flow, Point I-JGrass: Short n= 0.150 P2= 2.63"
1.3 158 0.0870 2.06 Shallow Concentrated Flow, Point J-KShort Grass Pasture Kv= 7.0 fps
0.5 348 0.0217 10.76 1,097.46 Channel Flow, Point K - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
0.5 Direct Entry, Time to 10 minute minimum
10.0 606 Total
Subcatchment 8: Existing Property Undetained to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
7
6
5
4
3
2
1
0
Type II 24-hr
25 YR Rainfall=4.44"
Runoff Area=1.600 ac
Runoff Volume=0.356 af
Runoff Depth>2.67"
Flow Length=606'
Tc=10.0 min
CN=83
6.42 cfs
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 7HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 8: Existing Property Undetained to Creek
Runoff = 7.63 cfs @ 12.01 hrs, Volume= 0.425 af, Depth> 3.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 50 YR Rainfall=5.02"
Area (ac) CN Description
1.030 79 Woods/grass comb., Good, HSG D* 0.270 98 Impervious, HSG D
0.300 84 50-75% Grass cover, Fair, HSG D
1.600 83 Weighted Average1.330 83.13% Pervious Area0.270 16.88% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 100 0.0465 0.22 Sheet Flow, Point I-JGrass: Short n= 0.150 P2= 2.63"
1.3 158 0.0870 2.06 Shallow Concentrated Flow, Point J-KShort Grass Pasture Kv= 7.0 fps
0.5 348 0.0217 10.76 1,097.46 Channel Flow, Point K - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
0.5 Direct Entry, Time to 10 minute minimum
10.0 606 Total
Subcatchment 8: Existing Property Undetained to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
8
7
6
5
4
3
2
1
0
Type II 24-hr
50 YR Rainfall=5.02"
Runoff Area=1.600 ac
Runoff Volume=0.425 af
Runoff Depth>3.19"
Flow Length=606'
Tc=10.0 min
CN=83
7.63 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 8HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 8: Existing Property Undetained to Creek
Runoff = 8.91 cfs @ 12.01 hrs, Volume= 0.499 af, Depth> 3.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.63"
Area (ac) CN Description
1.030 79 Woods/grass comb., Good, HSG D* 0.270 98 Impervious, HSG D
0.300 84 50-75% Grass cover, Fair, HSG D
1.600 83 Weighted Average1.330 83.13% Pervious Area0.270 16.88% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 100 0.0465 0.22 Sheet Flow, Point I-JGrass: Short n= 0.150 P2= 2.63"
1.3 158 0.0870 2.06 Shallow Concentrated Flow, Point J-KShort Grass Pasture Kv= 7.0 fps
0.5 348 0.0217 10.76 1,097.46 Channel Flow, Point K - Study PointArea= 102.0 sf Perim= 37.0' r= 2.76'n= 0.040 Winding stream, pools & shoals
0.5 Direct Entry, Time to 10 minute minimum
10.0 606 Total
Subcatchment 8: Existing Property Undetained to Creek
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=1.600 ac
Runoff Volume=0.499 af
Runoff Depth>3.74"
Flow Length=606'
Tc=10.0 min
CN=83
8.91 cfs
2016.02315
Appendix E – Routed Calculations
1
Offsite Pre-Developed
Tributary Area
3
Post-Development
Tributary Area
4
Wet Retention Basin
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 6/29/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 4: Wet Retention Basin
Inflow Area = 10.342 ac, 26.54% Impervious, Inflow Depth > 0.95" for 1 YR eventInflow = 10.41 cfs @ 12.02 hrs, Volume= 0.817 afOutflow = 2.34 cfs @ 12.65 hrs, Volume= 0.588 af, Atten= 78%, Lag= 38.0 minPrimary = 2.34 cfs @ 12.65 hrs, Volume= 0.588 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 976.53' @ 12.65 hrs Surf.Area= 0.254 ac Storage= 0.345 af
Plug-Flow detention time= 190.6 min calculated for 0.588 af (72% of inflow)Center-of-Mass det. time= 88.8 min ( 932.1 - 843.3 )
Volume Invert Avail.Storage Storage Description
#1 975.00' 1.471 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)
975.00 0.197 0.000 0.000976.00 0.234 0.215 0.215977.00 0.272 0.253 0.468978.00 0.312 0.292 0.761979.00 0.355 0.333 1.094980.00 0.400 0.378 1.471
Device Routing Invert Outlet Devices
#1 Primary 975.00' 24.0" Round 24" Outlet Pipe L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 975.00' / 974.00' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf
#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600 #3 Device 1 976.04' 23.0" W x 8.0" H Vert. 23"Lx8"W Window C= 0.600 #4 Device 1 977.71' 24.0" W x 11.0" H Vert. 24"Lx11"W Window C= 0.600 #5 Device 1 979.63' 5.0" x 13.5" Horiz. Top of Structure Grate X 4 rows C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=2.33 cfs @ 12.65 hrs HW=976.53' (Free Discharge)1=24" Outlet Pipe (Passes 2.33 cfs of 10.85 cfs potential flow)
2=2.75" WQ Orifice (Orifice Controls 0.23 cfs @ 5.73 fps)3=23"Lx8"W Window (Orifice Controls 2.11 cfs @ 2.25 fps)4=24"Lx11"W Window ( Controls 0.00 cfs)5=Top of Structure Grate ( Controls 0.00 cfs)
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 4: Wet Retention Basin
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=10.342 ac
Peak Elev=976.53'
Storage=0.345 af
10.41 cfs
2.34 cfs
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 4: Wet Retention Basin
Inflow Area = 10.342 ac, 26.54% Impervious, Inflow Depth > 1.28" for 2 YR eventInflow = 13.71 cfs @ 12.02 hrs, Volume= 1.102 afOutflow = 4.13 cfs @ 12.53 hrs, Volume= 0.865 af, Atten= 70%, Lag= 30.8 minPrimary = 4.13 cfs @ 12.53 hrs, Volume= 0.865 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 976.80' @ 12.53 hrs Surf.Area= 0.264 ac Storage= 0.414 af
Plug-Flow detention time= 155.3 min calculated for 0.865 af (79% of inflow)Center-of-Mass det. time= 69.0 min ( 905.0 - 836.1 )
Volume Invert Avail.Storage Storage Description
#1 975.00' 1.471 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)
975.00 0.197 0.000 0.000976.00 0.234 0.215 0.215977.00 0.272 0.253 0.468978.00 0.312 0.292 0.761979.00 0.355 0.333 1.094980.00 0.400 0.378 1.471
Device Routing Invert Outlet Devices
#1 Primary 975.00' 24.0" Round 24" Outlet Pipe L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 975.00' / 974.00' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf
#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600 #3 Device 1 976.04' 23.0" W x 8.0" H Vert. 23"Lx8"W Window C= 0.600 #4 Device 1 977.71' 24.0" W x 11.0" H Vert. 24"Lx11"W Window C= 0.600 #5 Device 1 979.63' 5.0" x 13.5" Horiz. Top of Structure Grate X 4 rows C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=4.13 cfs @ 12.53 hrs HW=976.80' (Free Discharge)1=24" Outlet Pipe (Passes 4.13 cfs of 13.56 cfs potential flow)
2=2.75" WQ Orifice (Orifice Controls 0.25 cfs @ 6.25 fps)3=23"Lx8"W Window (Orifice Controls 3.88 cfs @ 3.03 fps)4=24"Lx11"W Window ( Controls 0.00 cfs)5=Top of Structure Grate ( Controls 0.00 cfs)
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 4: Wet Retention Basin
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=10.342 ac
Peak Elev=976.80'
Storage=0.414 af
13.71 cfs
4.13 cfs
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 4: Wet Retention Basin
Inflow Area = 10.342 ac, 26.54% Impervious, Inflow Depth > 1.78" for 5 YR eventInflow = 18.53 cfs @ 12.02 hrs, Volume= 1.530 afOutflow = 6.08 cfs @ 12.52 hrs, Volume= 1.287 af, Atten= 67%, Lag= 29.8 minPrimary = 6.08 cfs @ 12.52 hrs, Volume= 1.287 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 977.27' @ 12.52 hrs Surf.Area= 0.283 ac Storage= 0.544 af
Plug-Flow detention time= 128.8 min calculated for 1.287 af (84% of inflow)Center-of-Mass det. time= 58.3 min ( 886.5 - 828.1 )
Volume Invert Avail.Storage Storage Description
#1 975.00' 1.471 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)
975.00 0.197 0.000 0.000976.00 0.234 0.215 0.215977.00 0.272 0.253 0.468978.00 0.312 0.292 0.761979.00 0.355 0.333 1.094980.00 0.400 0.378 1.471
Device Routing Invert Outlet Devices
#1 Primary 975.00' 24.0" Round 24" Outlet Pipe L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 975.00' / 974.00' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf
#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600 #3 Device 1 976.04' 23.0" W x 8.0" H Vert. 23"Lx8"W Window C= 0.600 #4 Device 1 977.71' 24.0" W x 11.0" H Vert. 24"Lx11"W Window C= 0.600 #5 Device 1 979.63' 5.0" x 13.5" Horiz. Top of Structure Grate X 4 rows C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=6.08 cfs @ 12.52 hrs HW=977.27' (Free Discharge)1=24" Outlet Pipe (Passes 6.08 cfs of 17.06 cfs potential flow)
2=2.75" WQ Orifice (Orifice Controls 0.28 cfs @ 7.07 fps)3=23"Lx8"W Window (Orifice Controls 5.80 cfs @ 4.54 fps)4=24"Lx11"W Window ( Controls 0.00 cfs)5=Top of Structure Grate ( Controls 0.00 cfs)
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 7HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 4: Wet Retention Basin
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=10.342 ac
Peak Elev=977.27'
Storage=0.544 af
18.53 cfs
6.08 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 8HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 4: Wet Retention Basin
Inflow Area = 10.342 ac, 26.54% Impervious, Inflow Depth > 2.20" for 10 YR eventInflow = 22.55 cfs @ 12.02 hrs, Volume= 1.897 afOutflow = 7.42 cfs @ 12.53 hrs, Volume= 1.648 af, Atten= 67%, Lag= 30.8 minPrimary = 7.42 cfs @ 12.53 hrs, Volume= 1.648 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 977.71' @ 12.53 hrs Surf.Area= 0.301 ac Storage= 0.673 af
Plug-Flow detention time= 116.6 min calculated for 1.645 af (87% of inflow)Center-of-Mass det. time= 55.8 min ( 878.7 - 822.9 )
Volume Invert Avail.Storage Storage Description
#1 975.00' 1.471 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)
975.00 0.197 0.000 0.000976.00 0.234 0.215 0.215977.00 0.272 0.253 0.468978.00 0.312 0.292 0.761979.00 0.355 0.333 1.094980.00 0.400 0.378 1.471
Device Routing Invert Outlet Devices
#1 Primary 975.00' 24.0" Round 24" Outlet Pipe L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 975.00' / 974.00' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf
#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600 #3 Device 1 976.04' 23.0" W x 8.0" H Vert. 23"Lx8"W Window C= 0.600 #4 Device 1 977.71' 24.0" W x 11.0" H Vert. 24"Lx11"W Window C= 0.600 #5 Device 1 979.63' 5.0" x 13.5" Horiz. Top of Structure Grate X 4 rows C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=7.41 cfs @ 12.53 hrs HW=977.71' (Free Discharge)1=24" Outlet Pipe (Passes 7.41 cfs of 19.80 cfs potential flow)
2=2.75" WQ Orifice (Orifice Controls 0.31 cfs @ 7.77 fps)3=23"Lx8"W Window (Orifice Controls 7.10 cfs @ 5.56 fps)4=24"Lx11"W Window (Orifice Controls 0.00 cfs @ 0.18 fps)5=Top of Structure Grate ( Controls 0.00 cfs)
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 9HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 4: Wet Retention Basin
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
25
24
23
22
21
20
19
18
17
16
15
14
13
12
11
109
8
7
6
5
4
3
2
1
0
Inflow Area=10.342 ac
Peak Elev=977.71'
Storage=0.673 af
22.55 cfs
7.42 cfs
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 10HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 4: Wet Retention Basin
Inflow Area = 10.342 ac, 26.54% Impervious, Inflow Depth > 2.82" for 25 YR eventInflow = 28.24 cfs @ 12.02 hrs, Volume= 2.427 afOutflow = 10.84 cfs @ 12.47 hrs, Volume= 2.172 af, Atten= 62%, Lag= 26.9 minPrimary = 10.84 cfs @ 12.47 hrs, Volume= 2.172 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 978.20' @ 12.47 hrs Surf.Area= 0.321 ac Storage= 0.824 af
Plug-Flow detention time= 104.6 min calculated for 2.168 af (89% of inflow)Center-of-Mass det. time= 53.2 min ( 870.0 - 816.9 )
Volume Invert Avail.Storage Storage Description
#1 975.00' 1.471 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)
975.00 0.197 0.000 0.000976.00 0.234 0.215 0.215977.00 0.272 0.253 0.468978.00 0.312 0.292 0.761979.00 0.355 0.333 1.094980.00 0.400 0.378 1.471
Device Routing Invert Outlet Devices
#1 Primary 975.00' 24.0" Round 24" Outlet Pipe L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 975.00' / 974.00' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf
#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600 #3 Device 1 976.04' 23.0" W x 8.0" H Vert. 23"Lx8"W Window C= 0.600 #4 Device 1 977.71' 24.0" W x 11.0" H Vert. 24"Lx11"W Window C= 0.600 #5 Device 1 979.63' 5.0" x 13.5" Horiz. Top of Structure Grate X 4 rows C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=10.83 cfs @ 12.47 hrs HW=978.20' (Free Discharge)1=24" Outlet Pipe (Passes 10.83 cfs of 22.43 cfs potential flow)
2=2.75" WQ Orifice (Orifice Controls 0.34 cfs @ 8.46 fps)3=23"Lx8"W Window (Orifice Controls 8.30 cfs @ 6.50 fps)4=24"Lx11"W Window (Orifice Controls 2.19 cfs @ 2.24 fps)5=Top of Structure Grate ( Controls 0.00 cfs)
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 11HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 4: Wet Retention Basin
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=10.342 ac
Peak Elev=978.20'
Storage=0.824 af
28.24 cfs
10.84 cfs
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 12HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 4: Wet Retention Basin
Inflow Area = 10.342 ac, 26.54% Impervious, Inflow Depth > 3.34" for 50 YR eventInflow = 32.99 cfs @ 12.02 hrs, Volume= 2.878 afOutflow = 13.90 cfs @ 12.42 hrs, Volume= 2.617 af, Atten= 58%, Lag= 24.2 minPrimary = 13.90 cfs @ 12.42 hrs, Volume= 2.617 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 978.51' @ 12.42 hrs Surf.Area= 0.334 ac Storage= 0.924 af
Plug-Flow detention time= 97.0 min calculated for 2.617 af (91% of inflow)Center-of-Mass det. time= 50.9 min ( 863.5 - 812.7 )
Volume Invert Avail.Storage Storage Description
#1 975.00' 1.471 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)
975.00 0.197 0.000 0.000976.00 0.234 0.215 0.215977.00 0.272 0.253 0.468978.00 0.312 0.292 0.761979.00 0.355 0.333 1.094980.00 0.400 0.378 1.471
Device Routing Invert Outlet Devices
#1 Primary 975.00' 24.0" Round 24" Outlet Pipe L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 975.00' / 974.00' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf
#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600 #3 Device 1 976.04' 23.0" W x 8.0" H Vert. 23"Lx8"W Window C= 0.600 #4 Device 1 977.71' 24.0" W x 11.0" H Vert. 24"Lx11"W Window C= 0.600 #5 Device 1 979.63' 5.0" x 13.5" Horiz. Top of Structure Grate X 4 rows C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=13.88 cfs @ 12.42 hrs HW=978.51' (Free Discharge)1=24" Outlet Pipe (Passes 13.88 cfs of 23.94 cfs potential flow)
2=2.75" WQ Orifice (Orifice Controls 0.35 cfs @ 8.87 fps)3=23"Lx8"W Window (Orifice Controls 8.97 cfs @ 7.02 fps)4=24"Lx11"W Window (Orifice Controls 4.56 cfs @ 2.86 fps)5=Top of Structure Grate ( Controls 0.00 cfs)
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 13HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 4: Wet Retention Basin
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=10.342 ac
Peak Elev=978.51'
Storage=0.924 af
32.99 cfs
13.90 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 14HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 4: Wet Retention Basin
Inflow Area = 10.342 ac, 26.54% Impervious, Inflow Depth > 3.90" for 100 YR eventInflow = 37.99 cfs @ 12.02 hrs, Volume= 3.359 afOutflow = 16.80 cfs @ 12.40 hrs, Volume= 3.094 af, Atten= 56%, Lag= 22.8 minPrimary = 16.80 cfs @ 12.40 hrs, Volume= 3.094 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 978.80' @ 12.40 hrs Surf.Area= 0.346 ac Storage= 1.025 af
Plug-Flow detention time= 90.3 min calculated for 3.094 af (92% of inflow)Center-of-Mass det. time= 48.9 min ( 857.8 - 808.9 )
Volume Invert Avail.Storage Storage Description
#1 975.00' 1.471 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)
975.00 0.197 0.000 0.000976.00 0.234 0.215 0.215977.00 0.272 0.253 0.468978.00 0.312 0.292 0.761979.00 0.355 0.333 1.094980.00 0.400 0.378 1.471
Device Routing Invert Outlet Devices
#1 Primary 975.00' 24.0" Round 24" Outlet Pipe L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 975.00' / 974.00' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf
#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600 #3 Device 1 976.04' 23.0" W x 8.0" H Vert. 23"Lx8"W Window C= 0.600 #4 Device 1 977.71' 24.0" W x 11.0" H Vert. 24"Lx11"W Window C= 0.600 #5 Device 1 979.63' 5.0" x 13.5" Horiz. Top of Structure Grate X 4 rows C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=16.80 cfs @ 12.40 hrs HW=978.80' (Free Discharge)1=24" Outlet Pipe (Passes 16.80 cfs of 25.32 cfs potential flow)
2=2.75" WQ Orifice (Orifice Controls 0.37 cfs @ 9.25 fps)3=23"Lx8"W Window (Orifice Controls 9.58 cfs @ 7.50 fps)4=24"Lx11"W Window (Orifice Controls 6.86 cfs @ 3.74 fps)5=Top of Structure Grate ( Controls 0.00 cfs)
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 15HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 4: Wet Retention Basin
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=10.342 ac
Peak Elev=978.80'
Storage=1.025 af
37.99 cfs
16.80 cfs
1
Offsite Pre-Developed
Tributary Area
3
Post-Development
Tributary Area
7
Offsite Undetained
Drainage to Creek
8
Existing Property
Undetained to Creek
6
Ditch from Outlet to
Study Point
9
Study Point
4
Wet Retention Basin
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 9/17/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Reach 9: Study Point
Inflow Area = 17.902 ac, 16.84% Impervious, Inflow Depth > 0.68" for 1 YR eventInflow = 4.74 cfs @ 12.39 hrs, Volume= 1.014 afOutflow = 4.73 cfs @ 12.39 hrs, Volume= 1.014 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsMax. Velocity= 5.06 fps, Min. Travel Time= 0.0 minAvg. Velocity = 2.80 fps, Avg. Travel Time= 0.1 min
Peak Storage= 9 cf @ 12.39 hrsAverage Depth at Peak Storage= 0.34'Bank-Full Depth= 4.40' Flow Area= 170.0 sf, Capacity= 4,199.31 cfs
Custom cross-section, Length= 10.0' Slope= 0.2000 '/' (101 Elevation Intervals)Constant n= 0.040 Winding stream, pools & shoalsInlet Invert= 970.10', Outlet Invert= 968.10'
‡
Offset Elevation Chan.Depth(feet) (feet) (feet)
0.00 974.50 0.0014.00 973.80 0.7020.60 973.75 0.7540.50 970.10 4.4078.10 973.50 1.0093.30 974.50 0.00
Depth End Area Perim. Storage Discharge(feet) (sq-ft) (feet) (cubic-feet) (cfs)
0.00 0.0 0.0 0 0.003.40 95.4 56.6 954 2,246.103.65 110.1 61.8 1,101 2,681.953.70 113.4 69.2 1,134 2,628.854.40 170.0 93.8 1,700 4,199.31
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach 9: Study Point
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
5
4
3
2
1
0
Inflow Area=17.902 ac
Avg. Flow Depth=0.34'
Max Vel=5.06 fps
n=0.040
L=10.0'
S=0.2000 '/'
Capacity=4,199.31 cfs
4.74 cfs
4.73 cfs
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Reach 9: Study Point
[61] Hint: Exceeded Reach 6 outlet invert by 0.01' @ 12.35 hrs
Inflow Area = 17.902 ac, 16.84% Impervious, Inflow Depth > 0.99" for 2 YR eventInflow = 8.40 cfs @ 12.34 hrs, Volume= 1.473 afOutflow = 8.40 cfs @ 12.34 hrs, Volume= 1.473 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsMax. Velocity= 5.83 fps, Min. Travel Time= 0.0 minAvg. Velocity = 2.93 fps, Avg. Travel Time= 0.1 min
Peak Storage= 14 cf @ 12.34 hrsAverage Depth at Peak Storage= 0.42'Bank-Full Depth= 4.40' Flow Area= 170.0 sf, Capacity= 4,199.31 cfs
Custom cross-section, Length= 10.0' Slope= 0.2000 '/' (101 Elevation Intervals)Constant n= 0.040 Winding stream, pools & shoalsInlet Invert= 970.10', Outlet Invert= 968.10'
‡
Offset Elevation Chan.Depth(feet) (feet) (feet)
0.00 974.50 0.0014.00 973.80 0.7020.60 973.75 0.7540.50 970.10 4.4078.10 973.50 1.0093.30 974.50 0.00
Depth End Area Perim. Storage Discharge(feet) (sq-ft) (feet) (cubic-feet) (cfs)
0.00 0.0 0.0 0 0.003.40 95.4 56.6 954 2,246.103.65 110.1 61.8 1,101 2,681.953.70 113.4 69.2 1,134 2,628.854.40 170.0 93.8 1,700 4,199.31
Type II 24-hr 2 YR Rainfall=2.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach 9: Study Point
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
9
8
7
6
5
4
3
2
1
0
Inflow Area=17.902 ac
Avg. Flow Depth=0.42'
Max Vel=5.83 fps
n=0.040
L=10.0'
S=0.2000 '/'
Capacity=4,199.31 cfs
8.40 cfs
8.40 cfs
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Reach 9: Study Point
[61] Hint: Exceeded Reach 6 outlet invert by 0.08' @ 12.30 hrs
Inflow Area = 17.902 ac, 16.84% Impervious, Inflow Depth > 1.46" for 5 YR eventInflow = 12.94 cfs @ 12.29 hrs, Volume= 2.176 afOutflow = 12.94 cfs @ 12.30 hrs, Volume= 2.176 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsMax. Velocity= 6.49 fps, Min. Travel Time= 0.0 minAvg. Velocity = 3.11 fps, Avg. Travel Time= 0.1 min
Peak Storage= 20 cf @ 12.29 hrsAverage Depth at Peak Storage= 0.49'Bank-Full Depth= 4.40' Flow Area= 170.0 sf, Capacity= 4,199.31 cfs
Custom cross-section, Length= 10.0' Slope= 0.2000 '/' (101 Elevation Intervals)Constant n= 0.040 Winding stream, pools & shoalsInlet Invert= 970.10', Outlet Invert= 968.10'
‡
Offset Elevation Chan.Depth(feet) (feet) (feet)
0.00 974.50 0.0014.00 973.80 0.7020.60 973.75 0.7540.50 970.10 4.4078.10 973.50 1.0093.30 974.50 0.00
Depth End Area Perim. Storage Discharge(feet) (sq-ft) (feet) (cubic-feet) (cfs)
0.00 0.0 0.0 0 0.003.40 95.4 56.6 954 2,246.103.65 110.1 61.8 1,101 2,681.953.70 113.4 69.2 1,134 2,628.854.40 170.0 93.8 1,700 4,199.31
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 7HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach 9: Study Point
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=17.902 ac
Avg. Flow Depth=0.49'
Max Vel=6.49 fps
n=0.040
L=10.0'
S=0.2000 '/'
Capacity=4,199.31 cfs
12.94 cfs
12.94 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 8HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Reach 9: Study Point
[61] Hint: Exceeded Reach 6 outlet invert by 0.13' @ 12.30 hrs
Inflow Area = 17.902 ac, 16.84% Impervious, Inflow Depth > 1.87" for 10 YR eventInflow = 16.36 cfs @ 12.28 hrs, Volume= 2.784 afOutflow = 16.36 cfs @ 12.28 hrs, Volume= 2.784 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsMax. Velocity= 6.88 fps, Min. Travel Time= 0.0 minAvg. Velocity = 3.24 fps, Avg. Travel Time= 0.1 min
Peak Storage= 24 cf @ 12.28 hrsAverage Depth at Peak Storage= 0.54'Bank-Full Depth= 4.40' Flow Area= 170.0 sf, Capacity= 4,199.31 cfs
Custom cross-section, Length= 10.0' Slope= 0.2000 '/' (101 Elevation Intervals)Constant n= 0.040 Winding stream, pools & shoalsInlet Invert= 970.10', Outlet Invert= 968.10'
‡
Offset Elevation Chan.Depth(feet) (feet) (feet)
0.00 974.50 0.0014.00 973.80 0.7020.60 973.75 0.7540.50 970.10 4.4078.10 973.50 1.0093.30 974.50 0.00
Depth End Area Perim. Storage Discharge(feet) (sq-ft) (feet) (cubic-feet) (cfs)
0.00 0.0 0.0 0 0.003.40 95.4 56.6 954 2,246.103.65 110.1 61.8 1,101 2,681.953.70 113.4 69.2 1,134 2,628.854.40 170.0 93.8 1,700 4,199.31
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 9HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach 9: Study Point
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=17.902 ac
Avg. Flow Depth=0.54'
Max Vel=6.88 fps
n=0.040
L=10.0'
S=0.2000 '/'
Capacity=4,199.31 cfs
16.36 cfs
16.36 cfs
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 10HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Reach 9: Study Point
[61] Hint: Exceeded Reach 6 outlet invert by 0.19' @ 12.30 hrs
Inflow Area = 17.902 ac, 16.84% Impervious, Inflow Depth > 2.46" for 25 YR eventInflow = 22.42 cfs @ 12.30 hrs, Volume= 3.671 afOutflow = 22.42 cfs @ 12.30 hrs, Volume= 3.671 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsMax. Velocity= 7.44 fps, Min. Travel Time= 0.0 minAvg. Velocity = 3.39 fps, Avg. Travel Time= 0.0 min
Peak Storage= 30 cf @ 12.30 hrsAverage Depth at Peak Storage= 0.60'Bank-Full Depth= 4.40' Flow Area= 170.0 sf, Capacity= 4,199.31 cfs
Custom cross-section, Length= 10.0' Slope= 0.2000 '/' (101 Elevation Intervals)Constant n= 0.040 Winding stream, pools & shoalsInlet Invert= 970.10', Outlet Invert= 968.10'
‡
Offset Elevation Chan.Depth(feet) (feet) (feet)
0.00 974.50 0.0014.00 973.80 0.7020.60 973.75 0.7540.50 970.10 4.4078.10 973.50 1.0093.30 974.50 0.00
Depth End Area Perim. Storage Discharge(feet) (sq-ft) (feet) (cubic-feet) (cfs)
0.00 0.0 0.0 0 0.003.40 95.4 56.6 954 2,246.103.65 110.1 61.8 1,101 2,681.953.70 113.4 69.2 1,134 2,628.854.40 170.0 93.8 1,700 4,199.31
Type II 24-hr 25 YR Rainfall=4.44"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 11HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach 9: Study Point
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
25
24
23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=17.902 ac
Avg. Flow Depth=0.60'
Max Vel=7.44 fps
n=0.040
L=10.0'
S=0.2000 '/'
Capacity=4,199.31 cfs
22.42 cfs
22.42 cfs
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 12HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Reach 9: Study Point
[61] Hint: Exceeded Reach 6 outlet invert by 0.25' @ 12.30 hrs
Inflow Area = 17.902 ac, 16.84% Impervious, Inflow Depth > 2.97" for 50 YR eventInflow = 28.31 cfs @ 12.29 hrs, Volume= 4.429 afOutflow = 28.31 cfs @ 12.29 hrs, Volume= 4.428 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsMax. Velocity= 7.89 fps, Min. Travel Time= 0.0 minAvg. Velocity = 3.52 fps, Avg. Travel Time= 0.0 min
Peak Storage= 36 cf @ 12.29 hrsAverage Depth at Peak Storage= 0.66'Bank-Full Depth= 4.40' Flow Area= 170.0 sf, Capacity= 4,199.31 cfs
Custom cross-section, Length= 10.0' Slope= 0.2000 '/' (101 Elevation Intervals)Constant n= 0.040 Winding stream, pools & shoalsInlet Invert= 970.10', Outlet Invert= 968.10'
‡
Offset Elevation Chan.Depth(feet) (feet) (feet)
0.00 974.50 0.0014.00 973.80 0.7020.60 973.75 0.7540.50 970.10 4.4078.10 973.50 1.0093.30 974.50 0.00
Depth End Area Perim. Storage Discharge(feet) (sq-ft) (feet) (cubic-feet) (cfs)
0.00 0.0 0.0 0 0.003.40 95.4 56.6 954 2,246.103.65 110.1 61.8 1,101 2,681.953.70 113.4 69.2 1,134 2,628.854.40 170.0 93.8 1,700 4,199.31
Type II 24-hr 50 YR Rainfall=5.02"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 13HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach 9: Study Point
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=17.902 ac
Avg. Flow Depth=0.66'
Max Vel=7.89 fps
n=0.040
L=10.0'
S=0.2000 '/'
Capacity=4,199.31 cfs
28.31 cfs
28.31 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 14HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Reach 9: Study Point
[61] Hint: Exceeded Reach 6 outlet invert by 0.30' @ 12.30 hrs
Inflow Area = 17.902 ac, 16.84% Impervious, Inflow Depth > 3.51" for 100 YR eventInflow = 34.31 cfs @ 12.28 hrs, Volume= 5.242 afOutflow = 34.31 cfs @ 12.28 hrs, Volume= 5.242 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsMax. Velocity= 8.27 fps, Min. Travel Time= 0.0 minAvg. Velocity = 3.65 fps, Avg. Travel Time= 0.0 min
Peak Storage= 41 cf @ 12.28 hrsAverage Depth at Peak Storage= 0.71'Bank-Full Depth= 4.40' Flow Area= 170.0 sf, Capacity= 4,199.31 cfs
Custom cross-section, Length= 10.0' Slope= 0.2000 '/' (101 Elevation Intervals)Constant n= 0.040 Winding stream, pools & shoalsInlet Invert= 970.10', Outlet Invert= 968.10'
‡
Offset Elevation Chan.Depth(feet) (feet) (feet)
0.00 974.50 0.0014.00 973.80 0.7020.60 973.75 0.7540.50 970.10 4.4078.10 973.50 1.0093.30 974.50 0.00
Depth End Area Perim. Storage Discharge(feet) (sq-ft) (feet) (cubic-feet) (cfs)
0.00 0.0 0.0 0 0.003.40 95.4 56.6 954 2,246.103.65 110.1 61.8 1,101 2,681.953.70 113.4 69.2 1,134 2,628.854.40 170.0 93.8 1,700 4,199.31
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 9/17/2018Prepared by American Structurepoint
Page 15HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach 9: Study Point
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=17.902 ac
Avg. Flow Depth=0.71'
Max Vel=8.27 fps
n=0.040
L=10.0'
S=0.2000 '/'
Capacity=4,199.31 cfs
34.31 cfs
34.31 cfs
TOP OF STRUCTURE GRATE = 979.63
24"x11" WINDOW = 977.71
23"x8" WINDOW = 976.04
2.75" WQ ORIFICE & 24" OUTLET = 975.00
100 YR ELEVATION = 978.80
TOP OF STRUCTURE GRATE = 979.63
24"x11" WINDOW = 977.71
23"x8" WINDOW = 976.04
2.75" WQ ORIFICE = 975.00
100 YR ELEVATION = 978.80
24" OUTLET = 975.00
OUTLET STRUCTURE DETAIL
NOT TO SCALE
JOB NUMBER:
DRAWN BY:
DATE:
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2016.02315
Appendix F – Water Quality Calculations
WATER QUALITY VOLUME CALCULATIONS Page
1 of 1
Project: Hamlet on Jerome
Job #: Calc By:
Location: Dublin, Ohio MHS
Date 9/18/18 Chk By:
BJM
Ohio EPA WQ Formula
Area 10.34 acres
Impervious Area 2.75 acres WQ V = RvPA/12
% Impervious 0.265
Rv Value 0.289 Rv = 0.05+0.9i
WQv Required 0.224 acre-ft i = fraction of impervious surface
P = 0.90" precipitation depth
WQV Elevation 976.04 ft A = drainage area in acres
WQv Provided 0.225 acre-ft
Permanent Pool Volume = WQv
PPv Required 0.224 acre-ft
PPv Provided 0.225 acre-ft
Sediment Storage Volume = 0.2*WQv
SSv Required 0.0448 acre-ft
SSv Provided 0.0450 acre-ft
Post-Developed Tributary Area
2017.0118
5
Water Quality
Drawdown
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 6/29/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 5: Water Quality Drawdown
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afOutflow = 0.18 cfs @ 0.00 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 minPrimary = 0.18 cfs @ 0.00 hrs, Volume= 0.203 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsStarting Elev= 976.04' Surf.Area= 0.236 ac Storage= 0.225 afPeak Elev= 976.04' @ 0.00 hrs Surf.Area= 0.236 ac Storage= 0.225 af
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)Center-of-Mass det. time= (not calculated: no inflow)
Volume Invert Avail.Storage Storage Description
#1 975.00' 1.471 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)
975.00 0.197 0.000 0.000976.00 0.234 0.215 0.215977.00 0.272 0.253 0.468978.00 0.312 0.292 0.761979.00 0.355 0.333 1.094980.00 0.400 0.378 1.471
Device Routing Invert Outlet Devices
#1 Primary 975.00' 24.0" Round 24" Outlet Pipe L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 975.00' / 972.75' S= 0.0450 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf
#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600
Primary OutFlow Max=0.18 cfs @ 0.00 hrs HW=976.04' (Free Discharge)1=24" Outlet Pipe (Passes 0.18 cfs of 5.73 cfs potential flow)
2=2.75" WQ Orifice (Orifice Controls 0.18 cfs @ 4.64 fps)
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 5: Water Quality Drawdown
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
0.2
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0
Peak Elev=976.04'
Storage=0.225 af
0.00 cfs
0.18 cfs
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Hydrograph for Pond 5: Water Quality Drawdown
Time(hours)
Inflow(cfs)
Storage(acre-feet)
Elevation(feet)
Primary(cfs)
0.00 0.00 0.225 976.04 0.180.50 0.00 0.217 976.01 0.181.00 0.00 0.210 975.98 0.181.50 0.00 0.203 975.94 0.172.00 0.00 0.195 975.91 0.172.50 0.00 0.188 975.88 0.173.00 0.00 0.182 975.85 0.163.50 0.00 0.175 975.82 0.164.00 0.00 0.168 975.79 0.164.50 0.00 0.162 975.77 0.155.00 0.00 0.155 975.74 0.155.50 0.00 0.149 975.71 0.156.00 0.00 0.143 975.68 0.146.50 0.00 0.137 975.66 0.147.00 0.00 0.132 975.63 0.147.50 0.00 0.126 975.60 0.138.00 0.00 0.120 975.58 0.138.50 0.00 0.115 975.56 0.139.00 0.00 0.110 975.53 0.129.50 0.00 0.105 975.51 0.12
10.00 0.00 0.100 975.49 0.1210.50 0.00 0.095 975.46 0.1111.00 0.00 0.091 975.44 0.1111.50 0.00 0.086 975.42 0.1112.00 0.00 0.082 975.40 0.1012.50 0.00 0.078 975.38 0.1013.00 0.00 0.074 975.36 0.1013.50 0.00 0.070 975.34 0.0914.00 0.00 0.066 975.33 0.0914.50 0.00 0.062 975.31 0.0815.00 0.00 0.059 975.29 0.0815.50 0.00 0.056 975.28 0.0816.00 0.00 0.053 975.26 0.0716.50 0.00 0.050 975.25 0.0717.00 0.00 0.047 975.23 0.0717.50 0.00 0.044 975.22 0.0618.00 0.00 0.042 975.21 0.0618.50 0.00 0.039 975.20 0.0619.00 0.00 0.037 975.19 0.0519.50 0.00 0.035 975.18 0.0520.00 0.00 0.033 975.17 0.0420.50 0.00 0.032 975.16 0.0421.00 0.00 0.030 975.15 0.0421.50 0.00 0.028 975.14 0.0322.00 0.00 0.027 975.14 0.0322.50 0.00 0.026 975.13 0.0323.00 0.00 0.025 975.12 0.0323.50 0.00 0.024 975.12 0.0324.00 0.00 0.023 975.11 0.02
Type II 24-hr 1 YR Rainfall=2.20"2017.01180.CE.Drainage.Calcs Printed 6/29/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 5: Water Quality Drawdown
Elevation(feet)
Primary(cfs)
975.00 0.00975.05 0.01975.10 0.02975.15 0.04975.20 0.06975.25 0.07975.30 0.08975.35 0.09975.40 0.10975.45 0.11975.50 0.12975.55 0.13975.60 0.13975.65 0.14975.70 0.15975.75 0.15975.80 0.16975.85 0.16975.90 0.17975.95 0.18976.00 0.18976.05 0.19976.10 0.19976.15 0.20976.20 0.20976.25 0.20976.30 0.21976.35 0.21976.40 0.22976.45 0.22976.50 0.23976.55 0.23976.60 0.23976.65 0.24976.70 0.24976.75 0.24976.80 0.25976.85 0.25976.90 0.26976.95 0.26977.00 0.26977.05 0.27977.10 0.27977.15 0.27977.20 0.28977.25 0.28977.30 0.28977.35 0.29977.40 0.29977.45 0.29977.50 0.30977.55 0.30
Elevation(feet)
Primary(cfs)
977.60 0.30977.65 0.30977.70 0.31977.75 0.31977.80 0.31977.85 0.32977.90 0.32977.95 0.32978.00 0.33978.05 0.33978.10 0.33978.15 0.33978.20 0.34978.25 0.34978.30 0.34978.35 0.34978.40 0.35978.45 0.35978.50 0.35978.55 0.35978.60 0.36978.65 0.36978.70 0.36978.75 0.37978.80 0.37978.85 0.37978.90 0.37978.95 0.38979.00 0.38979.05 0.38979.10 0.38979.15 0.38979.20 0.39979.25 0.39979.30 0.39979.35 0.39979.40 0.40979.45 0.40979.50 0.40979.55 0.40979.60 0.41979.65 0.41979.70 0.41979.75 0.41979.80 0.41979.85 0.42979.90 0.42979.95 0.42980.00 0.42
2016.02315
Appendix G – Flood Routing Calculations
SA 1
SA 1
SA 2
SA - 2
SA 3
SA - 3
SA 4
SA - 4
SA 5
SA - 5
FR 1
FR - 1
FR 2
FR - 2
FR 3
FR - 3
FR 4
FR - 4
FR 5
FR - 5
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 2/1/2019
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 1: SA 1
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=5.186 ac
Runoff Volume=1.505 af
Runoff Depth>3.48"
Flow Length=801'
Tc=37.1 min
CN=98
12.48 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 2: SA - 2
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=0.565 ac
Runoff Volume=0.165 af
Runoff Depth>3.50"
Flow Length=174'
Tc=17.5 min
CN=98
2.09 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 3: SA - 3
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=1.049 ac
Runoff Volume=0.306 af
Runoff Depth>3.49"
Flow Length=348'
Tc=18.6 min
CN=98
3.78 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 4: SA - 4
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=1.334 ac
Runoff Volume=0.388 af
Runoff Depth>3.49"
Flow Length=300'
Slope=0.0315 '/'
Tc=19.5 min
CN=98
4.69 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 5: SA - 5
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
7
6
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=2.111 ac
Runoff Volume=0.614 af
Runoff Depth>3.49"
Flow Length=403'
Slope=0.0299 '/'
Tc=25.0 min
CN=98
6.48 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 12HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 1: SA 1
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=5.186 ac
Runoff Volume=2.315 af
Runoff Depth>5.36"
Flow Length=801'
Tc=37.1 min
CN=98
18.90 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 13HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 2: SA - 2
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
3
2
1
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=0.565 ac
Runoff Volume=0.253 af
Runoff Depth>5.38"
Flow Length=174'
Tc=17.5 min
CN=98
3.17 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 14HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 3: SA - 3
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
6
5
4
3
2
1
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=1.049 ac
Runoff Volume=0.470 af
Runoff Depth>5.38"
Flow Length=348'
Tc=18.6 min
CN=98
5.72 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 15HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 4: SA - 4
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
7
6
5
4
3
2
1
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=1.334 ac
Runoff Volume=0.598 af
Runoff Depth>5.38"
Flow Length=300'
Slope=0.0315 '/'
Tc=19.5 min
CN=98
7.10 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 16HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment SA 5: SA - 5
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100 YR Rainfall=5.63"
Runoff Area=2.111 ac
Runoff Volume=0.945 af
Runoff Depth>5.37"
Flow Length=403'
Slope=0.0299 '/'
Tc=25.0 min
CN=98
9.82 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 17HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach FR 1: FR - 1
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
7
6
5
4
3
2
1
0
Inflow Area=5.186 ac
Avg. Flow Depth=0.25'
Max Vel=2.49 fps
n=0.022
L=66.3'
S=0.0100 '/'
Capacity=75.06 cfs
6.44 cfs
6.35 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 18HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach FR 2: FR - 2
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
3
2
1
0
Inflow Area=0.565 ac
Avg. Flow Depth=0.60'
Max Vel=6.50 fps
12.0"
Round Pipe
n=0.013
L=15.0'
S=0.0180 '/'
Capacity=4.78 cfs
3.17 cfs
3.17 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 19HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach FR 3: FR - 3
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
2
1
0
Inflow Area=1.049 ac
Avg. Flow Depth=0.13'
Max Vel=3.42 fps
n=0.013
L=103.0'
S=0.0332 '/'
Capacity=182.21 cfs
1.94 cfs
1.88 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 20HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach FR 4: FR - 4
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
2
1
0
Inflow Area=1.334 ac
Avg. Flow Depth=0.07'
Max Vel=1.22 fps
n=0.013
L=28.0'
S=0.0068 '/'
Capacity=477.82 cfs
2.41 cfs
2.35 cfs
Type II 24-hr 100 YR Rainfall=5.63"2017.01180.CE.Drainage.Calcs Printed 2/1/2019Prepared by American Structurepoint
Page 21HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Reach FR 5: FR - 5
InflowOutflow
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
3
2
1
0
Inflow Area=2.111 ac
Avg. Flow Depth=0.39'
Max Vel=3.08 fps
n=0.022
L=263.0'
S=0.0185 '/'
Capacity=115.48 cfs
3.34 cfs
3.20 cfs
2016.02315
Appendix H – Storm Sewer Calculations
STORM SEWER C VALUE CALCULATIONS Page
1 of 1
Project: Hamlet on Jerome
Job #: Calc By:
Location: Dublin, OH JRP
Date 9/18/18 Chk By:
BJM
Pervious Area 0.45
Impervious Area 0.98
Drainage Area for CB 10 Drainage Area for CB 11
Total Area 0.470 acres Total Area 0.480 acres
Impervious Area 0.115 acres Impervious Area 0.120 acres
C Value 0.58 C Value 0.58
Drainage Area for CB 12 Drainage Area for CB 13
Total Area 0.430 acres Total Area 0.420 acres
Impervious Area 0.302 acres Impervious Area 0.346 acres
C Value 0.82 C Value 0.89
Drainage Area for CB 14 Drainage Area for CB 15
Total Area 0.290 acres Total Area 0.180 acres
Impervious Area 0.215 acres Impervious Area 0.150 acres
C Value 0.84 C Value 0.89
Drainage Area for CB 16 Drainage Area for CB 17
Total Area 4.970 acres Total Area 0.180 acres
Impervious Area 0.015 acres Impervious Area 0.134 acres
C Value 0.45 C Value 0.84
Drainage Area for CB 18 Drainage Area for CB 19
Total Area 0.100 acres Total Area 0.050 acres
Impervious Area 0.081 acres Impervious Area 0.034 acres
C Value 0.88 C Value 0.81
Drainage Area for CB 20 Drainage Area for CB 21
Total Area 0.160 acres Total Area 0.130 acres
Impervious Area 0.128 acres Impervious Area 0.082 acres
C Value 0.87 C Value 0.78
Drainage Area for CB 22 Drainage Area for CB 24
Total Area 0.540 acres Total Area 0.160 acres
Impervious Area 0.265 acres Impervious Area 0.070 acres
C Value 0.71 C Value 0.68
Drainage Area for CB 25 Drainage Area for CB 26
Total Area 0.170 acres Total Area 0.270 acres
Impervious Area 0.069 acres Impervious Area 0.104 acres
C Value 0.67 C Value 0.65
Municipality C Values
2017.0118
STORM SEWER DESIGN CALCULATIONS Page1 of 2
Project: Hamlet on JeromeJob #: 2017.01180 Calc By:Location: Dublin, OH MHSDate 01/29/19 5 Year Design Storm Chk By:
Rain Fall Data City of Dublin 10 Year Design Storm (16-4-1) Manning Coefficient 0.013 BJM
Structure#
COC
Station
Drainage Area Time of Conc. (Tc) Design Flow Storm Sewer Storm Structures
Structure Type Tributary(acres)
Cumul.Tributary(acres)
C CA Cumul.CA
Tc(min)
TcCumul.(min)
Intensity(in/hr)
Design Q(cfs)
Length(ft)
Pipe Size(in)
Slope(%)
Velocity(ft/sec)
PipeCapacity(cfs)
StatusInvert
Up(ft)
InvertDown(ft)
InvertDrop(ft)
RimElev (ft)
Depth(ft)
Cover(ft)
11 Standard Catch Basin (AA-S133A) 8+36.55 0.48 0.48 0.58 0.28 0.28 10.00 10.00 4.71 1.31 OK80.58 12 1.00 4.55 3.57 OK 994.44 998.11 3.67 2.50
10 Standard Catch Basin (AA-S133A) 7+55.97 0.47 0.95 0.58 0.27 0.55 0.30 10.30 4.66 2.57 OK27.00 12 0.52 3.28 2.58 OK 993.64 993.54 0.10 997.30 3.66 2.50
9 Type "C" Manhole (AA-S102) 7+28.97 0.00 0.95 0.00 0.00 0.55 0.14 10.43 4.64 2.55 OK48" Base 139.00 12 1.36 5.30 4.16 OK 993.40 993.30 0.10 999.35 5.95 4.79
8 Type "C" Manhole (AA-S102) 5+89.97 0.00 1.62 0.00 0.00 1.04 0.44 10.87 4.58 4.75 OK60" Base 0.67 0.48 118.59 15 0.54 3.88 4.76 OK 991.41 991.16 0.25 995.08 3.67 2.50
6 Type "C" Manhole (AA-S102) 4+71.38 0.00 1.83 0.00 0.00 1.22 0.51 11.38 4.47 5.44 OK48" Base 0.21 0.18 87.86 15 0.71 4.45 5.46 OK 990.52 990.42 0.10 996.65 6.13 4.69
5 Type "C" Manhole (AA-S102) 3+83.52 0.00 2.11 0.00 0.00 1.45 0.33 11.71 4.39 6.39 OK48" Base 0.28 0.24 73.61 15 1.47 6.39 7.84 OK 989.80 989.70 0.10 995.17 5.37 3.93
4 Type "C" Manhole (AA-S102) 3+09.91 0.00 7.08 0.00 0.00 3.69 0.19 11.90 4.94 18.23 OK48" Base 4.97 2.24 46.62 24 0.65 5.82 18.29 OK 988.62 987.87 0.75 993.37 4.75 2.50
3 Type "C" Manhole (AA-S102) 2+63.29 0.00 7.55 0.00 0.00 4.10 0.13 12.03 4.91 20.11 OK48" Base 0.47 0.40 171.69 24 1.26 8.11 25.47 OK 987.57 987.47 0.10 992.95 5.38 3.13
2 Type "C" Manhole (AA-S102) 0+91.60 0.00 8.40 0.00 0.00 4.82 0.35 12.39 4.84 23.34 OK48" Base 0.85 0.73 91.60 30 0.33 4.81 23.63 OK 985.30 984.80 0.50 990.59 5.29 2.50
1 Pipe Headwall (AA-S166) 0+00.00NP= 975.00 984.50
26 Standard Catch Basin (AA-S133A) 3+21.31 0.27 0.27 0.65 0.18 0.18 10.00 10.00 4.71 0.83 OK112.00 12 1.07 4.71 3.70 OK 980.53 984.20 3.67 2.50
25 Standard Catch Basin (AA-S133A) 2+09.31 0.17 0.44 0.67 0.11 0.29 0.40 10.40 4.64 1.34 OK112.00 12 2.70 7.47 5.87 OK 979.33 979.23 0.10 983.00 3.67 2.50
24 Standard Catch Basin (AA-S133A) 0+97.31 0.16 0.60 0.68 0.11 0.40 0.25 10.65 4.57 1.82 OK97.31 12 1.14 4.87 3.82 OK 976.21 976.11 0.10 979.88 3.67 2.50
23 Pipe Headwall (AA-S166) 0+00.00NP= 975.00
12 Standard Curb & Gutter Inlet (AA-S125A) 0+66.58 0.43 0.43 0.82 0.35 0.35 10.00 10.00 4.71 1.66 OK66.58 12 0.45 3.05 2.40 OK 986.47 990.14 3.67 2.50
2 Type "C" Manhole (AA-S102) 0+00.00986.17 984.80 1.37
13 Standard Curb & Gutter Inlet (AA-S125A) 0+07.50 0.42 0.42 0.89 0.37 0.37 10.00 10.00 4.71 1.76 OK7.50 12 0.45 3.05 2.40 OK 986.74 990.40 3.66 2.50
2 Type "C" Manhole (AA-S102) 0+00.00986.70 984.80 1.90
14 Standard Curb & Gutter Inlet (AA-S125A) 0+19.50 0.29 0.29 0.84 0.24 0.24 10.00 10.00 4.71 1.15 OK19.50 12 0.45 3.05 2.40 OK 989.06 992.73 3.67 2.50
3 Type "C" Manhole (AA-S102) 0+00.00988.98 987.47 1.51
15 Standard Curb & Gutter Inlet (AA-S125A) 0+07.50 0.18 0.18 0.89 0.16 0.16 10.00 10.00 4.71 0.75 OK7.50 12 0.45 3.05 2.40 OK 989.06 992.73 3.67 2.50
3 Type "C" Manhole (AA-S102) 0+00.00989.03 987.47 1.56
16 Standard CB w/ Side Inlets (AA-S134A) 1+29.50 4.97 4.97 0.45 2.24 2.24 36.80 36.80 2.76 6.17 OK129.50 18 0.35 3.53 6.23 OK 988.82 991.70 2.88 1.17
4 Type "C" Manhole (AA-S102) 0+00.00988.37 987.87 0.50
17 Standard Curb & Gutter Inlet (AA-S125A) 0+19.50 0.18 0.18 0.84 0.15 0.15 10.00 10.00 4.71 0.71 OK19.50 12 0.45 3.05 2.40 OK 991.29 994.96 3.67 2.50
5 Type "C" Manhole (AA-S102) 0+00.00991.21 989.70 1.51
18 Standard Curb & Gutter Inlet (AA-S125A) 0+07.50 0.10 0.10 0.88 0.09 0.09 10.00 10.00 4.71 0.41 OK7.50 12 0.45 3.05 2.40 OK 991.29 994.96 3.67 2.50
5 Type "C" Manhole (AA-S102) 0+00.00991.26 989.70 1.56
19 Standard Curb & Gutter Inlet (AA-S125A) 0+66.14 0.05 0.05 0.81 0.04 0.04 10.00 10.00 4.71 0.19 OK19.50 12 0.45 3.05 2.40 OK 993.90 997.57 3.67 2.50
7 Type "C" Manhole (AA-S102) 0+46.64 0.00 0.21 0.00 0.00 0.18 0.11 10.11 4.69 0.84 OK48" Base 0.16 0.14 46.64 12 0.45 3.05 2.40 OK 993.82 993.72 0.10 997.79 3.97 2.81
6 Type "C" Manhole (AA-S102) 0+00.00993.51 990.42 3.08
20 Standard Curb & Gutter Inlet (AA-S125A) 0+07.50 0.16 0.16 0.87 0.14 0.14 10.00 10.00 4.71 0.66 OK7.50 12 0.45 3.05 2.40 OK 993.90 997.57 3.67 2.50
7 Type "C" Manhole (AA-S102) 0+00.00993.87 993.72 0.15
21 Standard Curb & Gutter Inlet (AA-S125A) 0+21.27 0.13 0.13 0.78 0.10 0.10 10.00 10.00 4.71 0.48 OK21.27 12 0.45 3.05 2.40 OK 991.36 994.87 3.51 2.34
8 Type "C" Manhole (AA-S102) 0+00.00991.26 991.16 0.10
22 Standard Curb & Gutter Inlet (AA-S125A) 0+11.34 0.54 0.54 0.71 0.38 0.38 10.00 10.00 4.71 1.81 OK11.34 12 0.45 3.05 2.40 OK 991.31 994.87 3.56 2.39
8 Type "C" Manhole (AA-S102) 0+00.00991.26 991.16 0.10
STORM SEWER DESIGN HYDRAULIC GRADE LINE CALCULATIONS Page1 of 2
Project: Hamlet on JeromeJob #: 2017.01180 Calc By:Location: Dublin, OH MHSDate 1/29/19 Chk By:
10 Year Check Storm Manning Coefficient 0.013 BJM
Structure
Major Losses Minor LossesTotal
Losses
Storm Structures Hydraulic Grade Line
Intensity(in/hr)
Design Q(cfs)
Slope(%)
MajorLoss (H)
InletType
InletLoss(K)
TransitionType
TransitionLoss(K)
OutfallType
OutfallLoss(K)
MinorLosses(Hm)
InvertUp(ft)
InvertDown(ft)
RimElev(ft)
0.8*D (ft)
Min/MajLosses(ft)
HGL (ft) Status
11 5.28 1.47 0.173 0.14 Grate 0.25 Straight 0.1 Open 0.1 0.14 0.28994.44 994.44 998.11 995.24 990.41 995.24 OK
10 5.22 2.88 0.661 0.18 Grate 0.25 Straight 0.1 TW 0.5 0.14 0.32993.64 993.54 997.30 994.44 990.12 994.44 OK
9 5.20 2.86 0.655 0.91 Solid 0 90d 0.5 TW 0.5 0.44 1.35993.40 993.30 999.35 994.20 989.80 994.20 OK
8 5.14 5.32 0.927 1.10 Solid 0 90d 0.5 TW 0.5 0.23 1.33991.41 991.16 995.08 992.41 988.46 992.41 OK
6 5.02 6.10 1.216 1.07 Solid 0 90d 0.5 TW 0.5 0.31 1.38990.52 990.42 996.65 991.52 987.12 991.52 OK
5 4.92 7.16 1.679 1.24 Solid 0 Straight 0.1 TW 0.5 0.38 1.62989.80 989.70 995.17 990.80 985.75 990.80 OK
4 4.90 18.09 1.633 0.76 Solid 0 Straight 0.1 TW 0.5 0.32 1.08988.62 987.87 993.37 990.22 984.13 990.22 OK
3 4.85 19.88 1.973 3.39 Solid 0 Straight 0.1 TW 0.5 0.61 4.00987.57 987.47 992.95 989.17 983.05 989.17 OK
2 4.76 22.93 1.075 0.98 Solid 0 Straight 0.1 Basin 0.9 0.36 1.34985.30 984.80 990.59 987.30 979.05 987.30 OK
977.71
26 5.28 0.93 0.069 0.08 Grate 0.25 Straight 0.1 Open 0.1 0.16 0.23980.53 980.53 984.20 981.33 979.72 981.33 OK
25 5.20 1.51 0.181 0.20 Grate 0.25 Straight 0.1 TW 0.5 0.74 0.94979.33 979.23 983.00 980.13 979.49 980.13 OK
24 5.13 2.04 0.333 0.32 Grate 0.25 45d 0.3 Basin 0.9 0.52 0.84976.21 976.11 979.88 977.01 978.55 978.55 OK
977.71
12 5.28 1.86 0.272 0.18 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.250.00 986.47 990.14 0.80 987.55 987.55 OK
987.30
13 5.28 1.97 0.305 0.02 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.09986.74 986.74 990.40 987.54 987.39 987.54 OK
987.30
14 5.28 1.29 0.130 0.03 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.090.00 989.06 992.73 0.80 989.26 989.26 OK
989.17
15 5.28 0.85 0.056 0.00 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.07989.06 989.06 992.73 989.86 989.24 989.86 OK
989.17
16 2.76 6.17 0.344 0.45 Grate 0.25 Straight 0.1 Open 0.1 0.09 0.53988.82 988.82 991.70 990.02 990.75 990.75 OK
990.22
17 5.28 0.80 0.050 0.01 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.07991.29 991.29 994.96 992.09 990.87 992.09 OK
990.80
18 5.28 0.46 0.017 0.00 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.07991.29 991.29 994.96 992.09 990.87 992.09 OK
990.80
19 5.28 0.21 0.004 0.00 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.07993.90 993.90 997.57 994.70 991.77 994.70 OK
7 5.26 0.94 0.070 0.03 Solid 0 90d 0.5 TW 0.5 0.14 0.18993.82 993.72 997.79 994.62 991.70 994.62 OK
991.52
20 5.28 0.73 0.042 0.00 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.07993.90 993.90 997.57 994.70 994.68 994.70 OK
994.62
21 5.28 0.54 0.022 0.00 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.07991.36 991.36 994.87 992.16 992.48 992.48 OK
992.41
22 5.28 2.02 0.321 0.04 Grate 0.25 Straight 0.1 Open 0.1 0.07 0.10991.31 991.31 994.87 992.11 992.51 992.51 OK
992.41
1 SA
SA 1
16CB
Structure 16
Routing Diagram for 2017.01180.CE.Drainage.CalcsPrepared by American Structurepoint, Printed 9/18/2018
HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/18/2018Prepared by American Structurepoint
Page 2HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1 SA: SA 1
Runoff = 10.77 cfs @ 12.31 hrs, Volume= 1.291 af, Depth> 2.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 5 YR Rainfall=3.24"
Area (ac) CN Description
* 5.186 98 Saturated
5.186 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/18/2018Prepared by American Structurepoint
Page 3HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1 SA: SA 1
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
5 YR Rainfall=3.24"
Runoff Area=5.186 ac
Runoff Volume=1.291 af
Runoff Depth>2.99"
Flow Length=801'
Tc=37.1 min
CN=98
10.77 cfs
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/18/2018Prepared by American Structurepoint
Page 4HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 16: Structure 16
[57] Hint: Peaked at 991.32' (Flood elevation advised)
Inflow Area = 5.186 ac,100.00% Impervious, Inflow Depth > 2.99" for 5 YR eventInflow = 10.77 cfs @ 12.31 hrs, Volume= 1.291 afOutflow = 10.77 cfs @ 12.31 hrs, Volume= 1.291 af, Atten= 0%, Lag= 0.0 minPrimary = 10.77 cfs @ 12.31 hrs, Volume= 1.291 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 991.32' @ 12.31 hrs
Device Routing Invert Outlet Devices
#1 Primary 986.21' 18.0" Round 18" Storm Pipe L= 129.5' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 986.21' / 984.92' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Device 1 991.50' 1.5" x 5.0" Horiz. Structure Grate X 4.00 columns X 9 rows C= 0.600 in 27.5" x 27.5" Grate (36% open area) Limited to weir flow at low heads
#3 Device 1 990.50' 36.0" W x 6.0" H Vert. 24"x6" Window C= 0.600 #4 Device 1 990.50' 36.0" W x 6.0" H Vert. 24"x6" Window C= 0.600
Primary OutFlow Max=10.73 cfs @ 12.31 hrs HW=991.31' (Free Discharge)1=18" Storm Pipe (Passes 10.73 cfs of 18.76 cfs potential flow)
2=Structure Grate ( Controls 0.00 cfs)3=24"x6" Window (Orifice Controls 5.37 cfs @ 3.58 fps)4=24"x6" Window (Orifice Controls 5.37 cfs @ 3.58 fps)
Type II 24-hr 5 YR Rainfall=3.24"2017.01180.CE.Drainage.Calcs Printed 9/18/2018Prepared by American Structurepoint
Page 5HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 16: Structure 16
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=5.186 ac
Peak Elev=991.32'
10.77 cfs
10.77 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/18/2018Prepared by American Structurepoint
Page 6HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Subcatchment 1 SA: SA 1
Runoff = 12.48 cfs @ 12.31 hrs, Volume= 1.505 af, Depth> 3.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.74"
Area (ac) CN Description
* 5.186 98 Saturated
5.186 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)
28.8 135 0.0223 0.08 Sheet Flow, Point A-BWoods: Light underbrush n= 0.400 P2= 2.63"
4.7 228 0.0263 0.81 Shallow Concentrated Flow, Point B-CWoodland Kv= 5.0 fps
1.5 84 0.0358 0.95 Shallow Concentrated Flow, Point C-DWoodland Kv= 5.0 fps
1.8 108 0.0204 1.00 Shallow Concentrated Flow, Point D-EShort Grass Pasture Kv= 7.0 fps
0.3 222 0.0550 10.64 8.36 Pipe Channel, Point E-F12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'n= 0.013
0.0 24 0.0438 12.44 21.98 Pipe Channel, Point F-G18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013
37.1 801 Total
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/18/2018Prepared by American Structurepoint
Page 7HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Subcatchment 1 SA: SA 1
Runoff
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 YR Rainfall=3.74"
Runoff Area=5.186 ac
Runoff Volume=1.505 af
Runoff Depth>3.48"
Flow Length=801'
Tc=37.1 min
CN=98
12.48 cfs
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/18/2018Prepared by American Structurepoint
Page 8HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Summary for Pond 16: Structure 16
[57] Hint: Peaked at 991.50' (Flood elevation advised)
Inflow Area = 5.186 ac,100.00% Impervious, Inflow Depth > 3.48" for 10 YR eventInflow = 12.48 cfs @ 12.31 hrs, Volume= 1.505 afOutflow = 12.48 cfs @ 12.31 hrs, Volume= 1.505 af, Atten= 0%, Lag= 0.0 minPrimary = 12.48 cfs @ 12.31 hrs, Volume= 1.505 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 991.50' @ 12.31 hrs
Device Routing Invert Outlet Devices
#1 Primary 986.21' 18.0" Round 18" Storm Pipe L= 129.5' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 986.21' / 984.92' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Device 1 991.50' 1.5" x 5.0" Horiz. Structure Grate X 4.00 columns X 9 rows C= 0.600 in 27.5" x 27.5" Grate (36% open area) Limited to weir flow at low heads
#3 Device 1 990.50' 36.0" W x 6.0" H Vert. 24"x6" Window C= 0.600 #4 Device 1 990.50' 36.0" W x 6.0" H Vert. 24"x6" Window C= 0.600
Primary OutFlow Max=12.43 cfs @ 12.31 hrs HW=991.50' (Free Discharge)1=18" Storm Pipe (Passes 12.43 cfs of 19.11 cfs potential flow)
2=Structure Grate ( Controls 0.00 cfs)3=24"x6" Window (Orifice Controls 6.21 cfs @ 4.14 fps)4=24"x6" Window (Orifice Controls 6.21 cfs @ 4.14 fps)
Type II 24-hr 10 YR Rainfall=3.74"2017.01180.CE.Drainage.Calcs Printed 9/18/2018Prepared by American Structurepoint
Page 9HydroCAD® 10.00-21 s/n 00818 © 2018 HydroCAD Software Solutions LLC
Pond 16: Structure 16
InflowPrimary
Hydrograph
Time (hours)2423222120191817161514131211109876543210
Flo
w
(cfs
)
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=5.186 ac
Peak Elev=991.50'
12.48 cfs
12.48 cfs
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