report management drainage preliminary stormwater · calculations for flood routing can be found in...

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

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.

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.

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

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



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















13.9 709 Total




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 Depth>1.15"

Flow Length=709'

Tc=13.9 min

CN=83

7.69 cfs















13.9 709 Total




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 Depth>1.64"

Flow Length=709'

Tc=13.9 min

CN=83

10.99 cfs















13.9 709 Total




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 Depth>2.06"

Flow Length=709'

Tc=13.9 min

CN=83

13.80 cfs















13.9 709 Total




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




Runoff Depth>2.66"

Flow Length=709'

Tc=13.9 min

CN=83

17.81 cfs















13.9 709 Total




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




Runoff Depth>3.18"

Flow Length=709'

Tc=13.9 min

CN=83

21.18 cfs















13.9 709 Total




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




Runoff Depth>3.74"

Flow Length=709'

Tc=13.9 min

CN=83

24.75 cfs

1

Offsite Pre-Developed

Tributary Area






Summary for Subcatchment 1: Offsite Pre-Developed Tributary Area




* 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


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


37.1 801 Total



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 Depth>0.63"

Flow Length=801'

Tc=37.1 min

CN=79

2.25 cfs
















37.1 801 Total




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

3

2

1

0

Type II 24-hr

2 YR Rainfall=2.63"



Runoff Depth>0.91"

Flow Length=801'

Tc=37.1 min

CN=79

3.40 cfs
















37.1 801 Total




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

5

4

3

2

1

0

Type II 24-hr

5 YR Rainfall=3.24"



Runoff Depth>1.35"

Flow Length=801'

Tc=37.1 min

CN=79

5.18 cfs
















37.1 801 Total




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>1.74"

Flow Length=801'

Tc=37.1 min

CN=79

6.73 cfs
















37.1 801 Total




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

10

9

8

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>2.30"

Flow Length=801'

Tc=37.1 min

CN=79

9.01 cfs
















37.1 801 Total




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




Runoff Depth>2.79"

Flow Length=801'

Tc=37.1 min

CN=79

10.96 cfs
















37.1 801 Total




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




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






Summary for Subcatchment 3: Post-Development Tributary Area




* 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



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



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 Depth>1.26"

Flow Length=1,048'

Tc=10.0 min

CN=90

9.84 cfs














10.0 1,048 Total




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 Depth>1.64"

Flow Length=1,048'

Tc=10.0 min

CN=90

12.71 cfs














10.0 1,048 Total




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 Depth>2.20"

Flow Length=1,048'

Tc=10.0 min

CN=90

16.83 cfs














10.0 1,048 Total




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




Runoff Depth>2.67"

Flow Length=1,048'

Tc=10.0 min

CN=90

20.22 cfs














10.0 1,048 Total




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




Runoff Depth>3.33"

Flow Length=1,048'

Tc=10.0 min

CN=90

24.95 cfs














10.0 1,048 Total




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




Runoff Depth>3.89"

Flow Length=1,048'

Tc=10.0 min

CN=90

28.87 cfs














10.0 1,048 Total




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




Runoff Depth>4.48"

Flow Length=1,048'

Tc=10.0 min

CN=90

32.97 cfs

7

Offsite Undetained

Drainage to Creek






Summary for Subcatchment 7: Offsite Undetained Drainage to Creek




5.960 79 Woods/grass comb., Good, HSG D

5.960 100.00% Pervious Area


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 Depth>0.64"

Flow Length=1,157'

Tc=33.0 min

CN=79

2.81 cfs














33.0 1,157 Total


Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

4

3

2

1

0

Type II 24-hr

2 YR Rainfall=2.63"



Runoff Depth>0.92"

Flow Length=1,157'

Tc=33.0 min

CN=79

4.24 cfs














33.0 1,157 Total


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 Depth>1.35"

Flow Length=1,157'

Tc=33.0 min

CN=79

6.45 cfs














33.0 1,157 Total


Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

9

8

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>1.74"

Flow Length=1,157'

Tc=33.0 min

CN=79

8.39 cfs














33.0 1,157 Total


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




Runoff Depth>2.31"

Flow Length=1,157'

Tc=33.0 min

CN=79

11.22 cfs














33.0 1,157 Total


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




Runoff Depth>2.80"

Flow Length=1,157'

Tc=33.0 min

CN=79

13.63 cfs














33.0 1,157 Total


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




Runoff Depth>3.32"

Flow Length=1,157'

Tc=33.0 min

CN=79

16.22 cfs

8

Existing Property

Undetained to Creek






Summary for Subcatchment 8: Existing Property Undetained to Creek




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



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 Depth>0.83"

Flow Length=606'

Tc=10.0 min

CN=83

2.00 cfs















10.0 606 Total


Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

3

2

1

0

Type II 24-hr

2 YR Rainfall=2.63"



Runoff Depth>1.15"

Flow Length=606'

Tc=10.0 min

CN=83

2.79 cfs















10.0 606 Total


Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

4

3

2

1

0

Type II 24-hr

5 YR Rainfall=3.24"



Runoff Depth>1.64"

Flow Length=606'

Tc=10.0 min

CN=83

3.98 cfs















10.0 606 Total


Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>2.06"

Flow Length=606'

Tc=10.0 min

CN=83

4.99 cfs















10.0 606 Total


Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>2.67"

Flow Length=606'

Tc=10.0 min

CN=83

6.42 cfs















10.0 606 Total


Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

8

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>3.19"

Flow Length=606'

Tc=10.0 min

CN=83

7.63 cfs















10.0 606 Total


Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

9

8

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>3.74"

Flow Length=606'

Tc=10.0 min

CN=83

8.91 cfs

2016.02315

Appendix E – Routed Calculations

1


Tributary Area

3

Post-Development

Tributary Area

4

Wet Retention Basin






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)



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










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










InflowPrimary

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0


Peak Elev=976.80'

Storage=0.414 af

13.71 cfs

4.13 cfs










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










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


Peak Elev=977.27'

Storage=0.544 af

18.53 cfs

6.08 cfs










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






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)




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


Peak Elev=977.71'

Storage=0.673 af

22.55 cfs

7.42 cfs










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










InflowPrimary

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0


Peak Elev=978.20'

Storage=0.824 af

28.24 cfs

10.84 cfs










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










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


Peak Elev=978.51'

Storage=0.924 af

32.99 cfs

13.90 cfs










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










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


Peak Elev=978.80'

Storage=1.025 af

37.99 cfs

16.80 cfs

1


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






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



Reach 9: Study Point

InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

5

4

3

2

1

0


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




[61] Hint: Exceeded Reach 6 outlet invert by 0.01' @ 12.35 hrs





‡


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


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




InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

9

8

7

6

5

4

3

2

1

0



Max Vel=5.83 fps

n=0.040

L=10.0'

S=0.2000 '/'


8.40 cfs

8.40 cfs









‡


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


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




InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0



Max Vel=6.49 fps

n=0.040

L=10.0'

S=0.2000 '/'


12.94 cfs

12.94 cfs









‡


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


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




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



Max Vel=6.88 fps

n=0.040

L=10.0'

S=0.2000 '/'


16.36 cfs

16.36 cfs









‡


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


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




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



Max Vel=7.44 fps

n=0.040

L=10.0'

S=0.2000 '/'


22.42 cfs

22.42 cfs









‡


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


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




InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0



Max Vel=7.89 fps

n=0.040

L=10.0'

S=0.2000 '/'


28.31 cfs

28.31 cfs









‡


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


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




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



Max Vel=8.27 fps

n=0.040

L=10.0'

S=0.2000 '/'


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:

RE

VIS

IO

NS

DA

TE

SH

EE

T N

O.

DE

SC

RIP

TIO

NA

PP

RO

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D

Co

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mb

us, O

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43231

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L 614.901.2235 | F

AX

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oin

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2550 C

orp

orate E

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RO

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LIN

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CHECKED BY:

09/18/2018

MHS

BJM

2017.01180

DA

TE

PLO

T S

CA

LE

: 1:1 E

DIT

D

AT

E: 9/17/18

- 8:50 P

M E

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UT

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T.S

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2016.02315

Appendix F – Water Quality Calculations

WATER QUALITY VOLUME CALCULATIONS Page

1 of 1


Job #: Calc By:

Location: Dublin, Ohio MHS


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






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)




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



#2 Device 1 975.00' 2.7" Vert. 2.75" WQ Orifice C= 0.600


2=2.75" WQ Orifice (Orifice Controls 0.18 cfs @ 4.64 fps)



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



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



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






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




Runoff Depth>3.48"

Flow Length=801'

Tc=37.1 min

CN=98

12.48 cfs



Subcatchment SA 2: SA - 2

Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

2

1

0

Type II 24-hr




Runoff Depth>3.50"

Flow Length=174'

Tc=17.5 min

CN=98

2.09 cfs




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

4

3

2

1

0

Type II 24-hr




Runoff Depth>3.49"

Flow Length=348'

Tc=18.6 min

CN=98

3.78 cfs




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>3.49"

Flow Length=300'

Slope=0.0315 '/'

Tc=19.5 min

CN=98

4.69 cfs




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>3.49"

Flow Length=403'

Slope=0.0299 '/'

Tc=25.0 min

CN=98

6.48 cfs



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




Runoff Depth>5.36"

Flow Length=801'

Tc=37.1 min

CN=98

18.90 cfs




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

3

2

1

0

Type II 24-hr




Runoff Depth>5.38"

Flow Length=174'

Tc=17.5 min

CN=98

3.17 cfs




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>5.38"

Flow Length=348'

Tc=18.6 min

CN=98

5.72 cfs




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>5.38"

Flow Length=300'

Slope=0.0315 '/'

Tc=19.5 min

CN=98

7.10 cfs




Runoff

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

10

9

8

7

6

5

4

3

2

1

0

Type II 24-hr




Runoff Depth>5.37"

Flow Length=403'

Slope=0.0299 '/'

Tc=25.0 min

CN=98

9.82 cfs



Reach FR 1: FR - 1

InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

7

6

5

4

3

2

1

0



Max Vel=2.49 fps

n=0.022

L=66.3'

S=0.0100 '/'

Capacity=75.06 cfs

6.44 cfs

6.35 cfs



Reach FR 2: FR - 2

InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

3

2

1

0



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



Reach FR 3: FR - 3

InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

2

1

0



Max Vel=3.42 fps

n=0.013

L=103.0'

S=0.0332 '/'

Capacity=182.21 cfs

1.94 cfs

1.88 cfs



Reach FR 4: FR - 4

InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

2

1

0



Max Vel=1.22 fps

n=0.013

L=28.0'

S=0.0068 '/'

Capacity=477.82 cfs

2.41 cfs

2.35 cfs



Reach FR 5: FR - 5

InflowOutflow

Hydrograph

Time (hours)2423222120191817161514131211109876543210

Flo

w

(cfs

)

3

2

1

0



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


Job #: Calc By:

Location: Dublin, OH JRP


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





























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






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



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







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















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



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


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


987.30


987.30


989.17


989.17


990.22


990.80


990.80


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


994.62


992.41


992.41

1 SA

SA 1

16CB

Structure 16






Summary for Subcatchment 1 SA: SA 1




* 5.186 98 Saturated

5.186 100.00% Impervious Area








37.1 801 Total



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 Depth>2.99"

Flow Length=801'

Tc=37.1 min

CN=98

10.77 cfs



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


#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)



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


Peak Elev=991.32'

10.77 cfs

10.77 cfs



Summary for Subcatchment 1 SA: SA 1




* 5.186 98 Saturated

5.186 100.00% Impervious Area








37.1 801 Total



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




Runoff Depth>3.48"

Flow Length=801'

Tc=37.1 min

CN=98

12.48 cfs



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


#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)



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


Peak Elev=991.50'

12.48 cfs

12.48 cfs

report management drainage preliminary stormwater · calculations for flood routing can be found in...

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