Drainage Design Report - franklin.in.gov

3939 Priority Way South Drive, Suite 200 Indianapolis, Indiana 46240 Telephone 317 844 6777 Facsimile 317 706 6451 www.cripe.biz

PIC: 090364-20013

Drainage Design Report for

Indiana Masonic Home Community Center Parking Lots Franklin, Indiana Prepared for: Indiana Masonic Home 690 State Street Franklin, Indiana 46131 March 17, 2015 Certified By:

David A. Lach, P.E., LEED, AP INDIANA PE 10000126

http://www.cripe.biz/

DRAINAGE DESIGN SUMMARY MASONIC HOME COMMUNITY CENTER PARKING LOTS

TABLE OF CONTENTS

1.0 Introduction .......................................................................................................... 1

1.1 Project Description ................................................................................................ 1 1.2 Existing Conditions ................................................................................................ 1

2.0 Post-Developed Drainage .................................................................................... 1 2.1 Storm Sewer Network ........................................................................................... 2

3.0 Water Quality Analysis ........................................................................................ 2 4.0 Conclusion ............................................................................................................ 2

APPENDICIES Appendix A – Master Stormwater Drainage Design Report Appendix B – IMH Community Center Drainage Report Appendix C - Post-Developed Drainage Analysis Appendix D – Water Quality

1.0 Introduction This drainage report outlines the storm water management system that will serve the Masonic Home Community Center parking lots located south of the Masonic Home Community Center currently under construction. 1.1 Project Description The proposed improvements will include new parking areas, carport, driveways, utilities, water quality BMPs and landscaping. The proposed improvements are in compliance with the previously approved Master Drainage Plan associated with the Assisted Living Facility addition (Master Drainage Plan) 1.2 Existing Conditions The project site existing conditions includes green space, playground area and picnic facilities as well as proposed drives associated with the Community Center that will be realigned to better transition into the proposed parking areas and drives. The north portion of the existing site currently sheet drains directly to Young’s Creek. The south portion of the site drains to the existing storm sewer system that outlets to the existing detention pond south that outlets to Young’s Creek. The project site is located in the South watershed of the campus in accordance with the Master Drainage Plan. The site stormwater and drainage system discharges to the existing detention pond that drains to Young’s Creek. The Firm map panel numbers 18081C0231D and 18081C0233D, effective date August 2, 2007, indicates that the watershed lies within Zone X, “Areas determined to be outside of the 0.2% annual chance floodplain.” 2.0 Post-Developed Drainage The proposed project consists of a series of parking and internal drives that extend from a point southwest of the Community Center currently under construction, runs east along the south side of the Center and then runs south to tie into the loop road. A carport is proposed west of the south leg of the propose parking. The stormwater runoff from the proposed parking will be collected and directed to the existing stormwater network. A new stormwater quality BMP has been designed to treat the flow from the new parking areas as well as the Community Center runoff prior to discharging into the existing storm sewer detention facility. The site has been designed in accordance with the previously approved Master Drainage Plan. As noted previously, the existing storm water detention pond detailed in the Master Plan is located south of the local improvements. The revised proposed

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impervious and pervious areas that include the proposed parking lot improvements are in accordance with the Curve Number used in the design of the detention system. 2.1 Storm Sewer Network Hydroflow was utilized to size the storm sewers for the proposed pipe networks for the Community Center Parking Lots using the Rational Method. The proposed parking lots storm sewers will tie into the storm sewer trunk line that was sized and installed as part of the Community Center project with the anticipation of future projects. Please refer to Appendix B for the storm sewer calculations and basin map. 3.0 Water Quality Analysis The post-developed site has been designed with the provision of water quality to remove 80% TSS. For the Community Center Parking Lots, a new water quality structure has been sized to treat the runoff from the new lots as well as handle flow from the Community Center currently under construction. The proposed treatment BMP shall be an Aqua-swirl hydro dynamic separator (used elsewhere on site). Model AS-4 is proposed to treat the parking additions as well as the Community Center and will replace the AS-2 unit previously proposed with the Community Center project.. Please refer to Appendix C for the water quality calculations. 4.0 Conclusion The proposed Community Center Parking Lots have been designed in accordance with the previously approved Master Drainage Plan as part of the Assisted Living Facility project. The proposed stormwater runoff is treated for water quality and the resulting stormwater runoff to the pond is within the parameters of the Master Plan. Therefore, no adverse impacts are anticipated by these site improvements.

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Appendix A

Master Stormwater Drainage Design Report

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3939 Priority Way South Drive, Suite 400 Indianapolis, Indiana 46240 Telephone 317 844 6777 Facsimile 317 706 6464 www.cripe.biz

PIC: 080420-20010


Masonic Home Assisted Living Facility and Regional Detention Pond Franklin, Indiana Prepared for: Masonic Home April 8, 2010 Certified By:


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MASTER STORMWATER MANAGEMENT REPORT FOR MASONIC HOME SITE IMPROVEMENTS

TABLE OF CONTENTS

1.0 Introduction......................................................................................................... 1

1.1 Project Description ................................................................................................1 1.2 Existing Conditions................................................................................................1

2.0 Hydrologic Method ............................................................................................. 1 2.1 Rainfall Distribution ...............................................................................................1 2.2 Software ................................................................................................................2

3.0 Pre-developed Conditions ................................................................................. 2 3.1 Pre-developed Conditions .....................................................................................2

4.0 Post-Developed Drainage Analysis .................................................................. 3 4.1 Post-Developed Site Conditions Peak Flow Rates at Discharge Points ...............3 4.2 Storm Sewer Network............................................................................................3 4.3 Emergency Spillway ..............................................................................................3

5.0 Water Quality Analysis....................................................................................... 4 6.0 Conclusions........................................................................................................ 4

APPENDICIES Appendix A – Pre-Developed Drainage Analysis Appendix B - Post-Developed Drainage Analysis Appendix C – Storm Sewer Design Calcs and Basin Map Appendix D – Water Quality Calculations

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O:\2009\090364\20010\docs\Engr\Reports\Drainage Report\Drainage Report 04-08-10.DOC

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1.0 Introduction This drainage report outlines the storm water management system that will serve the Masonic Home Assisted Living Facility (ALF). The report will also outline the proposed regional detention pond that is being installed with the Assisted Living Facility (ALF) to provide storage capacity for the current improvements as well as provide additional storage capacity for future site improvements for the Masonic Home. 1.1 Project Description The proposed initial improvements to the Masonic Home site consist of the ALF building addition, new parking areas, driveways, the reconstruction of an existing internal road and landscaping. 1.2 Existing Conditions There are three watersheds being analyzed in this report. The West watershed contains 2.55 acres. The South watershed contains 22.98 acres. The East watershed contains 12.42 acres. All three watersheds drain to Young’s Creek. The proposed improvements are contained within the South Watershed. The soils maps from the US Department of Agriculture, Soil Conservation Service identifies the tributary watershed to contain six soils classifications. These are: Brookston silty clay loam (Br), Crosby Silt loam 0-2 percent slopes (CrA), Genesee loam (Ge), Hennepin loam 25-50 percent slopes (HeF), Miami clay loam 6-12 percent slopes, severely eroded (MtC3), Miami clay loam 12-18 percent slopes, severely eroded (MtD3), Ockley loam, 0-2 percent slopes (OcA), Ockley loam, 2-6 percent slopes, eroded (OcB2). The Firm map panel numbers 18081C0231D and 18081C0233D, effective date August 2, 2007, indicates that the watershed lies within Zone X, “Areas determined to be outside of the 0.2% annual chance floodplain.” 2.0 Hydrologic Method The method used to generate runoff from the existing and proposed watersheds is the Soil Conservation Service (SCS) Hydrograph Method. This method calculates the peak storm flows for the 2-year, 10-year, and the 100-year storm event, which are used to determine the required storage volume to be provided by the detention pond. 2.1 Rainfall Distribution The HUFF II Quartile Rainfall Distribution was used to calculate the storm water runoff for the pre- and post-developed conditions for the 1, 2, 3, 6, 12 and 24 hour storm durations.

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2.2 Software After the input data and rainfall have been estimated, PondPack v9, a hydraulic modeling program, is used to determine the peak flows and volumes using the SCS Unit Hydrograph Method. PondPack v9 generates an individual hydrograph for each basin. The hydrographs are then added to generate runoff flows for ponds or to specific points of interest. 3.0 Pre-developed Conditions 3.1 Pre-developed Conditions For all pre-developed analysis, the Masonic Home facilities were analyzed in the current state as of the date of the most recent topographic survey. This date is June 1, 2009. The impervious surface is modeled as impervious surface (CN=98), the pervious surface (open space) is modeled in the calculations as pasture, meadow, brush or woods ground cover types in good hydrologic condition as noted in the Subdivision Control Ordinance (S.C.O.). The allowable release rates are determined as follows: 10yr. post <= 2yr. pre 100yr. post <= 10yr. pre The existing peak runoff rates from the three existing watersheds are as follows: West Basin South Basin East Basin 2yr. = 0.47 cfs 2yr. = 3.90 cfs 2yr. = 2.54 cfs 10yr. = 1.50 cfs 10yr. = 11.62 cfs 10yr. = 8.10 cfs For the pond analysis, the allowable release rates for the site are the sum of the West and South Basin peak runoff rates. This is due to the future collection of the West Basin in future build out. The East Basin is not included because it currently drains through an existing storm sewer south, then east along the north side of the treatment, discharges to a roadside ditch, then travels south to a tributary to Young’s Creek prior to discharging to Young’s Creek 2500’ downstream of the proposed outlet location. The allowable release rates for the site are as follows: 10yr. post allowable = 4.37 cfs 100yr. post allowable = 13.12 cfs Please refer to Appendix A for the pre-developed drainage analysis calculations and basin map.

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4.0 Post-Developed Drainage Analysis The post-developed drainage analysis consists of one regional detention pond to control the amount of runoff releasing from the proposed ALF site and associated improvements. Additional storage is maintained in the pond for future development of the Masonic Home property. The master planned detention pond is being proposed in the South basin to account for as much of the increases in the impervious surface as possible in the master plan. The West watershed will be taken to the South Watershed by future storm sewer network through the master planned detention pond. This is shown on the post-developed basin map (Appendix B) as future storm sewer conveyance. A large portion of the East basin will also be taken to the master planned detention pond as future development occurs. A stub has been provided for future connection. It is a wet detention facility with a normal pool area of 0.87 acres. It will be built with the incorporation of the ALF to the Masonic Home. It is designed to release the 10yr. and 100yr. post-developed peak discharges at lower rates that the allowable 2yr. and 10yr. pre-developed peak discharges, respectively. 4.1 Post-Developed Site Conditions Peak Flow Rates at Discharge Points The following summarizes the peak flow rates released from the site in the proposed condition for the fully master planned detention basin. The results are as follows: South Basin 10yr. = 3.16 cfs 100yr. = 9.23 cfs These results show that the post developed release rates for the master planned detention pond are lower than the allowable release rates. Please refer to Appendix B for the post-developed drainage analysis calculations and basin map. 4.2 Storm Sewer Network Stormcad was utilized to size the storm sewers for the proposed pipe networks for the ALF using the Rational Method. Please refer to Appendix C for the storm sewer calculations and basin map. 4.3 Emergency Spillway An emergency spillway has been designed for the pond in the event that the outlet structure gets completely clogged and is unable to discharge the rainfall. It has been designed to pass 1.25 times the peak discharge into the pond.

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Please refer to Appendix B for the emergency spillway sizing calculation. 5.0 Water Quality Analysis The post-developed site has been designed with the provision of water quality to remove 80% TSS. For the Assisted Living Facility and proposed future East basin watershed areas being routed through proposed storm sewer network, a hydrodynamic separator was chosen as the appropriate post-construction best management practice (BMP). The water quality treatment flow from the first inch of runoff from the proposed ALF site and future east basin areas has been calculated to be 9.49 cfs. An Aqua-swirl AS-8 has been chosen to provide treatment to the stormwater prior to discharging into the pond. The AS-8 can accommodate up to 11.2 cfs. When the future West basin area is developed and future conveyance is run, an additional hydrodynamic separator will be designed and incorporated in the site to provide adequate stormwater treatment prior to discharging into the wet pond detention facility. Please refer to Appendix D for the water quality calculations. 6.0 Conclusions The proposed regional detention facility has been designed to provide adequate storage for the proposed ALF improvements for the Masonic Home as well as for future improvements. Any further developments outside of the watershed presented will need to provide detention and be designed in accordance with City of Franklin standards. Therefore, no adverse impacts are anticipated by these site improvements.

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Appendix A

Pre-Developed Drainage Analysis

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Appendix B

Post-Developed Drainage Analysis for Master Planned Detention Pond

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Appendix C

Storm Sewer Design Calcs and Map

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Appendix D

Water Quality Calculations

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Appendix B

IMH Community Center Drainage Report

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Indiana Masonic Home Community Center Franklin, Indiana Prepared for: Indiana Masonic Home 690 State Street Franklin, Indiana 46131 May 15, 2014 Certified By:


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http://www.cripe.biz/

DRAINAGE DESIGN SUMMARY MASONIC HOME COMMUNITY CENTER

TABLE OF CONTENTS

1.0 Introduction .......................................................................................................... 1

1.1 Project Description .............................................................................................. 1 1.2 Existing Conditions ............................................................................................. 1

2.0 Post-Developed Drainage .................................................................................... 1 2.1 Storm Sewer Network ......................................................................................... 1

3.0 Water Quality Analysis ........................................................................................ 1 4.0 Conclusion ............................................................................................................ 2

APPENDICIES Appendix A – Master Stormwater Drainage Design Report Appendix B - Post-Developed Drainage Analysis Appendix C – Water Quality

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1.0 Introduction This drainage report outlines the storm water management system that will serve the Masonic Home Community Center. 1.1 Project Description The proposed initial improvements to the Masonic Home site consist of the Community Center building addition, new parking areas, driveways, utility relocations and landscaping. 1.2 Existing Conditions The project site is located in the South watershed of the campus in accordance with the Master Drainage Plan that was approved with the Assisted Living Facility (ALF) addition. The site and drainage system to the existing detention pond drain to Young’s Creek. The Firm map panel numbers 18081C0231D and 18081C0233D, effective date August 2, 2007, indicates that the watershed lies within Zone X, “Areas determined to be outside of the 0.2% annual chance floodplain.” 2.0 Post-Developed Drainage The site has been designed in accordance with the previously approved Master Drainage Plan utilizing the existing storm water detention pond located south of the local improvements. The proposed impervious and pervious areas are in accordance with the Curve Number used in the design of the detention system. 2.1 Storm Sewer Network Hydroflow was utilized to size the storm sewers for the proposed pipe networks for the Community Center Addition using the Rational Method. As part of the project design, the master storm drain trunk sewer is being installed to convey the runoff from the future development portion of the western watershed as well as the drainage from the Community Center Addition. Please refer to Appendix B for the storm sewer calculations and basin map. 3.0 Water Quality Analysis The post-developed site has been designed with the provision of water quality to remove 80% TSS. For the Community Center Addition, the water quality structure has

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been sized for the local project improvements only. The future projects will be required to supply their own water quality treatment as those areas develop. The proposed treatment BMP is an Aqua-swirl concentrator, Model AS-2. Please refer to Appendix C for the water quality calculations. 4.0 Conclusion The proposed Community Center Addition has been designed in accordance with the previously approved Master Drainage Plan as part of the Assisted Living Facility project. Therefore, no adverse impacts are anticipated by these site improvements.

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Appendix B

Post-Developed Drainage Analysis

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Appendix C

Water Quality

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Appendix C

Post-Developed Drainage Analysis

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COVERINGSTORMWATER POLLUTION

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Job Title

Basin # 709C Area (acres) C*Area

0.85 0.09 0.080.90 0.00 0.000.15 0.07 0.010.85 0.01 0.01

Total 0.17 0.10

0.56 1


0.85 0.09 0.070.90 0.00 0.000.15 0.01 0.000.85 0.024 0.02

Total 0.12 0.10

0.79 1


0.85 0.035 0.030.90 0.54 0.490.15 0.02 0.000.85 0.01 0.01

Total 0.61 0.53

0.87 1


0.85 0.09 0.080.90 0.00 0.000.15 0.03 0.000.85 0.01 0.01

Total 0.13 0.09

0.69 1

Surface DescriptionPavementRoofLawn Clay SoilsConcrete

Composite C


Composite C


Composite C

Composite C

Composite Runoff Coefficient


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Job Title


0.85 0.08 0.070.90 0.00 0.000.15 0.01 0.000.85 0.01 0.01

Total 0.10 0.08

0.78 1


0.85 0.089 0.080.90 0.00 0.000.15 0.07 0.010.85 0.02 0.02

Total 0.18 0.10

0.57 1


0.85 0.000 0.000.90 0.07 0.060.15 0.21 0.030.85 0.13 0.11

Total 0.41 0.21

0.50 1


0.85 0.086 0.070.90 0.00 0.000.15 0.29 0.040.85 0.02 0.02

Total 0.39 0.13

0.34 0

Basin # 718C Area (acres) C*AreaSurface Description


Composite C


Composite C


Composite C


Composite C


Job Title

0.85 0.066 0.060.90 0.00 0.000.15 0.11 0.020.85 0.01 0.01

Total 0.19 0.08

0.44 0


0.85 0.148 0.130.90 0.00 0.000.15 0.40 0.060.85 0.03 0.02

Total 0.57 0.21

0.36 0

Basin # Ex South RoadC Area (acres) C*Area

0.85 0.407 0.350.90 0.00 0.000.15 0.47 0.070.85 0.13 0.11

Total 1.01 0.53

0.52 1


0.85 0.241 0.200.90 0.00 0.000.15 0.07 0.010.85 0.02 0.02

Total 0.33 0.23

0.70 1

Q 1.616652

Basin # 722C Area (acres) C*AreaSurface Description


Composite C


Composite C


Composite C

PavementRoofLawn Clay SoilsConcrete

Composite C


Job Title

0.85 0.000.90 0.00 0.000.15 0.08 0.010.85 0.01 0.01

Total 0.10 0.02

0.25 0

Q 0.167185

Basin # Future NWC Area (acres) C*Area

0.85 1.077 0.920.90 0.60 0.540.20 0.97 0.190.85 0.00

Total 2.64 1.65

0.62 1

Q 11.51867

Basin # Future South LotC Area (acres) C*Area

0.85 0.950 0.810.90 0.15 0.140.20 1.10 0.220.85 0.00

Total 2.20 1.16

0.53 1

Q 8.125875

Basin # 726 (Existing Bldg Roof Drainage)C Area (acres) C*Area

0.85 0.000 0.000.90 0.45 0.410.20 0.00 0.000.85 0.00

Total 0.45 0.41

0.90 1


Composite C


Composite C


Composite C

PavementRoofLawn Clay SoilsConcrete

Composite C


Job Title

Q 2.83095


0.85 0.14 0.120.90 0.00 0.000.20 0.03 0.010.85 0.00

Total 0.17 0.13

0.74 1


0.85 0.16 0.140.90 0.00 0.000.20 0.10 0.020.85 0.00

Total 0.26 0.16

0.60 1


0.85 0.09 0.080.90 0.00 0.000.20 0.08 0.020.85 0.00

Total 0.17 0.09

0.54 1


0.85 0.12 0.100.90 0.00 0.000.20 0.05 0.010.85 0.00

Total 0.17 0.11

0.66 1


Composite C


Composite C


Composite C


Composite C


Job Title


0.85 0.18 0.150.90 0.00 0.000.20 0.04 0.010.85 0.00

Total 0.22 0.16

0.73 1


0.85 0.12 0.100.90 0.02 0.020.20 0.08 0.020.85 0.00

Total 0.22 0.14

0.62 1


0.85 0.11 0.090.90 0.07 0.060.20 0.14 0.030.85 0.00

Total 0.32 0.18

0.58 1


0.85 0.015 0.010.90 0.00 0.000.20 0.005 0.000.85 0.00

Total 0.02 0.01

0.69 1

Basin # 742


Composite C


Composite C


Composite C


Composite C


Job Title

C Area (acres) C*Area0.85 0.05 0.040.90 0.00 0.000.20 0.00 0.000.85 0.00

Total 0.05 0.04

0.85 1


0.85 0.09 0.080.90 0.03 0.030.20 0.26 0.050.85 0.00

Total 0.38 0.16

0.41 0


0.85 0.025 0.020.90 0.00 0.000.20 0.095 0.020.85 0.00

Total 0.12 0.04

0.34 0

Basin # FUTURE 747C Area (acres) C*Area

0.85 0.27 0.230.90 0.00 0.000.20 0.30 0.060.85 0.00

Total 0.57 0.29

0.51 1

Basin # FUTURE 748C Area (acres) C*Area

0.85 0.44 0.37


Composite C


Composite C


Composite C

Surface DescriptionPavement


Composite C


Job Title

0.90 0.43 0.390.20 0.43 0.090.85 0.00

Total 1.30 0.85

0.65 1

RoofLawn Clay SoilsConcrete

Composite C


BASIN 734

0.150072.50 ft2.6600 in0.0250 ft/ft

0.1267 hrs

Equation->

67.50 ft0.0110 ft/ft

y

2.13 ft/sec

Equationif paved ->

Equationif unpaved ->

0.0088 hrs

Equation->

0.1355 hrs8.13 min

TOTAL TIME OF CONCENTRATION

Average Velocity (V)

V = 20.3282*s0.5

V = 16.1345*s0.5

Time of Concentration

Tc = L / 3600*V


Tc = (0.007(nL)0.8) / (P20.5s0.4)

SCS TR-55 SHALLOW CONCENTRATED FLOWHydraulic Length (L)Slope (S)Paved (Y or N)

TIME OF CONCENTRATION WORKSHEET

SCS TR-55 SHEET FLOWManning's n (n)Hydraulic Length (max. of 300 ft) (L)2-yr 24-hour rainfall (P2)Slope (s)

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BASIN 735

0.150070.67 ft2.6600 in0.0250 ft/ft

0.1241 hrs

Equation->

64.33 ft0.0110 ft/ft

y

2.13 ft/sec

Equationif paved ->


0.0084 hrs

Equation->

0.1325 hrs7.95 min



V = 20.3282*s0.5

V = 16.1345*s0.5


Tc = L / 3600*V


Tc = (0.007(nL)0.8) / (P20.5s0.4)




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BASIN 739

0.150056.00 ft2.6600 in0.0250 ft/ft

0.1030 hrs

Equation->

20.00 ft0.0110 ft/ft

y

2.13 ft/sec

Equationif paved ->


0.0026 hrs

Equation->

0.1056 hrs6.34 min



V = 20.3282*s0.5

V = 16.1345*s0.5


Tc = L / 3600*V


Tc = (0.007(nL)0.8) / (P20.5s0.4)




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BASIN 740

0.1500100.00 ft2.6600 in0.0250 ft/ft

0.1638 hrs

Equation->

39.00 ft0.0110 ft/ft

y

2.13 ft/sec

Equationif paved ->


0.0051 hrs

Equation->

0.1689 hrs10.13 min



V = 20.3282*s0.5

V = 16.1345*s0.5


Tc = L / 3600*V


Tc = (0.007(nL)0.8) / (P20.5s0.4)




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BASIN 743

0.1500100.00 ft2.6600 in0.0250 ft/ft

0.1638 hrs

Equation->

97.00 ft0.0110 ft/ft

n

1.69 ft/sec

Equationif paved ->


0.0159 hrs

Equation->

0.1797 hrs10.78 min



V = 20.3282*s0.5

V = 16.1345*s0.5


Tc = L / 3600*V


Tc = (0.007(nL)0.8) / (P20.5s0.4)




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BASIN 744

0.1500100.00 ft2.6600 in0.0250 ft/ft

0.1638 hrs

Equation->

50.00 ft0.0300 ft/ft

n

2.79 ft/sec

Equationif paved ->


0.0050 hrs

Equation->

0.1688 hrs10.13 min



V = 20.3282*s0.5

V = 16.1345*s0.5


Tc = L / 3600*V


Tc = (0.007(nL)0.8) / (P20.5s0.4)




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10 Year Storm

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100 Year Storm

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Appendix D

Water Quality

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Scenario: Johnson2,10,100 - Synthetic Curve, 2 yrs

Proposed 1

BMP 746

Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

3/11/2015

Bentley PondPack V8i[08.11.01.51]

Bentley Systems, Inc. Haestad Methods Solution Center09036420012-2015-03-11 combined WQ.ppc

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Project Summary

Masonic Amenities and Additional

ParkingTitle

JEOEngineer

CripeCompany

3/11/2015Date

Sizing revised to include Community Center and North and South parking lotsNotes


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Table of Contents

7Runoff CN-AreaProposed 1

5Time of Concentration Calculations

Proposed 1

3Time-Depth CurveJohnson2,10,100

2Master Network Summary

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Subsection: Master Network Summary

Catchments Summary

Peak Flow(ft³/s)

Time to Peak(hours)

Hydrograph Volume(ac-ft)

Return Event(years)

ScenarioLabel

2.2812.0500.1572

Johnson2,10,100 - Synthetic Curve, 2 yrs

Proposed 1

Node Summary

Peak Flow(ft³/s)

Time to Peak(hours)

Hydrograph Volume(ac-ft)

Return Event(years)

ScenarioLabel

2.2812.0500.1572

Johnson2,10,100 - Synthetic Curve, 2 yrs

BMP 746


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Storm Event: TypeII 24hr (1.0 in)Label: Johnson2,10,100

Return Event: 2 yearsSubsection: Time-Depth Curve

Time-Depth Curve: TypeII 24hr (1.0 in)

TypeII 24hr (1.0 in)

Label

hours0.000Start Time

hours0.100Increment

hours24.000End Time

years2Return Event

CUMULATIVE RAINFALL (in)

Output Time Increment = 0.100 hours

Time on left represents time for first value in each row.

Depth(in)

Depth(in)

Depth(in)

Depth(in)

Depth(in)

Time(hours)

0.00.00.00.00.00.000

0.00.00.00.00.00.500

0.00.00.00.00.01.000

0.00.00.00.00.01.500

0.00.00.00.00.02.000

0.00.00.00.00.02.500

0.00.00.00.00.03.000

0.00.00.00.00.03.500

0.10.10.10.00.04.000

0.10.10.10.10.14.500

0.10.10.10.10.15.000

0.10.10.10.10.15.500

0.10.10.10.10.16.000

0.10.10.10.10.16.500

0.10.10.10.10.17.000

0.10.10.10.10.17.500

0.10.10.10.10.18.000

0.10.10.10.10.18.500

0.20.20.20.20.19.000

0.20.20.20.20.29.500

0.20.20.20.20.210.000

0.20.20.20.20.210.500

0.30.30.30.20.211.000

0.60.40.40.30.311.500

0.70.70.70.70.712.000

0.80.80.80.70.712.500

0.80.80.80.80.813.000

0.80.80.80.80.813.500

0.80.80.80.80.814.000

0.90.80.80.80.814.500

0.90.90.90.90.915.000

0.90.90.90.90.915.500

0.90.90.90.90.916.000


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Storm Event: TypeII 24hr (1.0 in)Label: Johnson2,10,100

Return Event: 2 yearsSubsection: Time-Depth Curve

CUMULATIVE RAINFALL (in)

Output Time Increment = 0.100 hours

Time on left represents time for first value in each row.

Depth(in)

Depth(in)

Depth(in)

Depth(in)

Depth(in)

Time(hours)

0.90.90.90.90.916.500

0.90.90.90.90.917.000

0.90.90.90.90.917.500

0.90.90.90.90.918.000

0.90.90.90.90.918.500

0.90.90.90.90.919.000

1.00.90.90.90.919.500

1.01.01.01.01.020.000

1.01.01.01.01.020.500

1.01.01.01.01.021.000

1.01.01.01.01.021.500

1.01.01.01.01.022.000

1.01.01.01.01.022.500

1.01.01.01.01.023.000

1.01.01.01.01.023.500

(N/A)(N/A)(N/A)(N/A)1.024.000


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Storm Event: TypeII 24hr (1.0 in)Label: Proposed 1

Return Event: 2 yearsSubsection: Time of Concentration Calculations

Time of Concentration Results

Segment #1: User Defined Tc

hours0.183Time of Concentration

Time of Concentration (Composite)

hours0.183Time of Concentration (Composite)


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Return Event: 2 yearsSubsection: Time of Concentration Calculations

==== User Defined

Value entered by userTc =

Tc= Time of concentration, hoursWhere:


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Return Event: 2 yearsSubsection: Runoff CN-Area

Runoff Curve Number Data

Adjusted CNUC(%)

C(%)

Area(acres)

CNSoil/Surface Description

98.0000.00.04.81198.000impervious

61.0000.00.00.74861.000Open Space Group B

74.0000.00.02.83374.000Open Space Group C

86.600(N/A)(N/A)8.392(N/A)COMPOSITE AREA & WEIGHTED CN --->


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Index

Proposed 1 (Time of Concentration Calculations, 2 years)...5, 6

Proposed 1 (Runoff CN-Area, 2 years)...7

P

Master Network Summary...2

M

Johnson2,10,100 (Time-Depth Curve, 2 years)...3, 4

J


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Aqua-Swirl™ Model

Swirl Chamber Diameter

Water Quality Treatment

Flow2

Oil/Debris Storage Capacity

Sediment Storage Capacity

(ft.) (cfs) (gal) (ft3)On/Offline CFD1

8 12

AS-3 3.25 10 16 1.8 110 20

AS-4 4.25 12 18 3.2 190 32

AS-5 5.00 12 24 4.4 270 45

AS-6 6.00 14 30 6.3 390 65

AS-7 7.00 16 36 8.6 540 90

AS-8 8.00 18 42 11.2 710 115

AS-9 9.00 20 48 14.2 910 145

AS-10 10.0 22 54 17.5 1130 180

AS-12 12.0 24 48 25.2 1698 270

AS-XX Custom -- -- >26 -- --*Higher water quality treatment flow rates can be designed with multiple swirls.

1)

2)

10

Aqua-Swirl™ Sizing Chart (English)

The design and orientation of the Aqua-Filter™ generally entails some degree of customization. Forassistance in design and specific sizing using historical rainfall data, please refer to an AquaShield™representative or visit our website at www.AquaShieldInc.com. CAD details and specifications are availableupon request.

Maximum Stub-Out Pipe

Outer Diameter

(in.)

The Aqua-Swirl™ Conveyance Flow Diversion (CFD) provides full treatment of the"first flush," while the peak design storm is diverted and channeled through the mainconveyance pipe. Please refer to your local representative for more information.

Many regulatory agencies are establishing "water quality treatment flow rates" for theirareas based on the initial movement of pollutants into the storm drainage system. Thetreatment flow rate of the Aqua-Swirl™ system is engineered to meet or exceed thelocal water quality treatment criteria. This "water quality treatment flow rate"typically represents approximately 90% to 95% of the total annual runoff volume.

AS-2 2.50 1.1 37

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Qwq = 2.28 cfs

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Culvert ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Mar 11 2015

Circular Culvert

Invert Elev Dn (ft) = 713.05Pipe Length (ft) = 10.00Slope (%) = 1.00Invert Elev Up (ft) = 713.15Rise (in) = 12.0Shape = CircularSpan (in) = 12.0No. Barrels = 1n-Value = 0.012Culvert Type = Circular ConcreteCulvert Entrance = Square edge w/headwall (C)Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5

EmbankmentTop Elevation (ft) = 718.60Top Width (ft) = 9.00Crest Width (ft) = 9.00

CalculationsQmin (cfs) = 0.00Qmax (cfs) = 2.40Tailwater Elev (ft) = (dc+D)/2

HighlightedQtotal (cfs) = 0.10Qpipe (cfs) = 0.10Qovertop (cfs) = 0.00Veloc Dn (ft/s) = 0.22Veloc Up (ft/s) = 1.69HGL Dn (ft) = 713.61HGL Up (ft) = 713.28Hw Elev (ft) = 713.32Hw/D (ft) = 0.17Flow Regime = Inlet Control

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Hydraflow Express - Culvert Report - 03/11/15 1

Q Veloc Depth

Total Pipe Over Dn Up Dn Up

(cfs) (cfs) (cfs) (ft/s) (ft/s) (in) (in)

0.10 0.10 0.00 0.22 1.69 6.77 1.55

0.20 0.20 0.00 0.41 2.03 7.10 2.20

0.30 0.30 0.00 0.59 2.26 7.35 2.71

0.40 0.40 0.00 0.77 2.45 7.57 3.14

0.50 0.50 0.00 0.93 2.61 7.76 3.52

0.60 0.60 0.00 1.09 2.75 7.93 3.86

0.70 0.70 0.00 1.24 2.87 8.09 4.18

0.80 0.80 0.00 1.39 2.99 8.24 4.48

0.90 0.90 0.00 1.54 3.10 8.38 4.77

1.00 1.00 0.00 1.68 3.20 8.52 5.04

1.10 1.10 0.00 1.82 3.30 8.65 5.29

1.20 1.20 0.00 1.95 3.39 8.77 5.54

1.30 1.30 0.00 2.08 3.48 8.89 5.78

1.40 1.40 0.00 2.22 3.56 9.00 6.00

1.50 1.50 0.00 2.34 3.65 9.11 6.22

1.60 1.60 0.00 2.47 3.71 9.22 6.47

1.70 1.70 0.00 2.60 3.79 9.32 6.67

1.80 1.80 0.00 2.72 3.87 9.42 6.88

1.90 1.90 0.00 2.84 3.95 9.52 7.07

2.00 2.00 0.00 2.96 4.02 9.62 7.26

2.10 2.10 0.00 3.08 4.10 9.71 7.45

2.20 2.20 0.00 3.20 4.18 9.80 7.63

2.30 2.30 0.00 3.32 4.25 9.89 7.81

2.40 2.40 0.00 3.44 4.33 9.98 7.98

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Qwq = 2.28 cfs

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Hydraflow Express - Culvert Report - 03/11/15 2

HGL

Dn Up Hw Hw/D

(ft) (ft) (ft)

713.61 713.28 713.32 0.17

713.64 713.33 713.39 0.24

713.66 713.38 713.45 0.30

713.68 713.41 713.50 0.35

713.70 713.44 713.55 0.40

713.71 713.47 713.59 0.44

713.72 713.50 713.63 0.48

713.74 713.52 713.67 0.52

713.75 713.55 713.70 0.55

713.76 713.57 713.74 0.59

713.77 713.59 713.77 0.62

713.78 713.61 713.81 0.66

713.79 713.63 713.84 0.69

713.80 713.65 713.87 0.72

713.81 713.67 713.91 0.76

713.82 713.69 713.94 0.79

713.83 713.71 713.97 0.82

713.84 713.72 714.00 0.85

713.84 713.74 714.03 0.88

713.85 713.76 714.07 0.92

713.86 713.77 714.10 0.95

713.87 713.79 714.13 0.98

713.87 713.80 714.16 1.01

713.88 713.82 714.19 1.04

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Documents

Drainage Design Report - franklin.in.gov