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Drainage Report 07-10-24
W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\DrainRep\DrainRep-2023-330.docx STORMWATER DRAINAGE REPORT 146TH & TOWNE - PRELIMINARY PLAT - DEVELOPER: Lennar Homes of Indiana, LLC 11555 N. Meridian St. Suite 400 Carmel, IN 46032 Attn: Tony Bagato 317-659-3200 tony.bagato@lennar.com PREPARED BY: HWC Engineering 135 N. Pennsylvania Avenue, Suite 2800 Indianapolis, IN 46204 HWC #2020-051 July 10, 2024 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Site Maps Appendix B Stormwater Detention Appendix C Existing Basins Map Proposed Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data STORMWATER DRAINAGE SUMMARY Project: 146th & Towne Location: Carmel, IN Introduction Lennar Homes is proposing the construction of a mixed-use development with a portion being single family homes and townhomes with 103 lots, along with a 1.35 acre commercial outlot. The project is located on the south side of old 146th Street, ~700 feet east of Towne Road in Carmel, IN. There will be two entrances along old 146th Street. Existing Conditions Most of the site is agricultural land. Along the western and southwestern boundary a ditch flows to a detention pond in Saddle Creek residential subdivision. There is a wooded area at the southeast corner of the site. All runoff drains to either Saddle Creek to the south or Ambleside to the east. Ultimately, all runoff flows to a regulated drain (O.F. Henley arm of the William Creek Drain). Adjoining Land Conditions North: Old 146th Street South: Residential (Saddle Creek) East: Residential (Ambleside) West: Old 146th Street Soil Types Soils maps from the United States Department of Agriculture, Soil Conservation Service identify Brookston and Crosby soils on the subject site. Brookston (Br, YbvA) is in hydrologic group B while Crosby (CrA, YcIA) is in hydrologic group C. The split between group B and group C soils is approximately 50/50 B/C for the site. Proposed curve number calculations will be based on the next less infiltrating category, i.e. 60/40 C/D. Stormwater Detention The detention for the overall site will be provided by the expansion of the Ambleside Lake 3 wet detention pond located at the southeast corner of the site. There will be some direct discharge, mostly backyards, to an existing ditch in the southwestern portion of the site. The allowable discharge rates are established by the City of Carmel Stormwater Technical Standards Manual, which limit the release of storm water for these on-site drainage basins to 0.10 cfs per acre for a 10 year storm event and 0.30 cfs per acre for a 100 year storm event. The allowable discharge rate was based on the expanded existing basin (EX, 94.46 acres) that ultimately drains to the regulated drain. The City of Carmel STSM requires the right-of-way along the property frontage to be included in detention calculations. The right-of-way along this project’s northern boundary was included in the detention calculations for the Ambleside project. Therefore, it is included in the detention calculations for this project. One-half of the width of the frontage road (Old 146th Street) will be considered as onsite even though it is outside the boundary of this project. The other half of this frontage road flows to a drainage system that spills into detention ponds in Saddlebrook. There are no offsite basins that flow through this project. Any offsite basins that flowed through the Ambleside detention system will not be analyzed in this report. Allowable Discharge Rate Calculations Basin Area (acres) Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.30 cfs/ac) EX 94.46 9.45 cfs 28.34 cfs The detention pond has an outlet control structure with a small orifice to control stormwater discharge. There are some areas, a total of 0.78 acres (DIR S) of mostly backyards, at the southwest portion of the site that cannot feasibly be drained to the detention ponds. The direct discharge from this basin is included in the peak discharge rates. An ICPR model was created to analyze the peak conditions during major storm events. The results are. Peak Proposed Release Rates (onsite basins only) Storm Event Allowable Runoff Rate Proposed Release Rate 10 yr, 24 hr 9.45 cfs 4.83 cfs 100 yr, 24 hr 28.34 cfs 17.36 cfs The proposed discharge rates do not exceed the allowable rates during the 10-year storm or 100-year storm events. Water Quality Water quality treatment for the proposed site will be provided by the wet detention pond which will act as a BMP. Most of the site will flow through the wet detention pond. It is not feasible to treat the direct runoff from the backyards at the southwest portion of the site. See Appendix E for more information. SITE MAPS APPENDIX B STORMWATER DETENTION APPENDIX C )))) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ) ))) ) ) ) ))))))))))))) )))))))))))))))))) ) ) ) ) ) ) ) ) ) ))))))))))) ) ) ) ) ) ) ) ) ) ) ) ) )) ) )) ) ))) ) )) ) ) )) ) )))) ) ) ))) ) )))) ) ) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))) ))))) ))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))EX94.46 ACSADDLE CREEK RESIDENTIALSUBDIVISIONAMBLESIDE RESIDENTIAL SUBDIVISION 0'(IN FEET)GRAPHIC SCALE500'1000'1500'CARMEL, IN7/9/2024EXISTING BASINS146th & TOWNE )))) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ) ))) ) ) ) ))))))))))))) )))))))))))))))))) ) ) ) ) ) ) ) ) ) ))))))))))) ) ) ) ) ) ) ) ) ) ) ) ) )) ) )) ) ))) ) )) ) ) )) ) )))) ) ) ))) ) )))) ) ) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))) ))))) ))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))LAKE 326.55 ACCN=91.2DIR S0.78 ACCN=87.5SADDLE CREEK RESIDENTIALSUBDIVISIONAMBLESIDE RESIDENTIAL SUBDIVISION DIR-E1.11 ACCN=89.4LAKE 227.08 ACCN=88.2LAKE 16.53 ACCN=88.6OFF-NE2.47 ACCN=72.91650.77 ACCN=91.01640.85 ACCN=90.71663.22 ACCN=80.11631.39 ACCN=90.41627.69 ACCN=89.61100.56 ACCN=87.41091.13 ACCN=90.7DA-2417.06 ACCN=81.00'(IN FEET)GRAPHIC SCALE500'1000'1500'CARMEL, IN7/9/2024PROPOSED BASINS146th & TOWNE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.146TH & TOWNE - HWC #2023-330 - 6/19/2024W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICPPROPOSED CONDITIONSNodesA Stage/AreaV Stage/VolumeT Time/StageM ManholeBasinsO Overland FlowU SCS Unit Hydro CNS Santa Barbara CNZY SCS Unit Hydro GAZ Santa Barbara GALinksP PipeW WeirC ChannelD Drop StructureB BridgeR Rating CurveH BreachE Percolation LinkF FilterX Exfiltration TrenchM:STR 166U:166M:STR 165U:165M:STR 164U:164M:STR 163U:163M:STR 162U:162M:STR 110U:110M:STR 109U:109A:PR-DET1U:DA-05U:DA-06U:DA-07U:DA-05-AUXU:DA-24A:LAKE 3U:LAKE 3A:LAKE 2U:LAKE 2U:OFF-NEA:LAKE 1U:LAKE 1T:L-RIDGE POND 1T:BNDRYU:DIR-EP:P 166P:P 165P:P 164P:P 163P:P 162P:P 110P:P 109P:PR-CUL-222+08D:D 3W:WEIR 3P:P 111W:WEIR 1D:D 1D:L-RIDGE OUT 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY 010YR-24HR 900.00 905.00 0.00 0 4.83 0.00 BNDRY 100YR-24HR 900.00 905.00 0.00 0 17.36 0.00 LAKE 1 010YR-24HR 903.17 909.00 0.00 95853 26.15 4.79 LAKE 1 100YR-24HR 905.07 909.00 0.00 107672 56.72 17.23 LAKE 2 010YR-24HR 903.19 909.00 0.00 92569 78.85 20.51 LAKE 2 100YR-24HR 905.21 909.00 0.00 104105 155.50 51.61 LAKE 3 010YR-24HR 904.99 911.00 0.00 179844 113.71 5.11 LAKE 3 100YR-24HR 906.16 911.00 0.00 190386 216.89 19.39 PR-DET1 010YR-24HR 906.36 910.00 0.00 23212 47.31 35.32 PR-DET1 100YR-24HR 907.15 910.00 0.00 40828 99.51 70.18 STR 109 010YR-24HR 903.18 910.00 -0.47 507 20.93 20.95 STR 109 100YR-24HR 905.13 910.00 -0.47 134 52.53 52.49 STR 110 010YR-24HR 903.19 910.00 -0.58 260 20.63 20.66 STR 110 100YR-24HR 905.18 910.00 -0.58 121 51.88 51.88 STR 162 010YR-24HR 903.81 910.00 -1.16 796 33.52 33.42 STR 162 100YR-24HR 905.25 910.00 -1.16 194 62.97 63.38 STR 163 010YR-24HR 903.88 910.00 -1.61 737 12.85 13.07 STR 163 100YR-24HR 905.32 910.00 -1.61 417 30.74 31.15 STR 164 010YR-24HR 903.93 910.00 -1.93 449 9.12 9.35 STR 164 100YR-24HR 905.38 910.00 -1.93 338 27.37 27.40 STR 165 010YR-24HR 903.96 910.00 -2.05 458 6.91 7.27 STR 165 100YR-24HR 905.44 910.00 -2.05 445 25.89 25.86 STR 166 010YR-24HR 904.05 910.00 -3.00 370 6.17 6.11 STR 166 100YR-24HR 905.61 910.00 -3.00 399 24.87 24.82 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 109 Node: STR 109 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 1.13 Time Shift(hrs): 0.00 Curve Number: 90.7 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 110 Node: STR 110 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 11.00 Area(ac): 0.56 Time Shift(hrs): 0.00 Curve Number: 87.4 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 162 Node: STR 162 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 21.00 Area(ac): 7.69 Time Shift(hrs): 0.00 Curve Number: 89.6 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 163 Node: STR 163 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 1.39 Time Shift(hrs): 0.00 Curve Number: 90.4 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 164 Node: STR 164 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 0.85 Time Shift(hrs): 0.00 Curve Number: 90.7 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 165 Node: STR 165 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS Rainfall Amount(in): 0.00 Time of Conc(min): 16.00 Area(ac): 0.77 Time Shift(hrs): 0.00 Curve Number: 91.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 166 Node: STR 166 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 35.00 Area(ac): 3.22 Time Shift(hrs): 0.00 Curve Number: 80.1 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA-05 Node: PR-DET1 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 62.00 Area(ac): 40.98 Time Shift(hrs): 0.00 Curve Number: 78.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA-05-AUX Node: PR-DET1 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 62.00 Area(ac): 12.86 Time Shift(hrs): 0.00 Curve Number: 78.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Undeveloped ground west of Towne Road and Christian Church ---------------------------------------------------------------------------------------------------- Name: DA-06 Node: PR-DET1 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 22.00 Area(ac): 4.81 Time Shift(hrs): 0.00 Curve Number: 78.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA-07 Node: PR-DET1 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 24.00 Area(ac): 18.58 Time Shift(hrs): 0.00 Curve Number: 78.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA-24 Node: PR-DET1 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 17.06 Time Shift(hrs): 0.00 Curve Number: 81.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIR-E Node: BNDRY Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 25.00 Area(ac): 1.11 Time Shift(hrs): 0.00 Curve Number: 86.1 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ---------------------------------------------------------------------------------------------------- Name: LAKE 1 Node: LAKE 1 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 17.00 Area(ac): 6.53 Time Shift(hrs): 0.00 Curve Number: 88.6 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 2 Node: LAKE 2 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 39.00 Area(ac): 27.08 Time Shift(hrs): 0.00 Curve Number: 88.2 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 3 Node: LAKE 3 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 26.67 Time Shift(hrs): 0.00 Curve Number: 89.3 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-NE Node: LAKE 2 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 27.00 Area(ac): 2.47 Time Shift(hrs): 0.00 Curve Number: 72.9 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Warn Stage(ft): 905.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 900.00 100.00 900.00 ------------------------------------------------------------------------------------------ Name: L-RIDGE POND 1 Base Flow(cfs): 0.00 Init Stage(ft): 909.40 Group: OFFSITE Warn Stage(ft): 915.00 Type: Time/Stage Liberty Ridge Subdivision Pond #1 Time(hrs) Stage(ft) --------------- --------------- 0.00 909.40 99.00 909.40 ------------------------------------------------------------------------------------------ Name: LAKE 1 Base Flow(cfs): 0.00 Init Stage(ft): 900.20 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.20 1.77 901.00 1.88 902.00 2.02 903.00 2.17 904.00 2.31 905.00 2.46 906.00 2.61 ------------------------------------------------------------------------------------------ Name: LAKE 2 Base Flow(cfs): 0.00 Init Stage(ft): 900.70 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.70 1.80 901.00 1.83 902.00 1.96 903.00 2.09 904.00 2.22 905.00 2.36 906.00 2.50 907.00 2.70 ------------------------------------------------------------------------------------------ Name: LAKE 3 Base Flow(cfs): 0.00 Init Stage(ft): 903.50 Group: ONSITE Warn Stage(ft): 911.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.50 3.82 904.00 3.92 905.00 4.12 906.00 4.32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS 907.00 4.53 908.00 4.74 909.00 4.94 ------------------------------------------------------------------------------------------ Name: PR-DET1 Base Flow(cfs): 0.00 Init Stage(ft): 904.65 Group: ONSITE Warn Stage(ft): 910.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.65 0.00 906.00 0.36 907.00 0.80 908.00 1.60 909.00 2.10 ------------------------------------------------------------------------------------------ Name: STR 109 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 110 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 162 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 163 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 164 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 165 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 166 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: P 109 From Node: STR 109 Length(ft): 173.00 Group: ONSITE To Node: LAKE 1 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.47 900.20 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 110 From Node: STR 110 Length(ft): 40.00 Group: ONSITE To Node: STR 109 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.58 900.52 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 111 From Node: LAKE 2 Length(ft): 37.00 Group: ONSITE To Node: STR 110 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.70 900.63 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.0 0.0 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 162 From Node: STR 162 Length(ft): 174.00 Group: ONSITE To Node: LAKE 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.16 900.70 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 163 From Node: STR 163 Length(ft): 182.00 Group: ONSITE To Node: STR 162 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.61 901.21 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 164 From Node: STR 164 Length(ft): 134.00 Group: ONSITE To Node: STR 163 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.93 901.66 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 165 From Node: STR 165 Length(ft): 34.00 Group: ONSITE To Node: STR 164 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 902.05 901.98 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 166 From Node: STR 166 Length(ft): 151.00 Group: ONSITE To Node: STR 165 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 903.00 902.70 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: PR-CUL-222+08 From Node: PR-DET1 Length(ft): 182.00 Group: ONSITE To Node: LAKE 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): 98.00 98.00 Entrance Loss Coef: 0.50 Rise(in): 63.00 63.00 Exit Loss Coef: 0.00 Invert(ft): 904.65 904.29 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS ==== Drop Structures ===================================================================== ========================================================================================== Name: D 1 From Node: LAKE 1 Length(ft): 79.00 Group: ONSITE To Node: BNDRY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 27.00 27.00 Flow: Both Rise(in): 27.00 27.00 Entrance Loss Coef: 0.50 Invert(ft): 900.20 900.00 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 900.20 Rise(in): 6.00 Control Elev(ft): 900.20 *** Weir 2 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 18.00 Invert(ft): 902.20 Rise(in): 18.00 Control Elev(ft): 902.20 *** Weir 3 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 906.80 Rise(in): 24.00 Control Elev(ft): 906.80 ---------------------------------------------------------------------------------------------------- Name: D 3 From Node: LAKE 3 Length(ft): 150.00 Group: ONSITE To Node: STR 166 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 48.00 48.00 Flow: Both Rise(in): 48.00 48.00 Entrance Loss Coef: 0.50 Invert(ft): 903.50 903.05 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS *** Weir 1 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 903.50 Rise(in): 6.00 Control Elev(ft): 903.50 *** Weir 2 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 48.00 Invert(ft): 904.50 Rise(in): 36.00 Control Elev(ft): 904.50 *** Weir 3 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 909.70 Rise(in): 24.00 Control Elev(ft): 909.70 ---------------------------------------------------------------------------------------------------- Name: L-RIDGE OUT From Node: L-RIDGE POND 1 Length(ft): 409.00 Group: OFFSITE To Node: PR-DET1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.50 Invert(ft): 909.40 908.00 Exit Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Liberty Ridge Pond #1 Outfall Structure *** Weir 1 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 25.50 Invert(ft): 909.40 Rise(in): 6.00 Control Elev(ft): 909.40 *** Weir 2 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 26.00 Invert(ft): 911.79 Rise(in): 10.00 Control Elev(ft): 911.79 *** Weir 3 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 48.00 Invert(ft): 913.00 Rise(in): 48.00 Control Elev(ft): 913.00 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: WEIR 1 From Node: LAKE 1 Group: ONSITE To Node: BNDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 52.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 905.000 Control Elevation(ft): 905.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR 3 From Node: LAKE 3 Group: ONSITE To Node: LAKE 1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 31.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 Invert(ft): 909.100 Control Elevation(ft): 909.100 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 010YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\100YR-24HR-OFF.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 13 146TH & TOWNE - HWC #2023-330 - 6/19/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\2023-330-DEV.ICP PROPOSED CONDITIONS ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Hydrology Sim: 100YR-24HR-OFF Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR\100YR-24HR-OFF.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: 100YR-24HR Boundary Flows: 100YR-24HR Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- OFFSITE Yes ONSITE Yes ========================================================================================== ==== Boundary Conditions ================================================================= ========================================================================================== Name: 010YR-24HR Node: BNDRY Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 900.000 12.500 903.310 24.000 900.000 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Node: PR-DET1 Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 14.000 6.000 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Node: L-RIDGE POND 1 Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 909.400 10.000 910.500 14.000 913.560 24.000 910.500 48.000 909.400 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 13 146th and Towne HWC # 2023-330 Date: 6/19/2024 Proposed Drainage Basins Curve Numbers: B C D Lawn/Grass 61 74 80 Area A Max Lot Coverage = 60% impervious --> CN = 89.4 Area B Max Lot Coverage = 65% impervious --> CN = 90.4 R/W Percent impervious = 79% --> CN = 93.5 Roof/Pvmt 98 98 98 Notes: CN Values based on 60% soil group C, 40% soil group D Area Lawn/Grass Area A Area B R/W Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN LAKE 1 6.53 1.72 2.74 0.30 1.77 88.5 LAKE 2 27.08 5.27 6.02 10.32 5.01 0.46 88.2 LAKE 3 26.67 10.68 0.27 15.72 89.3 DIR-E 1.11 1.11 89.4 166 3.22 2.31 0.91 80.1 165 0.77 0.46 0.31 91.0 164 0.85 0.57 0.28 90.7 163 1.39 1.39 90.4 162 7.69 2.71 0.82 4.16 89.6 110 0.56 0.20 0.36 87.4 109 1.13 0.75 0.38 90.7 DIR S 0.81 0.51 0.30 84.4 Basin W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsx 6/19/2024 10:49 AM