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HomeMy WebLinkAboutDrainage Report 11-12-24W:\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 #2023-330 July 10, 2024 Last Revised: November 12, 2024 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Site Maps Appendix B Existing Conditions (Depressional Storage) Appendix C Existing Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data Stormwater Detention (Expanded Lake 3) Appendix D Existing Basins Map Proposed Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data Stormwater Detention (Lake 3 + Lake 11) Appendix E 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 residential development consisting of single family homes and townhomes with 103 lots. The project is located at the southeast corner of 146th Street and Towne Road in Carmel, IN. Access will be from the frontage road (Old 146 th 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 (Saddle Creek Lake #1). 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 (Expanded Lake 3) The detention for the overall site will be provided by the expansion of the Ambleside Lake 3 wet detention pond located at the eastern portion 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, 84.67 acres) that ultimately drains to the Saddle Creek wet detention pond Lake 4. The City of Carmel STSM requires the right-of-way along the property frontage to be included in detention calculations. The right-of-way (basin DA-24) 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. Depressional Storage There are areas in the existing site (before Ambleside’s development) that can be considered as depressional storage so the peak runoff rates for the site must be analyzed. The portion of the site that has depressional storage ultimately flows south to Saddle Creek detention pond Lake 1. The western portion does not have depressional storage but it was included in the analysis anyway. The results are: Peak Runoff Rates w/ Depressional Storage Analysis Node Storm Event 2 year 10 year BNDRY S 27.59 cfs 65.63 cfs BNDRY W 5.63 cfs 13.05 cfs The peak runoff rates exceed the general release rates so the general rates will be used to determine allowable release rates. Allowable Discharge Rate Calculations Basin Area (acres) Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.30 cfs/ac) EX S 84.67 8.47 cfs 25.40 cfs EX W 9.80 0.98 cfs 2.94 cfs Lake 3, previously built with Ambleside, will be expanded with this development. No changes to the outlet control structure for are proposed with this project. An ICPR model was created to analyze the peak conditions during major storm events. The results are: Peak Proposed Release Rates (Expanded Lake 3) Storm Event Allowable Runoff Rate Proposed Release Rate Southern Boundary: Saddle Creek Lake 4 10 yr, 24 hr 8.47 cfs 4.86 cfs 100 yr, 24 hr 25.40 cfs 17.74 cfs Western Boundary: Ditch that flows to Saddle Creek Lake 1 10 yr, 24 hr 0.98 cfs 2.13 cfs 100 yr, 24 hr 2.94 cfs 4.27 cfs At the southern boundary, the proposed discharge rates do not exceed the allowable rates during the 10-year storm or 100-year storm events. However, at the western boundary, the release rates are exceeded. Due to the grades along the existing ditch it is not feasible to drain these backyards to the expanded Lake 3. This runoff drains to an existing ditch which then drains to Saddle Creek’s Lake 1 wet detention pond. The drainage is from yards, so there should not be adverse drainage effects from this direct runoff. Also note that the proposed release rates are substantially improved from the existing condition, and the discharge will no longer contain agricultural field debris which currently discharges into the Saddle Creek pond. Stormwater Detention (Lake 3 + Lake11) A second option is to build a new wet detention pond onsite that connects to Lake 3 which would remain unchanged. The allowable discharge rates are the same as in the analysis for an expanded Lake 3. An ICPR model was created to analyze the peak conditions during major storm events. The results are: Peak Proposed Release Rates (Lake 3 + Lake 11) Storm Event Allowable Runoff Rate Proposed Release Rate Southern Boundary: Saddle Creek Lake 4 10 yr, 24 hr 8.47 cfs 5.50 cfs 100 yr, 24 hr 25.40 cfs 20.34 cfs Western Boundary: Ditch that flows to Saddle Creek Lake 1 10 yr, 24 hr 0.98 cfs 2.13 cfs 100 yr, 24 hr 2.94 cfs 4.27 cfs At the southern boundary, the proposed discharge rates do not exceed the allowable rates during the 10-year storm or 100-year storm events. At the western boundary, the release rates are exceeded just as in the previous analysis. Peak stages in Lake 3, as well as in Lake 1 and Lake 2, are lower with one expanded Lake 3. Similarly, peak release rates to Saddle Brook are lower. Therefore, it is not advantageous to build a separate Lake 11. Water Quality Water quality treatment for the proposed site will be provided by mechanical units and 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 EXISTING CONDITIONS APPENDIX C ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))) )) )))))) )))))))))))))))))))))))) )))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))) ) ) ) ) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))))))))))))))))))))))))))) )))))))))))))))))) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ) )))))))))) )) ))))) ))))))))) ))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) )) ) )))))))) ))))))))) )))))))))) ))) ) ) ) ) ) )))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) EX W 9.80 AC SADDLE CREEK RESIDENTIAL SUBDIVISION EX 1 21.23 AC SADDLE CREEK RESIDENTIAL SUBDIVISION EX 2 4.63 AC DA-24 17.06 AC EX 3 41.75 AC 0' (IN FEET) GRAPHIC SCALE 500'1000'1500' CARMEL, IN10/23/2024 EXISTING BASINS 146th & TOWNE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 146TH & TOWNE - HWC #2023-330 - 10/17/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\2023-330-EX.ICP EXISTING CONDITIONS Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit Hydro CN S Santa Barbara CNZ Y SCS Unit Hydro GA Z Santa Barbara GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation Link F Filter X Exfiltration Trench A:EX POND U:EX 1 A:DEPRESSION U:EX 2 T:BNDRY W U:EX W T:BNDRY S U:EX 3 P:EX CULVERTW:WEIR 146TH & TOWNE - HWC #2023-330 - 10/17/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\2023-330-EX.ICP EXISTING CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY S 002YR-24HR 900.00 905.00 0.00 26 27.59 0.00 BNDRY S 010YR-24HR 900.00 905.00 0.00 26 65.63 0.00 BNDRY W 002YR-24HR 910.00 911.00 0.00 0 5.63 0.00 BNDRY W 010YR-24HR 910.00 911.00 0.00 0 13.05 0.00 DEPRESSION 002YR-24HR 910.16 911.00 0.00 8547 2.59 1.49 DEPRESSION 010YR-24HR 910.28 911.00 0.00 10711 6.38 5.70 EX POND 002YR-24HR 904.08 911.00 0.00 65544 30.30 12.57 EX POND 010YR-24HR 904.51 911.00 0.00 68682 60.92 27.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 146TH & TOWNE - HWC #2023-330 - 10/17/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\2023-330-EX.ICP EXISTING CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DA-24 Node: EX POND 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): 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: EX 1 Node: EX POND 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): 32.00 Area(ac): 21.23 Time Shift(hrs): 0.00 Curve Number: 72.6 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX 2 Node: DEPRESSION 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): 4.63 Time Shift(hrs): 0.00 Curve Number: 71.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX 3 Node: BNDRY S 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): 41.00 Area(ac): 41.75 Time Shift(hrs): 0.00 Curve Number: 71.1 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX W Node: BNDRY W 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): 23.00 Area(ac): 9.80 Time Shift(hrs): 0.00 Curve Number: 73.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY S Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Warn Stage(ft): 905.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 4 146TH & TOWNE - HWC #2023-330 - 10/17/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\2023-330-EX.ICP EXISTING CONDITIONS Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 900.00 100.00 900.00 ------------------------------------------------------------------------------------------ Name: BNDRY W Base Flow(cfs): 0.00 Init Stage(ft): 910.00 Group: ONSITE Warn Stage(ft): 911.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 910.00 100.00 910.00 ------------------------------------------------------------------------------------------ Name: DEPRESSION Base Flow(cfs): 0.00 Init Stage(ft): 909.40 Group: ONSITE Warn Stage(ft): 911.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 909.40 0.00 909.60 0.01 909.80 0.05 910.00 0.13 ------------------------------------------------------------------------------------------ Name: EX POND Base Flow(cfs): 0.00 Init Stage(ft): 903.40 Group: ONSITE Warn Stage(ft): 911.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.40 0.00 904.00 1.48 905.00 1.65 906.00 1.81 907.00 1.98 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: EX CULVERT From Node: EX POND Length(ft): 130.00 Group: ONSITE To Node: BNDRY S Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 96.00 96.00 Entrance Loss Coef: 0.50 Rise(in): 36.00 36.00 Exit Loss Coef: 0.00 Invert(ft): 903.40 903.30 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: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 4 146TH & TOWNE - HWC #2023-330 - 10/17/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\2023-330-EX.ICP EXISTING CONDITIONS ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: WEIR From Node: DEPRESSION Group: ONSITE To Node: BNDRY S Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 1.00 Left Side Slope(h/v): 50.00 Right Side Slope(h/v): 50.00 Invert(ft): 910.000 Control Elevation(ft): 910.000 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 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 002YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\002YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 010YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\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 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 002YR-24HR Hydrology Sim: 002YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\002YR-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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 4 146TH & TOWNE - HWC #2023-330 - 10/17/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\2023-330-EX.ICP EXISTING CONDITIONS 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 4 146th and Towne HWC # 2023-330 Date: 10/17/2024 Existing Drainage Basins Curve Numbers: B C D Lawn/Grass 61 74 80 Woods 55 70 77 Crops-Good 71 78 81 Commercial 92 94 95 Roof/Pvmt 98 98 98 Notes: CN Values based on 60% soil group B, 40% soil group C Area Lawn/Grass Woods Crops-Good Commercial Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN EX W 9.80 0.98 8.82 73.0 EX 1 21.23 5.94 1.30 12.50 1.49 72.6 EX 2 4.63 1.00 3.63 71.0 EX 3 41.75 4.31 6.12 31.32 71.1 DA-24 81.0 Basin CN Value copied from Ambleside drainage report W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsx 10/17/2024 2:16 PM Time of Concentration Worksheet PROJECT: 146th and Towne Based on TR-55 JOB #: 2023-330 Overland Flow Channel Flow short grass 0.15 grass 0.03 farm, > 20% cover 0.17 concrete 0.015 2 year, 24 hour rainfall = 2.66 inches dense grass 0.24 rip-rap 0.035 minimum T_c = 5.00 minutes pavement 0.011 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\[2023-330-ST.xlsx]TC Overland flow seg. 1 Overland flow seg. 2 Shallow Concentrated Flow Channel Flow T_c Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_t name (ft)%(min)(ft)%(min)(ft)%(P or U)(ft/s)(min)(ft)(s.f.)(ft)(ft)%(ft/s)(min)(min) Typical values for Manning's n 10/17/24 EX W 100 1.10 0.17 15 594 0.55 U 1.20 8 23 EX 1 100 2.30 0.17 11 1033 0.27 U 0.84 21 32 EX 2 100 1.30 0.17 14 412 1.09 U 1.68 4 18 EX 3 100 1.30 0.17 14 1794 0.47 U 1.11 27 41 STORMWATER DETENTION - EXPANDED LAKE 3 - APPENDIX D ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))) )) )))))) )))))))))))))))))))))))) )))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))) ) ) ) ) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))))))))))))))))))))))))))) )))))))))))))))))) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ) )))))))))) )) ))))) ))))))))) ))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) )) ) )))))))) ))))))))) )))))))))) ))) ) ) ) ) ) )))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) EX W 9.80 AC SADDLE CREEK RESIDENTIAL SUBDIVISION SADDLE CREEK RESIDENTIAL SUBDIVISION EX S 84.67 AC 0' (IN FEET) GRAPHIC SCALE 500'1000'1500' CARMEL, IN10/23/2024 EXISTING BASINS 146th & TOWNE LAKE 3 26.55 AC CN=91.2 DIR S 0.78 AC CN=87.5 SADDLE CREEK RESIDENTIAL SUBDIVISION AM B L E S I D E R E S I D E N T I A L S U B D I V I S I O N DIR-E 1.11 AC CN=89.4 LAKE 2 27.08 AC CN=88.2 LAKE 1 6.53 AC CN=88.6 165 0.77 AC CN=91.0 164 0.85 AC CN=90.7 166 3.22 AC CN=80.1 163 1.39 AC CN=90.4 162 7.69 AC CN=89.6 110 0.56 AC CN=87.4 109 1.13 AC CN=90.7 DA-24 17.06 AC CN=81.0 0' (IN FEET) GRAPHIC SCALE 500'1000'1500' CARMEL, IN11/12/2024 PROPOSED BASINS 146th & TOWNE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 146TH & TOWNE - HWC #2023-330 - 10/23/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:LAKE 3 U:LAKE 3 A:LAKE 2 U:LAKE 2 U:OFF-NE A:LAKE 1 U:LAKE 1 T:L-RIDGE POND 1 T:BNDRY W U:DIR S T:BNDRY U:DIR-E M:STR 166 U:166 M:STR 165 U:165 M:STR 164 U:164 M:STR 163 U:163 M:STR 162 U:162 M:STR 110 U:110 M:STR 109 U:109 A:PR-DET1 U:DA-05 U:DA-06 U:DA-07 U:DA-05-AUX U:DA-24 P:P 166 P:P 165 P:P 164 P:P 163 P:P 162 P:P 110 P:P 109 P:PR-CUL-222+08 D:D 3 W:WEIR 3 P:P 111 W:WEIR 1 D:D 1 D:L-RIDGE OUT 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 4.86 0.00 BNDRY 100YR-24HR 900.00 905.00 0.00 0 17.74 0.00 BNDRY W 010YR-24HR 900.00 905.00 0.00 0 2.13 0.00 BNDRY W 100YR-24HR 900.00 905.00 0.00 0 4.27 0.00 LAKE 1 010YR-24HR 903.17 909.00 0.00 95881 26.15 4.82 LAKE 1 100YR-24HR 905.08 909.00 0.00 107704 56.73 17.60 LAKE 2 010YR-24HR 903.19 909.00 0.00 92596 78.85 20.60 LAKE 2 100YR-24HR 905.22 909.00 0.00 104173 155.96 51.81 LAKE 3 010YR-24HR 905.00 911.00 0.00 172654 111.77 5.30 LAKE 3 100YR-24HR 906.20 911.00 0.00 183248 214.74 19.88 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 70.17 STR 109 010YR-24HR 903.18 910.00 -0.47 507 21.15 21.04 STR 109 100YR-24HR 905.15 910.00 -0.47 134 52.75 52.70 STR 110 010YR-24HR 903.19 910.00 -0.58 260 20.72 20.89 STR 110 100YR-24HR 905.19 910.00 -0.58 121 52.09 52.10 STR 162 010YR-24HR 903.81 910.00 -1.16 796 33.52 33.42 STR 162 100YR-24HR 905.26 910.00 -1.16 193 63.33 63.74 STR 163 010YR-24HR 903.88 910.00 -1.61 737 12.85 13.08 STR 163 100YR-24HR 905.35 910.00 -1.61 406 31.30 31.68 STR 164 010YR-24HR 903.93 910.00 -1.93 449 9.13 9.36 STR 164 100YR-24HR 905.41 910.00 -1.93 332 28.00 28.17 STR 165 010YR-24HR 903.96 910.00 -2.05 458 6.99 7.37 STR 165 100YR-24HR 905.47 910.00 -2.05 441 26.52 26.49 STR 166 010YR-24HR 904.06 910.00 -3.00 371 6.32 6.27 STR 166 100YR-24HR 905.66 910.00 -3.00 397 25.51 25.46 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 S Node: BNDRY W 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): 15.00 Area(ac): 0.78 Time Shift(hrs): 0.00 Curve Number: 84.7 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): 26.55 Time Shift(hrs): 0.00 Curve Number: 88.6 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 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS ---------------------------------------------------------------------------------------------------- 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 ========================================================================================== ==== 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: BNDRY W 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 3.66 904.00 3.75 905.00 3.95 906.00 4.15 907.00 4.35 908.00 4.55 909.00 4.75 ------------------------------------------------------------------------------------------ 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) --------------- --------------- ------------------------------------------------------------------------------------------ Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 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: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS ---------------------------------------------------------------------------------------------------- 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 ========================================================================================== ==== 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 *** 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 010YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 DEV\100YR-24HR.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 DEV\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 DEV\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: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 13 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION 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: 10/24/2024 Proposed Drainage Basins (Expanded Lake 3) 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 26.55 11.46 0.27 14.82 88.6 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 0.78 0.48 0.30 84.7 Basin W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsx 10/24/2024 3:10 PM STORMWATER DETENTION - LAKE 3 + LAKE 11 - APPENDIX E SADDLE CREEK RESIDENTIAL SUBDIVISION AM B L E S I D E R E S I D E N T I A L S U B D I V I S I O N DIR-E 1.11 AC CN=89.4 DIR S 0.78 AC CN=87.5 LAKE 2 27.08 AC CN=88.2 LAKE 1 6.53 AC CN=88.6 165 0.77 AC CN=91.0 164 0.85 AC CN=90.7 166 3.22 AC CN=80.1 163 1.39 AC CN=90.4 162 7.69 AC CN=89.6 110 0.56 AC CN=87.4 109 1.13 AC CN=90.7 DA-24 17.06 AC CN=81.0 LAKE 3 10.71 AC CN=89.1 LAKE 11 15.64 AC CN=89.1 0' (IN FEET) GRAPHIC SCALE 500'1000'1500' CARMEL, IN11/12/2024 PROPOSED BASINS 146th & TOWNE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:LAKE 2 U:LAKE 2 U:OFF-NE A:LAKE 11 U:LAKE 11 A:LAKE 1 U:LAKE 1 T:L-RIDGE POND 1 T:BNDRY W U:DIR S T:BNDRY U:DIR-E M:STR 165 U:165 M:STR 164 U:164 M:STR 163 U:163 M:STR 162 U:162 M:STR 110 U:110 M:STR 109 U:109 A:PR-DET1 U:DA-05 U:DA-06 U:DA-07 U:DA-05-AUX U:DA-24 A:LAKE 3 U:LAKE 3 M:STR 166 U:166P:P 166 P:P 165 P:P 164 P:P 163 P:P 162 P:P 110 P:P 109 P:PR-CUL-222+08 D:D 3 W:WEIR 3 P:P 111 D:D 11 W:WEIR 1 D:D 1 D:L-RIDGE OUT 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 5.50 0.00 BNDRY 100YR-24HR 900.00 905.00 0.00 0 20.34 0.00 BNDRY W 010YR-24HR 900.00 905.00 0.00 0 2.13 0.00 BNDRY W 100YR-24HR 900.00 905.00 0.00 0 4.27 0.00 LAKE 1 010YR-24HR 903.27 909.00 0.00 96497 26.14 5.45 LAKE 1 100YR-24HR 905.11 909.00 0.00 107907 56.67 20.19 LAKE 11 010YR-24HR 906.75 911.00 0.00 30662 44.79 8.62 LAKE 11 100YR-24HR 908.40 911.00 0.00 35831 84.98 27.37 LAKE 2 010YR-24HR 903.29 909.00 0.00 93183 78.77 20.59 LAKE 2 100YR-24HR 905.30 909.00 0.00 104651 154.86 51.91 LAKE 3 010YR-24HR 905.10 911.00 0.00 124566 70.41 6.71 LAKE 3 100YR-24HR 906.37 911.00 0.00 133796 144.81 22.64 PR-DET1 010YR-24HR 906.36 910.00 0.00 23211 47.31 35.32 PR-DET1 100YR-24HR 907.15 910.00 0.00 40829 99.51 70.17 STR 109 010YR-24HR 903.28 910.00 -0.47 497 20.88 20.91 STR 109 100YR-24HR 905.20 910.00 -0.47 134 52.77 52.73 STR 110 010YR-24HR 903.29 910.00 -0.58 258 20.70 20.64 STR 110 100YR-24HR 905.26 910.00 -0.58 121 52.20 52.13 STR 162 010YR-24HR 903.81 910.00 -1.16 797 33.43 33.33 STR 162 100YR-24HR 905.35 910.00 -1.16 185 62.29 62.68 STR 163 010YR-24HR 903.88 910.00 -1.61 737 12.76 12.99 STR 163 100YR-24HR 905.40 910.00 -1.61 380 30.33 30.72 STR 164 010YR-24HR 903.92 910.00 -1.93 449 9.04 9.27 STR 164 100YR-24HR 905.45 910.00 -1.93 323 27.66 27.46 STR 165 010YR-24HR 903.96 910.00 -2.05 457 7.16 7.17 STR 165 100YR-24HR 905.56 910.00 -2.05 433 26.27 26.66 STR 166 010YR-24HR 904.16 910.00 -3.00 378 7.07 7.07 STR 166 100YR-24HR 905.76 910.00 -3.00 391 25.42 25.34 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 S Node: BNDRY W 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): 15.00 Area(ac): 0.78 Time Shift(hrs): 0.00 Curve Number: 84.7 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 11 Node: LAKE 11 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): 15.64 Time Shift(hrs): 0.00 Curve Number: 88.4 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS ---------------------------------------------------------------------------------------------------- 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): 10.71 Time Shift(hrs): 0.00 Curve Number: 89.1 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 ========================================================================================== ==== 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: BNDRY W 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 11 Base Flow(cfs): 0.00 Init Stage(ft): 904.00 Group: ONSITE Warn Stage(ft): 911.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.00 0.52 905.00 0.58 906.00 0.65 907.00 0.72 908.00 0.79 909.00 0.87 ------------------------------------------------------------------------------------------ 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 2.59 904.00 2.67 905.00 2.83 906.00 2.99 907.00 3.16 908.00 3.33 909.00 3.49 ------------------------------------------------------------------------------------------ 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 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: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 ========================================================================================== ==== 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS *** 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 11 From Node: LAKE 11 Length(ft): 98.00 Group: ONSITE To Node: LAKE 3 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 30.00 30.00 Flow: Both Rise(in): 30.00 30.00 Entrance Loss Coef: 0.50 Invert(ft): 904.00 903.50 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 11 *** 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): 12.00 Invert(ft): 904.00 Rise(in): 12.00 Control Elev(ft): 904.00 *** Weir 2 of 3 for Drop Structure D 11 *** 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): 24.00 Invert(ft): 906.00 Rise(in): 24.00 Control Elev(ft): 906.00 *** Weir 3 of 3 for Drop Structure D 11 *** Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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): 909.00 Rise(in): 24.00 Control Elev(ft): 909.00 ---------------------------------------------------------------------------------------------------- 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 *** 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\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 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 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 DEV 2\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 DEV 2\100YR-24HR.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 DEV 2\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 DEV 2\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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 14 146TH & TOWNE - HWC #2023-330 - 10/24/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 ========================================================================================== ==== 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 14 of 14 146th and Towne HWC # 2023-330 Date: 10/24/2024 Proposed Drainage Basins (Lake 3 + Lake 11) 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 10.71 4.33 0.27 6.11 89.1 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 0.78 0.48 0.30 84.7 LAKE 11 15.64 6.96 8.68 88.4 Basin W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsx 10/24/2024 3:56 PM