Loading...
HomeMy WebLinkAboutDrainage ReportW:\Lennar\2023-330-S 146th and Towne\Design\Calcs\DrainRep\DrainRep-2023-330.docx STORMWATER DRAINAGE REPORT BAKER VILLAGE - PRIMARY PLAT - DEVELOPER: Lennar Homes of Indiana, LLC 11555 N. Meridian St. Suite 400 Carmel, IN 46032 Attn: Sean Blackburn 317-659-3200 sean.blackburn@lennar.com PREPARED BY: HWC Engineering 135 N. Pennsylvania Avenue, Suite 2800 Indianapolis, IN 46204 HWC #2023-330 March 14, 2025 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 Water Quality Appendix E Water Quality Basin Map ICPR Peak Runoff Rates SQTU Sizing Chart ICPR Input Data WQv - CNwq Calculations STORMWATER DRAINAGE SUMMARY Project: Baker Village Location: Carmel, IN Introduction Lennar Homes is proposing the construction of a residential development consisting of single family homes with 47 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 146th Street). Existing Conditions Most of the site is agricultural land. Along the western and southwestern boundary a ditch flows to a detention pond in Saddle Creek residential subdivision (Saddle Creek Lake 1). There is a wooded area, with wetlands, 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 limits 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, 84.12 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 the Baker Village project. However, since the detention model for Ambleside is being updated for this project, offsite basins that flowed through the Ambleside detention system will 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 27.09 cfs 65.00 cfs BNDRY W 5.41 cfs 12.55 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 84.12 8.41 cfs 25.24 cfs EX W 9.42 0.94 cfs 2.83 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 8.41 cfs 4.53 cfs 100 yr, 24 hr 25.24 cfs 15.85 cfs Western Boundary: Ditch that flows to Saddle Creek Lake 1 10 yr, 24 hr 0.94 cfs 3.42 cfs 100 yr, 24 hr 2.83 cfs 7.04 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. There are slightly different results compared to the original Ambleside detention design. During the onsite only analysis, the peak stage in Lake 3 is higher and the discharge rates from Lake 1 are higher. However, when offsite basins are included, the peak stage in Lake 3 is lower and the peak discharge from Lake 1 is lower. Previously, a drainage analysis was completed for various scenarios to determine the peak discharge rates and peak stages for the Saddle Creek detention system (Ambleside – Saddle Creek EFR Analysis, HWC Engineering, 1/20/2025) during emergency conditions. This analysis assumed a smaller discharge from the Baker Village site to Saddle Creek Lake 1 (DIR S, 0.78 AC, CN=84.7) than what is being proposed (DIR S, 1.33 AC, CN=82.9). Given the large onsite and offsite basins flowing through the Saddle Creek detention system, this slight increase in runoff should not have adverse drainage effects. Water Quality Water quality treatment for the Baker Village site will be provided by mechanical units and the wet detention pond (expanded Lake 3). 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 W 1 4 6 t h S tW146thSt W 1 4 6 t h S t W 1 4 6 t h S t L o r d M u r p hyDr W 1 5 1 s t S t S u l l i v a n L n T o w n e R d T o w n e R d C a m d e n L n C a r l o w R u n B u c h a n a n L n O l d Ros e b u d L n C o l l i n s D r Byrne S t T o w n e R d W 1 4 1 s t S t W 1 4 1 s t S t F o ur Seasons W a y Amblew i n d P l F i e l d s h ire Ter W 1 4 6 t h S t W 1 4 6 t h S t U s h a n t S t W 1 5 1 s t S t M o b l e y D r King s w a y S t L u n e n b e r g D r Stonn e g e r S t W 1 4 1 s t S t P i n t o D r A l t a i r D r N o r d l a n d Dr Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community March 2025 Location Map Carmel, Indiana 146th and Towne 0 800 1,600 Graphic Scale (Feet) Scale: 1" =800' ´ W 1 4 6 t h S t W 1 4 6 t h S t W 1 4 6 t h S t L o r d M u r phyDr W 1 5 1 s t S t S u l l i v a n L n T o w n e R d T o w n e R d C a m d e n L n Car l o w R u n Bu c h a n a n L n O ld Ro s e b u d L n B a r b a r o D r C o l l i n s D r Byrne S tArkleRd T o w n e R d W 1 4 1 s t S t W 1 4 1 s t S t H e a t h e r m o o r P a r k D r S F o u r Seasons W a y Amblewi n d P l F i e l d s hire Ter O l i verLn W 1 4 6 t h S t W 1 4 6 t h S t U s h a n t S t W 1 5 1 s t S t W 1 5 1 s t S t Fenc h u r c h D r W e l l p a r k D r M o b l e y D r K i n g s w a y S t A v o n d a l e D r L u n e n b e r g D r Stonn e g e r S t W 1 4 1 s t S t P i n t o D r A l t a i r D r Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Copyright:© 2013 National Geographic Society, i-cubed March 2025 USGS Topographic Map 146th and Towne Carmel, Indiana 0 1,000 2,000 Graphic Scale (Feet) Scale: 1" =1,000' ´ W 1 4 6 t h S tW146thSt W 1 4 6 t h S t W 1 4 6 t h S t L o r d M u r p hyDr W 1 5 1 s t S t S u l l i v a n L n T o w n e R d T o w n e R d C a m d e n L n C a r l o w R u n B u c h a n a n L n O ld R o s e b u d L n C o l l i n s D r Byrne S t T o w n e R d W 1 4 1 s t S t W 1 4 1 s t S t F o ur Seasons W a y Amblew i n d P l F i e l d s h ire Ter W 1 4 6 t h S t W 1 4 6 t h S t U s h a n t S t W 1 5 1 s t S t M o b l e y D r King s w a y S t L u n e n b e r g D r S t on n e g e r S t W 1 4 1 s t S t P i n t o D r A l t a i r D r N o r d l a n d Dr Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Maxar March 2025 Floodplain Map Carmel, Indiana 146th and Towne 0 800 1,600 Graphic Scale (Feet) Scale: 1" =800' ´ Legend S u l l i v a n L n P a x L n Q u inn Ln C o l l i n s D r Byrne S t N o l a n C t W 1 4 6 t h S t W 146 t h S t W 1 4 6 t h S t T o w n e R d T o w n e R dNewingtonLn C a r l o w R u n C hari o t s Whis p e r D r Livin g s t o n L n M u r p h y C i r E M u r p h y C i r W T o w n e R d W 1 4 1 s t S t W 1 4 1 s t S t C a r l o w R unMur p h y C i r W M u r p hyCir E R i d g e f i e l d P l U s h a n t S t M o b l e y D r V a lcou r P l W 1 4 6 t h S t M egan Dr B r e c o n L n S t a i r b r i d g e P l M a u l d i n S t A u t u m n WoodDr A utum n W o o d s Dr W 1 4 1 s t S t F i n n h o r s e D r A l t a i r D r N o r d l a n d Dr I n g le n o o k Ln Br Br YclA CrA Br YbvA YbvA CrA CrA CrA YclA W YclA YclA CrA W CrA YbvA CrA YclA YclA W CrA CrA YclA W YclA Br YbvA YclA YclA W YclAYclAYclA CrA W CrA YclA CrA CrA W YclA W CrA YclA YmsB2 YclA Br YclA CrA YclA CrA YmsB2 YclA Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Maxar March 2025 Soils Map Carmel, Indiana 146th and Towne 0 600 1,200 Graphic Scale (Feet) Scale: 1" =600' ´ Symbol Name Br Brookston silty clay loam, 0 to 2 percent slopes CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes Map symbols consist of a combination of letters or of letters and numbers. The first capital letter is the initial one of the soil name. The second letter is lowercase and separates map units whose names begin with the same letter. The third letter is a capital letter and indicates the class of slope. Symbols without a slope letter are for miscellaneous areas, Udorthents, or nearly level soils. Some symbols have a number at the end and are eroded phases. A final number of 2 indicates that the soil is moderately eroded, and a number 3 indicates that the soil is severely eroded. W 1 4 6 t h S tW146thSt W 1 4 6 t h S t W 1 4 6 t h S t L o r d M u r p hyDr W 1 5 1 s t S t S u l l i v a n L n T o w n e R d T o w n e R d C a m d e n L n C a r l o w R u n B u c h a n a n L n O l d Ros e b u d L n C o l l i n s D r Byrne S t T o w n e R d W 1 4 1 s t S t W 1 4 1 s t S t F o ur Seasons W a y Amblew i n d P l F i e l d s h ire Ter W 1 4 6 t h S t W 1 4 6 t h S t U s h a n t S t W 1 5 1 s t S t M o b l e y D r King s w a y S t L u n e n b e r g D r Stonn e g e r S t W 1 4 1 s t S t P i n t o D r A l t a i r D r N o r d l a n d Dr PUBGx PUBGx PUBGx PUBGx PUBGx PFO1A PFO1/SS1A PUBGx PFO1APFO1A PUBGx PUBGx PUBGx PFO1A R4SBCxPUBGx PUBGx PFO1A PEM1F PEM1C PFO1A PEM1F PEM1FPEM1F Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community, Maxar Wetlands Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine March 2025 Wetlands Area Map Carmel, Indiana 146th and Towne 0 800 1,600 Graphic Scale (Feet) Scale: 1" =800' ´ EXISTING CONDITIONS APPENDIX C LANDCADD 1987 LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987LANDCADD 1987))))))) ) ) )) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )) ) ) ) )) ) ) )) ) ) ) )) ) ) ) ) ) ) ) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))) )) )))))) )))))))))))))))))))))))) )))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))) ) ) ) ) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))))))))))))))))))))))))))) )))))))))))))))))) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ) )))))))))) )) ))))) ))))))))) ))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) )) ) )))))))) ))))))))) )))))))))) ))) ) ) ) ) ) )))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) EX W 9.42 AC SADDLE CREEK RESIDENTIAL SUBDIVISION EX 1 21.93 AC SADDLE CREEK RESIDENTIAL SUBDIVISION EX 2 3.38 AC DA-24 17.06 AC EX 3 41.75 AC 0' (IN FEET) GRAPHIC SCALE 500'1000'1500' CARMEL, IN3/14/2025 EXISTING BASINS BAKER VILLAGE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. BAKER VILLAGE - HWC #2023-330 - 3/12/2024 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:DA-24 U:EX 1 A:DEPRESSION U:EX 2 T:BNDRY W U:EX W T:BNDRY S U:EX 3 P:EX CULVERTW:WEIR BAKER VILLAGE - HWC #2023-330 - 3/12/2024 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 27.09 0.00 BNDRY S 010YR-24HR 900.00 905.00 0.00 26 65.00 0.00 BNDRY W 002YR-24HR 910.00 911.00 0.00 0 5.41 0.00 BNDRY W 010YR-24HR 910.00 911.00 0.00 0 12.55 0.00 DEPRESSION 002YR-24HR 909.52 911.00 0.00 10681 1.71 0.81 DEPRESSION 010YR-24HR 909.62 911.00 0.00 15699 4.40 3.28 EX POND 002YR-24HR 904.08 911.00 0.00 65577 30.45 12.72 EX POND 010YR-24HR 904.52 911.00 0.00 68757 61.38 27.37 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 BAKER VILLAGE - HWC #2023-330 - 3/12/2024 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): 21.93 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): 3.38 Time Shift(hrs): 0.00 Curve Number: 70.0 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): 9.42 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 BAKER VILLAGE - HWC #2023-330 - 3/12/2024 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): 909.20 Group: ONSITE Warn Stage(ft): 911.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 909.20 0.01 909.30 0.06 909.40 0.12 909.50 0.22 909.60 0.34 ------------------------------------------------------------------------------------------ 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 BAKER VILLAGE - HWC #2023-330 - 3/12/2024 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): 909.400 Control Elevation(ft): 909.400 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 4 BAKER VILLAGE - HWC #2023-330 - 3/12/2024 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX\2023-330-EX.ICP EXISTING CONDITIONS 16.000 5.00 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 Baker Village HWC # 2023-330 Date: 3/12/2025 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 9.42 0.94 8.48 73.0 EX 1 21.93 5.94 1.30 13.20 1.49 72.6 EX 2 3.38 1.00 2.38 70.0 EX 3 41.75 4.31 6.12 31.32 71.1 DA-24 17.06 81.0 Basin CN Value copied from Ambleside drainage report W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsx 3/12/2025 3:51 PM Time of Concentration Worksheet PROJECT: Baker Village 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 3/12/25 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 LANDCADD 1987 LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987LANDCADD 1987))))))) ) ) )) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )) ) ) ) )) ) ) )) ) ) ) )) ) ) ) ) ) ) ) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))) )) )))))) )))))))))))))))))))))))) )))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))) ) ) ) ) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))))))))))))))))))))))))))) )))))))))))))))))) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ) )))))))))) )) ))))) ))))))))) ))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) )) ) )))))))) ))))))))) )))))))))) ))) ) ) ) ) ) )))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) EX W 9.42 AC SADDLE CREEK RESIDENTIAL SUBDIVISION SADDLE CREEK RESIDENTIAL SUBDIVISION EX S 84.12 AC 0' (IN FEET) GRAPHIC SCALE 500'1000'1500' CARMEL, IN3/14/2025 EXISTING BASINS BAKER VILLAGE LANDCADD 1987 LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987LANDCADD 1987))))))) ) ) )) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )) ) ) ) )) ) ) )) ) ) ) )) ) ) ) ) ) ) ) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))) )) )))))) )))))))))))))))))))))))) )))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))) ) ) ) ) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))))))))))))))))))))))))))) )))))))))))))))))) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ) )))))))))) )) ))))) ))))))))) ))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) )) ) )))))))) ))))))))) )))))))))) ))) ) ) ) ) ) )))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) 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 3 24.89 AC CN=87.6 DIR S 1.33 AC CN=82.9 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, IN3/14/2025 PROPOSED BASINS BAKER VILLAGE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 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 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 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 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 4.53 0.00 BNDRY 100YR-24HR 900.00 905.00 0.00 0 15.85 0.00 BNDRY W 010YR-24HR 900.00 905.00 0.00 0 3.42 0.00 BNDRY W 100YR-24HR 900.00 905.00 0.00 0 7.04 0.00 LAKE 1 010YR-24HR 903.12 909.00 0.00 95545 26.08 4.48 LAKE 1 100YR-24HR 905.05 909.00 0.00 107525 56.59 15.71 LAKE 2 010YR-24HR 903.13 909.00 0.00 92277 78.80 20.18 LAKE 2 100YR-24HR 905.16 909.00 0.00 103815 154.61 51.22 LAKE 3 010YR-24HR 904.93 911.00 0.00 172047 104.85 4.41 LAKE 3 100YR-24HR 906.08 911.00 0.00 182160 203.61 18.37 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 40829 99.52 70.17 STR 109 010YR-24HR 903.13 910.00 -0.47 511 20.58 20.62 STR 109 100YR-24HR 905.10 910.00 -0.47 134 52.15 52.11 STR 110 010YR-24HR 903.14 910.00 -0.58 261 20.30 20.31 STR 110 100YR-24HR 905.14 910.00 -0.58 121 51.49 51.49 STR 162 010YR-24HR 903.81 910.00 -1.16 796 33.46 33.36 STR 162 100YR-24HR 905.19 910.00 -1.16 208 62.16 62.56 STR 163 010YR-24HR 903.88 910.00 -1.61 737 12.80 13.02 STR 163 100YR-24HR 905.26 910.00 -1.61 456 29.78 30.36 STR 164 010YR-24HR 903.92 910.00 -1.93 449 9.08 9.30 STR 164 100YR-24HR 905.31 910.00 -1.93 349 26.30 26.34 STR 165 010YR-24HR 903.96 910.00 -2.05 457 6.83 7.19 STR 165 100YR-24HR 905.37 910.00 -2.05 450 24.79 24.77 STR 166 010YR-24HR 904.03 910.00 -3.00 381 5.59 5.55 STR 166 100YR-24HR 905.54 910.00 -3.00 402 23.76 23.71 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-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 3.64 0.00 BNDRY 100YR-24HR 900.00 905.00 0.00 0 13.20 0.00 LAKE 1 010YR-24HR 902.97 909.00 0.00 94600 26.13 3.59 LAKE 1 100YR-24HR 904.78 909.00 0.00 105836 56.56 13.05 LAKE 2 010YR-24HR 902.98 909.00 0.00 91404 78.75 19.74 LAKE 2 100YR-24HR 904.88 909.00 0.00 102143 152.89 50.20 LAKE 3 010YR-24HR 904.80 911.00 0.00 122192 68.48 2.86 LAKE 3 100YR-24HR 905.81 911.00 0.00 129584 132.05 14.42 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 40829 99.51 70.18 STR 109 010YR-24HR 902.97 910.00 -0.47 522 20.14 20.20 STR 109 100YR-24HR 904.84 910.00 -0.47 134 51.14 51.12 STR 110 010YR-24HR 902.98 910.00 -0.58 264 19.86 19.87 STR 110 100YR-24HR 904.89 910.00 -0.58 121 50.48 50.47 STR 162 010YR-24HR 903.81 910.00 -1.16 797 33.42 33.32 STR 162 100YR-24HR 905.09 910.00 -1.16 416 60.73 61.15 STR 163 010YR-24HR 903.88 910.00 -1.61 737 12.75 12.97 STR 163 100YR-24HR 905.18 910.00 -1.61 495 27.88 28.34 STR 164 010YR-24HR 903.92 910.00 -1.93 449 9.03 9.25 STR 164 100YR-24HR 905.22 910.00 -1.93 364 23.87 24.00 STR 165 010YR-24HR 903.96 910.00 -2.05 457 6.78 7.10 STR 165 100YR-24HR 905.24 910.00 -2.05 460 22.10 22.09 STR 166 010YR-24HR 904.03 910.00 -3.00 381 5.29 5.40 STR 166 100YR-24HR 905.33 910.00 -3.00 410 20.93 20.93 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 100YR-24HR-OFF 900.00 905.00 0.00 0 59.51 0.00 BNDRY W 100YR-24HR-OFF 900.00 905.00 0.00 0 7.04 0.00 L-RIDGE POND 1 100YR-24HR-OFF 913.56 915.00 0.01 0 0.00 19.45 LAKE 1 100YR-24HR-OFF 905.41 909.00 0.00 109783 65.47 59.30 LAKE 2 100YR-24HR-OFF 906.54 909.00 0.00 113650 175.98 60.96 LAKE 3 100YR-24HR-OFF 909.39 911.00 0.00 210805 268.91 59.49 PR-DET1 100YR-24HR-OFF 909.43 910.00 0.00 101161 229.64 165.28 STR 109 100YR-24HR-OFF 905.91 910.00 -0.47 134 61.83 61.79 STR 110 100YR-24HR-OFF 906.29 910.00 -0.58 121 61.22 61.20 STR 162 100YR-24HR-OFF 906.97 910.00 -1.16 149 77.47 77.49 STR 163 100YR-24HR-OFF 907.39 910.00 -1.61 145 46.99 46.50 STR 164 100YR-24HR-OFF 907.77 910.00 -1.93 130 45.96 46.52 STR 165 100YR-24HR-OFF 908.07 910.00 -2.05 132 45.89 45.68 STR 166 100YR-24HR-OFF 908.47 910.00 -3.00 128 45.43 45.64 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-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 100YR-24HR-OFF 900.00 905.00 0.00 0 66.87 0.00 L-RIDGE POND 1 100YR-24HR-OFF 913.56 915.00 0.01 0 0.00 19.47 LAKE 1 100YR-24HR-OFF 905.45 909.00 0.00 110049 78.57 66.61 LAKE 2 100YR-24HR-OFF 906.60 909.00 0.00 114160 177.48 62.06 LAKE 3 100YR-24HR-OFF 909.50 911.00 0.00 157235 196.12 70.00 PR-DET1 100YR-24HR-OFF 909.55 910.00 0.00 103786 229.64 165.29 STR 109 100YR-24HR-OFF 905.95 910.00 -0.47 134 62.97 62.93 STR 110 100YR-24HR-OFF 906.34 910.00 -0.58 121 62.33 62.31 STR 162 100YR-24HR-OFF 907.03 910.00 -1.16 149 79.94 79.99 STR 163 100YR-24HR-OFF 907.45 910.00 -1.61 145 47.67 47.18 STR 164 100YR-24HR-OFF 907.84 910.00 -1.93 130 46.60 47.02 STR 165 100YR-24HR-OFF 908.14 910.00 -2.05 132 46.39 46.23 STR 166 100YR-24HR-OFF 908.55 910.00 -3.00 128 45.93 46.06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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): 1.33 Time Shift(hrs): 0.00 Curve Number: 82.9 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: 88.5 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): 24.89 Time Shift(hrs): 0.00 Curve Number: 87.6 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 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 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Filename: W:\LENNAR\2023-330-S 146TH AND TOWNE\DESIGN\CALCS\ICPR DEV\100YR-24HR-OFF.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\010YR-24HR.I32 Execute: No 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\100YR-24HR.I32 Execute: No 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-OFF Hydrology Sim: 100YR-24HR-OFF Filename: W:\LENNAR\2023-330-S 146TH AND TOWNE\DESIGN\CALCS\ICPR DEV\100YR-24HR-OFF.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: 100YR-24HR Boundary Flows: 100YR-24HR Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes OFFSITE Yes ONSITE Yes ========================================================================================== ==== Boundary Conditions ================================================================= ========================================================================================== Name: 010YR-24HR Node: BNDRY Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 900.000 12.500 903.310 24.000 900.000 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Node: PR-DET1 Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 14.000 6.000 48.000 0.000 ---------------------------------------------------------------------------------------------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 14 BAKER VILLAGE - HWC #2023-330 - 3/12/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 Baker Village HWC # 2023-330 Date: 3/12/2025 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 24.89 11.91 0.27 12.71 87.6 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 1.33 0.93 0.40 82.9 Basin W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsx 3/12/2025 4:20 PM WATER QUALITY APPENDIX E BAKER VILLAGE // HWC #2023-330 // 3/12/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR WQ\2023-330-WQ.ICP WATER QUALITY RUNOFF RATES Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 WQ-24HR BMP 1 BASE 12.07 2.08 0.51 6237 WQ-24HR BMP 2 BASE 12.07 4.05 0.51 12138 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 BAKER VILLAGE // HWC #2023-330 // 3/12/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR WQ\2023-330-WQ.ICP WATER QUALITY RUNOFF RATES ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: BMP 1 Node: BNDRY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 15.00 Area(ac): 3.34 Time Shift(hrs): 0.00 Curve Number: 94.20 Max Allowable Q(cfs): 999999 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ---------------------------------------------------------------------------------------------------- Name: BMP 2 Node: BNDRY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 15.00 Area(ac): 6.50 Time Shift(hrs): 0.00 Curve Number: 94.20 Max Allowable Q(cfs): 999999 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.000 Init Stage(ft): 830.000 Group: BASE Warn Stage(ft): 999.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 830.00 100.00 830.00 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: WQ-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR WQ\WQ-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-II-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 24.000 1.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Baker Village HWC # 2023-330 Date: 3/12/2025 Water Quality Basins Water Quality Volume:(P)(Rv)(A) 12 where:WQv = water quality volume (ac-ft) P = 1 inch Rv =volumetric runoff coefficient = 0.05 + 0.009(I) I = percent impervious cover A = area in acres Water Quality CN: where:CNwq = adusted curve number for water quality flow rate calculation P = 1 inches (rainfall for water quality storm event) Qa = water quality volume in inches = 1.0 inch(Rv) Rv = volumetric runoff coefficient = 0.05 + 0.009(I) I = percent impervious cover Area Percent Roof/Pvmt WQv (acres) Impervious (acres) (ac-ft) LAKE 3 24.89 52% 12.94 1.07 0.52 94.2 BMP 1 3.34 52% 1.74 0.14 0.52 94.2 BMP 2 6.50 52% 3.38 0.28 0.52 94.2 CNwq WQv = Basin Qa CNwq = 1000 [10 + 5P + 10Qa - 10(Qa 2 + 1.25QaP )0.5] W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsx 3/12/2025 5:00 PM Baker Village 2023-330 3/13/2025 BY: GMM LAKE 3 WQv Stage-Storage Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) Bottom --> 893.50 1.042 895.50 1.839 2.88 2.88 901.50 2.796 13.91 16.79 901.50 3.267 0.00 16.79 NP --> 903.50 3.656 6.92 23.71 Cumulative Volume (ac-ft) -->23.71 WQv target (ac-ft) --> 3.22 LAKE 1 WQv effective TSS removal rate --> 100%