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W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\DrainRep\DrainRep-2023-330.docx STORMWATER DRAINAGE REPORT BAKER VILLAGE 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 May 9, 2025 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Site Maps Appendix B Existing Conditions (Depressional Storage) Appendix C1 Existing Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data Alternate Existing Conditions Analysis Appendix C2 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 Offsite 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 BMP calcs and exhibits Storm Sewers Appendix F Storm Inlet Basins Map Rational Method Pipe Design Time of Concentration Inlet Capacity Gutter Spread Hydraulic Grade Line Excerpts from Ambleside Drainage Report (8/25/2021) Appendix G 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. Existing Conditions Analysis 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. Alternate analysis Per a plan review comment (4/17/2025) an alternate existing conditions analysis was done based on the fully built Ambleside site along with the undeveloped Baker Village site. Peak Runoff Rates w/ Alternate Existing Conditions Analysis Node Storm Event 2 year 10 year BNDRY S 1.56 cfs 3.84 cfs BNDRY W 5.41 cfs 12.55 cfs In this scenario, the peak runoff rates at the southern boundary are lower than the general release rates. 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. Allowable Discharge Rate Calculations (General Release Rates) 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 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 4.61 cfs 100 yr, 24 hr 25.24 cfs 16.34 cfs Western Boundary: Ditch that flows to Saddle Creek Lake 1 10 yr, 24 hr 0.94 cfs 1.92 cfs 100 yr, 24 hr 2.83 cfs 4.39 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 had different runoff amounts 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, 0.94 AC, CN=77.1). The total runoff amount is less than previously assumed so there should be no adverse drainage effects on the Saddle Creek detention system. Offsite Basins Included When offsite basins are included, the peak discharge rates are lower than the discharge rates in the Ambleside drainage report. Peak Proposed Discharge Rate (Expanded Lake 3) – Offsite included Storm Event Ambleside Discharge Rate Proposed Discharge Rate Southern Boundary: Saddle Creek Lake 4 100 yr, 24 hr 66.87 cfs 60.26 cfs 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. Storm Sewers The design of the proposed storm sewers (10-year event) is in compliance with the City of Carmel Stormwater Technical Standards Manual with regards to “c” values, rainfall intensities, pipe slopes, etc. Inlet capacities are sufficient to keep ponding depth to reasonable depths. Gutter spreads were checked for the pairs of inlets throughout the site in order to maintain a 10’ open lane. See Appendix F 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 - DEPRESSIONAL STORAGE - APPENDIX C1 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 EXISTING CONDITIONS - ALTERNATE ANALYSIS - APPENDIX C2 ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))) )) )))))) )))))))))))))))))))))))) )))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))) ) ) ) ) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))) )))))))))))))))) )))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))))))))))))))))))))))))))) )))))))))))))))))) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ) )))))))))) )) ))))) ))))))))) ))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) )) ) )))))))) ))))))))) )))))))))) ))) ) ) ) ) ) )))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) 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))))))) ) ) )) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )) ) ) ) )) ) ) )) ) ) ) )) ) ) ) ) ) ) ) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))))))))))) 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 LAKE 3 10.71 AC CN=89.1 EX W 9.42 AC SADDLE CREEK RESIDENTIAL SUBDIVISION EX 2 6.09 AC 0' (IN FEET) GRAPHIC SCALE 500'1000'1500' CARMEL, IN4/28/2025 EXISTING BASINS BAKER VILLAGE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. BAKER VILLAGE - HWC #2023-330 - 4/28/2025 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 A:PR-DET1 U:DA-24 A:LAKE 3 U:LAKE 3 A:LAKE 2 U:LAKE 2 A:LAKE 1 U:LAKE 1 T:L-RIDGE POND 1 A:DEPRESSION U:EX 2 T:BNDRY W U:EX W 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 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 W:WEIR BAKER VILLAGE - HWC #2023-330 - 4/28/2025 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 002YR-24HR 900.00 905.00 0.00 0 1.56 0.00 BNDRY 010YR-24HR 900.00 905.00 0.00 0 3.84 0.00 BNDRY W 002YR-24HR 900.00 905.00 0.00 0 5.41 0.00 BNDRY W 010YR-24HR 900.00 905.00 0.00 0 12.55 0.00 DEPRESSION 002YR-24HR 909.53 911.00 0.00 11140 1.59 0.95 DEPRESSION 010YR-24HR 909.62 911.00 0.00 15555 3.90 3.18 LAKE 1 002YR-24HR 902.02 909.00 0.00 88686 14.49 1.10 LAKE 1 010YR-24HR 903.00 909.00 0.00 94822 26.08 3.79 LAKE 2 002YR-24HR 902.14 909.00 0.00 86621 46.80 9.10 LAKE 2 010YR-24HR 903.02 909.00 0.00 91592 78.75 19.88 LAKE 3 002YR-24HR 904.40 911.00 0.00 119294 39.47 0.72 LAKE 3 010YR-24HR 904.85 911.00 0.00 122541 69.62 3.39 PR-DET1 002YR-24HR 905.88 910.00 0.00 14973 25.46 19.21 PR-DET1 010YR-24HR 906.36 910.00 0.00 23212 47.31 35.32 STR 109 002YR-24HR 902.02 910.00 -0.47 529 9.43 9.29 STR 109 010YR-24HR 903.01 910.00 -0.47 520 20.28 20.33 STR 110 002YR-24HR 902.04 910.00 -0.58 260 9.19 9.26 STR 110 010YR-24HR 903.02 910.00 -0.58 264 20.00 20.01 STR 162 002YR-24HR 903.09 910.00 -1.16 817 20.09 20.00 STR 162 010YR-24HR 903.81 910.00 -1.16 797 33.42 33.32 STR 163 002YR-24HR 903.15 910.00 -1.61 726 7.37 7.47 STR 163 010YR-24HR 903.88 910.00 -1.61 737 12.75 12.97 STR 164 002YR-24HR 903.19 910.00 -1.93 427 5.02 5.21 STR 164 010YR-24HR 903.92 910.00 -1.93 449 9.03 9.26 STR 165 002YR-24HR 903.25 910.00 -2.05 381 3.58 3.70 STR 165 010YR-24HR 903.96 910.00 -2.05 457 6.79 7.11 STR 166 002YR-24HR 903.68 910.00 -3.00 332 2.74 2.74 STR 166 010YR-24HR 904.03 910.00 -3.00 381 5.30 5.40 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 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 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 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-24 Node: PR-DET1 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: 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: 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): 26.00 Area(ac): 3.38 Time Shift(hrs): 0.00 Curve Number: 71.7 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 ---------------------------------------------------------------------------------------------------- Name: LAKE 1 Node: LAKE 1 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 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): 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): 15.00 Area(ac): 10.71 Time Shift(hrs): 0.00 Curve Number: 89.1 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: 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 909.50 0.22 909.60 0.34 ------------------------------------------------------------------------------------------ Name: L-RIDGE POND 1 Base Flow(cfs): 0.00 Init Stage(ft): 909.40 Group: OFFSITE Warn Stage(ft): 915.00 Type: Time/Stage Liberty Ridge Subdivision Pond #1 Time(hrs) Stage(ft) --------------- --------------- 0.00 909.40 99.00 909.40 ------------------------------------------------------------------------------------------ Name: LAKE 1 Base Flow(cfs): 0.00 Init Stage(ft): 900.20 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.20 1.77 901.00 1.88 902.00 2.02 903.00 2.17 904.00 2.31 905.00 2.46 906.00 2.61 ------------------------------------------------------------------------------------------ Name: LAKE 2 Base Flow(cfs): 0.00 Init Stage(ft): 900.70 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.70 1.80 901.00 1.83 902.00 1.96 903.00 2.09 904.00 2.22 905.00 2.36 906.00 2.50 907.00 2.70 ------------------------------------------------------------------------------------------ Name: LAKE 3 Base Flow(cfs): 0.00 Init Stage(ft): 903.50 Group: ONSITE Warn Stage(ft): 911.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.50 2.59 904.00 2.67 905.00 2.83 906.00 2.99 907.00 3.15 908.00 3.33 909.00 3.51 ------------------------------------------------------------------------------------------ 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) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS --------------- --------------- 904.65 0.00 906.00 0.36 907.00 0.80 908.00 1.60 909.00 2.10 ------------------------------------------------------------------------------------------ Name: STR 109 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 110 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 162 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 163 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 164 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 165 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor 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) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: P 109 From Node: STR 109 Length(ft): 173.00 Group: ONSITE To Node: LAKE 1 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.47 900.20 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 110 From Node: STR 110 Length(ft): 40.00 Group: ONSITE To Node: STR 109 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.58 900.52 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 111 From Node: LAKE 2 Length(ft): 37.00 Group: ONSITE To Node: STR 110 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.70 900.63 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.0 0.0 Stabilizer Option: None 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 6 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Name: P 162 From Node: STR 162 Length(ft): 174.00 Group: ONSITE To Node: LAKE 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.16 900.70 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 163 From Node: STR 163 Length(ft): 182.00 Group: ONSITE To Node: STR 162 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.61 901.21 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 164 From Node: STR 164 Length(ft): 134.00 Group: ONSITE To Node: STR 163 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.93 901.66 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 902.05 901.98 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 166 From Node: STR 166 Length(ft): 151.00 Group: ONSITE To Node: STR 165 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 903.00 902.70 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: PR-CUL-222+08 From Node: PR-DET1 Length(ft): 182.00 Group: ONSITE To Node: LAKE 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): 98.00 98.00 Entrance Loss Coef: 0.50 Rise(in): 63.00 63.00 Exit Loss Coef: 0.00 Invert(ft): 904.65 904.29 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall ========================================================================================== ==== 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 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 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 900.20 Rise(in): 6.00 Control Elev(ft): 900.20 *** Weir 2 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 18.00 Invert(ft): 902.20 Rise(in): 18.00 Control Elev(ft): 902.20 *** Weir 3 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 906.80 Rise(in): 24.00 Control Elev(ft): 906.80 ---------------------------------------------------------------------------------------------------- Name: D 3 From Node: LAKE 3 Length(ft): 150.00 Group: ONSITE To Node: STR 166 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 48.00 48.00 Flow: Both Rise(in): 48.00 48.00 Entrance Loss Coef: 0.50 Invert(ft): 903.50 903.05 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 48.00 Invert(ft): 904.50 Rise(in): 36.00 Control Elev(ft): 904.50 *** Weir 3 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 909.70 Rise(in): 24.00 Control Elev(ft): 909.70 ---------------------------------------------------------------------------------------------------- Name: L-RIDGE OUT From Node: L-RIDGE POND 1 Length(ft): 409.00 Group: OFFSITE To Node: PR-DET1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.50 Invert(ft): 909.40 908.00 Exit Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Liberty Ridge Pond #1 Outfall Structure *** Weir 1 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 25.50 Invert(ft): 909.40 Rise(in): 6.00 Control Elev(ft): 909.40 *** Weir 2 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 26.00 Invert(ft): 911.79 Rise(in): 10.00 Control Elev(ft): 911.79 *** Weir 3 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 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 =============================================================================== ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Name: WEIR From Node: DEPRESSION Group: ONSITE To Node: LAKE 3 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 ---------------------------------------------------------------------------------------------------- Name: WEIR 1 From Node: LAKE 1 Group: ONSITE To Node: BNDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 52.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 905.000 Control Elevation(ft): 905.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR 3 From Node: LAKE 3 Group: ONSITE To Node: LAKE 1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 31.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 Invert(ft): 909.100 Control Elevation(ft): 909.100 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 002YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX AMB\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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS ---------------------------------------------------------------------------------------------------- Name: 010YR-24HR Filename: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR EX AMB\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 AMB\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 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 AMB\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 ========================================================================================== ==== Boundary Conditions ================================================================= ========================================================================================== Name: 010YR-24HR Node: BNDRY Type: Stage Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 13 BAKER VILLAGE - HWC #2023-330 - 4/28/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS 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 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 25.28 AC CN=87.7 DIR S 0.94 AC CN=77.1 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, IN5/9/2025 PROPOSED BASINS BAKER VILLAGE ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))) )))))))) )))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))) )) ) ) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ))))))))))) )) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) ) )) )))))))) )))))))))))))))))))))) )) )) ) )))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) DA-07 18.58 AC CN=78.0 DA-06 4.81 AC CN=78.0 DA-05 40.98 AC CN=78.0 DA-05-AUX 12.86 AC CN=78.0 DIR-E 1.05 AC CN=89.4 LAKE 3 10.71 AC CN=89.1 LAKE 2 27.08 AC CN=88.2 LAKE 1 6.53 AC CN=88.6 OFF-NE 2.47 AC CN=72.9 165 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 CENTRAL CHRISTIAN CHURCH SITE 20.01 AC 10-YR ASSUMED RELEASE = 2.00 CFS (0.10 CFS/ACRE) 100-YR ASSUMED RELEASE = 6.00 CFS (0.30 CFS/ACRE) CARMEL, IN7/8/2021 OFFSITE BASINS AMBLESIDE 0' (IN FEET) GRAPHIC SCALE 800'1600'2400' 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 - 5/9/2025 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 4.61 0.00 BNDRY 100YR-24HR 900.00 905.00 0.00 0 16.34 0.00 BNDRY W 010YR-24HR 900.00 905.00 0.00 0 1.92 0.00 BNDRY W 100YR-24HR 900.00 905.00 0.00 0 4.39 0.00 LAKE 1 010YR-24HR 903.13 909.00 0.00 95624 26.08 4.56 LAKE 1 100YR-24HR 905.06 909.00 0.00 107576 56.61 16.20 LAKE 2 010YR-24HR 903.15 909.00 0.00 92353 78.81 20.27 LAKE 2 100YR-24HR 905.18 909.00 0.00 103913 154.94 51.36 LAKE 3 010YR-24HR 904.95 911.00 0.00 172188 106.58 4.61 LAKE 3 100YR-24HR 906.11 911.00 0.00 182439 206.72 18.76 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 70.17 STR 109 010YR-24HR 903.14 910.00 -0.47 510 20.66 20.71 STR 109 100YR-24HR 905.12 910.00 -0.47 134 52.29 52.26 STR 110 010YR-24HR 903.15 910.00 -0.58 261 20.38 20.40 STR 110 100YR-24HR 905.15 910.00 -0.58 121 51.64 51.65 STR 162 010YR-24HR 903.81 910.00 -1.16 796 33.47 33.38 STR 162 100YR-24HR 905.21 910.00 -1.16 197 62.45 62.85 STR 163 010YR-24HR 903.88 910.00 -1.61 737 12.81 13.03 STR 163 100YR-24HR 905.28 910.00 -1.61 445 30.14 30.59 STR 164 010YR-24HR 903.93 910.00 -1.93 449 9.09 9.31 STR 164 100YR-24HR 905.34 910.00 -1.93 345 26.74 26.76 STR 165 010YR-24HR 903.96 910.00 -2.05 457 6.85 7.21 STR 165 100YR-24HR 905.40 910.00 -2.05 448 25.23 25.21 STR 166 010YR-24HR 904.03 910.00 -3.00 381 5.73 5.68 STR 166 100YR-24HR 905.57 910.00 -3.00 401 24.21 24.16 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 - 5/9/2025 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 60.26 0.00 BNDRY W 100YR-24HR-OFF 900.00 905.00 0.00 0 4.39 0.00 L-RIDGE POND 1 100YR-24HR-OFF 913.56 915.00 0.01 0 0.00 19.46 LAKE 1 100YR-24HR-OFF 905.41 909.00 0.00 109811 65.55 60.05 LAKE 2 100YR-24HR-OFF 906.55 909.00 0.00 113697 176.21 61.04 LAKE 3 100YR-24HR-OFF 909.40 911.00 0.00 210884 271.89 60.40 PR-DET1 100YR-24HR-OFF 909.44 910.00 0.00 101392 229.63 165.29 STR 109 100YR-24HR-OFF 905.91 910.00 -0.47 134 61.91 61.87 STR 110 100YR-24HR-OFF 906.29 910.00 -0.58 121 61.30 61.28 STR 162 100YR-24HR-OFF 906.98 910.00 -1.16 149 77.61 77.75 STR 163 100YR-24HR-OFF 907.40 910.00 -1.61 145 47.03 46.58 STR 164 100YR-24HR-OFF 907.78 910.00 -1.93 130 46.01 46.46 STR 165 100YR-24HR-OFF 908.07 910.00 -2.05 132 45.90 45.72 STR 166 100YR-24HR-OFF 908.48 910.00 -3.00 128 45.48 45.65 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 Saddlebrook Re-modeling - HWC #2023-330 - 1/20/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR Saddle Creek\2023-330-Saddle Creek.ICP PROPOSED CONDITIONS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 100YR-24HR-OFF DIR S OFFSITE 12.07 4.27 4.699 13304 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 BAKER VILLAGE - HWC #2023-330 - 5/9/2025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR DEV\2023-330-DEV.ICP PROPOSED CONDITIONS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 100YR-24HR DIR S ONSITE 12.07 4.39 3.889 13270 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 BAKER VILLAGE - HWC #2023-330 - 5/9/2025 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 - 5/9/2025 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 - 5/9/2025 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): 0.94 Time Shift(hrs): 0.00 Curve Number: 77.1 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): 25.43 Time Shift(hrs): 0.00 Curve Number: 87.7 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 - 5/9/2025 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 - 5/9/2025 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 - 5/9/2025 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 - 5/9/2025 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 - 5/9/2025 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 - 5/9/2025 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 - 5/9/2025 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 - 5/9/2025 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 - 5/9/2025 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: 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 14 BAKER VILLAGE - HWC #2023-330 - 5/9/2025 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: 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-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 - 5/9/2025 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: 4/29/2025 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 25.43 12.05 0.27 13.11 87.7 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 0.94 0.91 0.03 77.1 Basin W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsm 4/29/2025 3:20 PM WATER QUALITY APPENDIX E ))))))))))))))) ) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ) )))) )))))) )) ))))) )) ))))))) ))))))))) ))))))))))))) ))))))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) ) ) ) ) ) ) ) ) ))) LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987 LANDCADD 1987LANDCADD 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 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987))))))) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )) )))))))))))))))))))))))))))))))))))))))) STR 102 3.40 AC CN=94.2 STR 122 6.91 AC CN=94.2 AQUASHIELD XC-4 AQUASHIELD XC-6 CARMEL, IN5/9/2025 WATER QUALITY BASINS BAKER VILLAGE 0' (IN FEET) GRAPHIC SCALE 100'200'300' BAKER VILLAGE // HWC #2023-330 // 4/92025 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 STR 102 BASE 12.09 1.85 0.51 6349 WQ-24HR STR 122 BASE 12.11 2.99 0.51 11070 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 // 4/92025 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\ICPR WQ\2023-330-WQ.ICP WATER QUALITY RUNOFF RATES ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: STR 102 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): 20.00 Area(ac): 3.40 Time Shift(hrs): 0.00 Curve Number: 94.20 Max Allowable Q(cfs): 999999 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: STR 122 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): 23.00 Area(ac): 5.93 Time Shift(hrs): 0.00 Curve Number: 94.20 Max Allowable Q(cfs): 999999 DCIA(%): 0.00 ========================================================================================== ==== 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: 4/28/2025 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 STR 102 3.40 52% 1.77 0.15 0.52 94.2 STR 122 5.93 52% 3.08 0.26 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.xlsm 4/28/2025 3:22 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% Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Apr 30 2025 STR 102 XC-4 Invert Elev Dn (ft) = 906.60 Pipe Length (ft) = 8.00 Slope (%) = 0.63 Invert Elev Up (ft) = 906.65 Rise (in) = 12.0 Shape = Circular Span (in) = 12.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Culvert Culvert Entrance = Rough tapered inlet throat Coeff. K,M,c,Y,k = 0.519, 0.64, 0.021, 0.9, 0.5 Embankment Top Elevation (ft) = 909.00 Top Width (ft) = 4.00 Crest Width (ft) = 4.00 Calculations Qmin (cfs) = 1.85 Qmax (cfs) = 1.85 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 1.85 Qpipe (cfs) = 1.85 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 2.78 Veloc Up (ft/s) = 3.93 HGL Dn (ft) = 907.39 HGL Up (ft) = 907.23 Hw Elev (ft) = 907.55 Hw/D (ft) = 0.90 Flow Regime = Inlet Control Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Apr 30 2025 STR 102 XC-4 Invert Elev Dn (ft) = 905.35 Pipe Length (ft) = 8.00 Slope (%) = 0.63 Invert Elev Up (ft) = 905.40 Rise (in) = 15.0 Shape = Circular Span (in) = 15.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Culvert Culvert Entrance = Rough tapered inlet throat Coeff. K,M,c,Y,k = 0.519, 0.64, 0.021, 0.9, 0.5 Embankment Top Elevation (ft) = 909.00 Top Width (ft) = 4.00 Crest Width (ft) = 4.00 Calculations Qmin (cfs) = 3.48 Qmax (cfs) = 3.48 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 3.48 Qpipe (cfs) = 3.48 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.30 Veloc Up (ft/s) = 4.51 HGL Dn (ft) = 906.35 HGL Up (ft) = 906.15 Hw Elev (ft) = 906.58 Hw/D (ft) = 0.94 Flow Regime = Inlet Control WATER QUALITY DIVERSION STRUCTURE 102 BAKER VILLAGE CARMEL, IN MAY 9, 2025 WATER QUALITY DIVERSION STRUCTURE 122 BAKER VILLAGE CARMEL, IN MAY 9, 2025 STORM SEWERS APPENDIX F )))) )))))))))) ) )))) )))))) )) ))))) )) ))))))) ))))))))) ))))))))))))) ))))))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) ) ) ) ) ) ) ) ) ))) LANDCADD 1987 LANDCADD 1987 ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) 136 0.13 AC 127 0.38 AC 128 0.55 AC130 0.11 AC 131 0.33 AC 137 1.30 AC 140 0.64 AC 125 0.40 AC 139 0.58 AC 109 0.51 AC 108 0.93 AC 121 0.41 AC 143 0.46 AC 117 0.17 AC 116 0.16 AC 114 0.29 AC 142 0.47 AC 107 0.28 AC 113 0.08 AC 124 0.50 AC 106 0.39 AC 104 0.25 AC 103 0.25 AC 147 5.24 AC 132 1.04 AC 119 0.43 AC CA R M E L , I N 5/ 9 / 2 0 2 5 ST O R M S E W E R B A S I N S BA K E R V I L L A G E 0' (I N F E E T ) GR A P H I C S C A L E 10 0 ' 20 0 ' 30 0 ' STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD- PROJECT: Baker Village STORM: 10 Year JOB #: 2023-330 COMPUTED BY: GMM DATE: SHEET NO.: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\[2023-330-ST.xlsm]RM COMPOSITE BASINS TRAVEL FROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs)(min) 4/30/25 STRUCTURE BASINS 147 146 147 0.40 5.24 2.10 33 3.09 6.47 2.10 33 3.09 6.47 0.17 143 142 143 0.60 0.46 0.28 15 4.55 1.26 0.28 15 4.55 1.26 0.23 142 123 142 0.55 0.47 0.26 15 4.55 1.18 0.53 15 4.55 2.43 0.27 140 139 140 0.60 0.64 0.38 15 4.55 1.75 0.38 15 4.55 1.75 0.23 139 126 139 0.60 0.58 0.35 15 4.55 1.58 0.73 15 4.55 3.33 0.09 137 136 137 0.60 1.30 0.78 17 4.34 3.38 0.78 17 4.34 3.38 0.18 136 126 136 0.45 0.13 0.06 8 5.58 0.33 0.84 17 4.34 3.64 0.11 132 129 132 0.30 1.04 0.31 19 4.13 1.29 0.31 19 4.13 1.29 0.58 131 130 131 0.60 0.33 0.20 14 4.68 0.93 0.20 14 4.68 0.93 0.18 130 129 130 0.60 0.11 0.07 6 5.94 0.39 0.26 15 4.55 1.20 0.14 129 128 129 0.00 0.00 0.00 0 6.12 0.00 0.58 20 4.02 2.32 0.79 128 127 128 0.60 0.55 0.33 16 4.44 1.47 0.91 20 4.02 3.64 0.11 127 126 127 0.55 0.38 0.21 15 4.55 0.95 1.12 20 4.02 4.48 0.78 126 125 126 0.00 0.00 0.00 0 6.12 0.00 2.69 21 3.94 10.59 1.02 125 124 125 0.60 0.40 0.24 15 4.55 1.09 2.93 22 3.87 11.31 0.11 124 123 124 0.60 0.50 0.30 15 4.55 1.37 3.23 22 3.87 12.47 0.75 123 122 123 0.00 0.00 0.00 0 6.12 0.00 3.76 23 3.79 14.25 0.31 122 121 122 0.00 0.00 0.00 0 6.12 0.00 3.76 23 3.79 14.25 0.78 121 120 121 0.25 0.41 0.10 14 4.68 0.48 3.86 24 3.71 14.34 0.82 119 118 119 0.30 0.43 0.13 10 5.22 0.67 0.13 10 5.22 0.67 0.14 117 116 117 0.50 0.17 0.09 9 5.40 0.46 0.09 9 5.40 0.46 0.14 116 110 116 0.50 0.16 0.08 9 5.40 0.43 0.17 9 5.40 0.89 0.14 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD- PROJECT: Baker Village STORM: 10 Year JOB #: 2023-330 COMPUTED BY: GMM DATE: SHEET NO.: W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\[2023-330-ST.xlsm]RM COMPOSITE BASINS TRAVEL FROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs)(min) 4/30/25 STRUCTURE BASINS 114 113 114 0.60 0.29 0.17 14 4.68 0.82 0.17 14 4.68 0.82 0.12 113 112 113 0.65 0.08 0.05 7 5.76 0.30 0.23 14 4.68 1.06 0.07 112 111 112 0.00 0.00 0.00 0 6.12 0.00 0.23 14 4.68 1.06 0.54 111 110 111 0.00 0.00 0.00 0 6.12 0.00 0.23 15 4.55 1.03 0.29 110 107 110 0.00 0.00 0.00 0 6.12 0.00 0.39 15 4.55 1.78 0.66 109 108 109 0.60 0.51 0.31 15 4.55 1.39 0.31 15 4.55 1.39 0.79 108 107 108 0.35 0.93 0.33 16 4.44 1.45 0.63 16 4.44 2.81 1.51 107 106 107 0.40 0.28 0.11 15 4.55 0.51 1.13 18 4.23 4.80 1.35 106 102 106 0.40 0.39 0.16 15 4.55 0.71 1.29 19 4.13 5.32 0.90 104 103 104 0.60 0.25 0.15 14 4.68 0.70 0.15 14 4.68 0.70 0.11 103 102 103 0.60 0.25 0.15 14 4.68 0.70 0.30 15 4.55 1.37 0.17 102 101 102 0.00 0.00 0.00 0 6.12 0.00 1.59 20 4.02 6.39 0.30 STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Baker Village STORM: 10 Year JOB #: 2023-330 COMPUTED BY: GMM DATE: SHEET NO.: W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PD DESIGN CAP. FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV. (cfs)(ft)(in)%(cfs)(ft/s)UP DOWN UP DOWN UP DOWN RIM ELEV. STRUCTURE COVER (ft) 5/7/25 n = 0.013 147 146 6.47 30 24 0.33 13.03 4.15 910.80 910.70 143 142 1.26 42 12 0.36 2.14 2.73 913.83 913.83 910.00 909.85 2.66 2.81 142 123 2.43 49 12 0.51 2.55 3.25 913.83 914.44 909.75 909.50 2.91 3.77 140 139 1.75 42 12 0.36 2.14 2.73 911.90 911.90 908.05 907.90 2.68 2.83 139 126 3.33 18 15 0.27 3.37 2.74 911.90 912.44 907.70 907.65 2.76 3.35 137 136 3.38 33 15 0.30 3.55 2.89 912.36 912.17 908.30 908.20 2.62 2.53 136 126 3.64 20 15 0.51 4.63 3.77 912.17 912.44 908.10 908.00 2.63 3.00 132 129 1.29 104 12 0.34 2.08 2.65 912.50 914.54 909.30 908.95 2.03 4.42 131 130 0.93 32 12 0.31 1.99 2.53 914.19 914.19 910.40 910.30 2.62 2.72 130 129 1.20 25 12 0.59 2.74 3.49 914.19 914.54 910.20 910.05 2.82 3.32 129 128 2.32 142 12 0.46 2.42 3.08 914.54 913.83 908.85 908.20 4.52 4.46 128 127 3.64 20 15 0.50 4.58 3.73 913.83 913.83 908.00 907.90 4.39 4.49 127 126 4.48 135 18 0.22 4.94 2.80 913.83 912.44 907.70 907.40 4.42 3.33 126 125 10.59 188 24 0.24 11.11 3.54 912.44 913.13 907.00 906.55 3.19 4.33 125 124 11.31 20 24 0.50 16.04 5.11 913.13 913.13 906.45 906.35 4.43 4.53 124 123 12.47 135 24 0.37 13.80 4.39 913.13 914.44 906.25 905.75 4.63 6.44 123 122 14.25 55 24 0.45 15.22 4.84 914.44 914.53 905.65 905.40 6.54 6.88 122 121 14.25 141 24 0.43 14.84 4.72 914.53 912.70 905.30 904.70 6.98 5.75 121 120 14.34 147 24 0.75 19.64 6.25 912.70 904.60 903.50 5.85 119 118 0.67 48 12 4.82 7.84 9.99 912.00 908.30 906.00 2.53 117 116 0.46 26 12 0.38 2.20 2.80 915.28 915.27 911.50 911.40 2.61 2.70 116 110 0.89 25 12 0.40 2.26 2.88 915.27 915.23 911.30 911.20 2.80 2.86 STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Baker Village STORM: 10 Year JOB #: 2023-330 COMPUTED BY: GMM DATE: SHEET NO.: W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PD DESIGN CAP. FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV. (cfs)(ft)(in)%(cfs)(ft/s)UP DOWN UP DOWN UP DOWN RIM ELEV. STRUCTURE COVER (ft) 5/7/25 n = 0.013 114 113 0.82 22 12 0.45 2.40 3.05 914.56 914.59 910.70 910.60 2.69 2.82 113 112 1.06 12 12 0.85 3.29 4.19 914.59 914.59 910.50 910.40 2.92 3.02 112 111 1.06 98 12 0.31 1.99 2.53 914.59 915.51 910.30 910.00 3.12 4.34 111 110 1.03 53 12 0.38 2.20 2.80 915.51 915.23 909.90 909.70 4.44 4.36 110 107 1.78 119 12 0.34 2.08 2.65 915.23 913.10 909.60 909.20 4.46 2.73 109 108 1.39 142 12 0.39 2.23 2.84 914.19 913.10 910.40 909.85 2.62 2.08 108 107 2.81 273 15 0.24 3.17 2.59 913.10 913.10 909.65 909.00 2.01 2.67 107 106 4.80 244 15 0.66 5.25 4.28 913.10 913.20 908.90 907.30 2.76 4.47 106 102 5.32 162 18 0.28 5.57 3.15 913.20 913.64 907.10 906.65 4.39 5.29 104 103 0.70 20 12 0.50 2.53 3.22 914.48 914.48 910.80 910.70 2.51 2.61 103 102 1.37 30 12 1.00 3.57 4.55 914.48 913.64 907.25 906.95 6.06 5.52 102 101 6.39 54 18 1.02 10.64 6.02 913.64 906.55 906.00 5.38 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.xlsm]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 4/30/25 103 60 1.00 0.24 14 75 0.66 P 1.65 1 14 104 60 1.00 0.24 14 75 0.66 P 1.65 1 14 106 60 1.00 0.24 14 105 1.00 U 1.61 1 15 107 60 1.00 0.24 14 110 1.00 U 1.61 1 15 108 60 1.00 0.24 14 190 1.00 U 1.61 2 16 109 60 1.00 0.24 14 155 0.73 P 1.74 1 15 113 20 1.00 0.24 6 95 0.70 P 1.70 1 7 114 60 1.00 0.24 14 50 0.70 P 1.70 0 14 116 30 1.00 0.24 8 80 0.60 P 1.57 1 9 117 30 1.00 0.24 8 80 0.60 P 1.57 1 9 119 35 1.00 0.24 9 150 1.00 U 1.61 2 10 121 60 1.00 0.24 14 14 124 60 1.00 0.24 14 160 0.61 P 1.59 2 15 125 60 1.00 0.24 14 160 0.61 P 1.59 2 15 127 60 1.00 0.24 14 160 0.68 P 1.68 2 15 128 60 1.00 0.24 14 230 0.68 P 1.68 2 16 130 20 1.00 0.24 6 80 0.99 P 2.02 1 6 131 60 1.00 0.24 14 80 0.99 P 2.02 1 14 132 70 1.00 0.24 16 330 1.00 U 1.61 3 19 136 30 1.00 0.24 8 85 1.41 P 2.41 1 8 137 60 1.00 0.24 14 310 0.60 P 1.57 3 17 139 60 1.00 0.24 14 150 0.99 P 2.02 1 15 140 60 1.00 0.24 14 150 0.99 P 2.02 1 15 142 60 1.00 0.24 14 110 0.60 P 1.57 1 15 143 60 1.00 0.24 14 100 0.94 P 1.97 1 15 147 100 2.00 0.17 12 1056 0.27 U 0.84 21 33 PROJECT: Baker Village DATE: 4/30/2025 JOB #: 2023-330 COMPUTED BY: GMM Area (ft^2) Perimeter (ft) Neenah R-4342 2.0 6.0 Neenah R-3405-A 1.3 8.0 Neenah R-3405-D4 3.5 10.0 Neenah R-3501-TR/TL 1.4 4.6 24" 3.1 6.3 12" 0.8 3.1 Cw = 3.3 Cw = Coefficient of weir flow Q weir = CwLH1.5 Cd = 0.6 Cd = Coefficient of orifice flow Q orifice = CdA(2gh)0.5 L = Weir length (ft) A = Open area (ft2)C w source:Neenah Foundary Co. H = Head (ft) Q Area Perimeter Hweir Horifice (ft3/sec) (ft 2)(lf) (ft) (ft) 103 R-3501-TR/TL 0.70 0.70 2.30 0.20 0.04 104 R-3501-TR/TL 0.70 0.70 2.30 0.20 0.04 106 R-4342 0.71 1.00 3.00 0.17 0.02 107 R-4342 0.51 1.00 3.00 0.14 0.01 108 R-4342 1.45 1.00 3.00 0.28 0.09 109 R-3501-TR/TL 1.39 0.70 2.30 0.32 0.17 113 R-3501-TR/TL 0.30 0.70 2.30 0.12 0.01 114 R-3501-TR/TL 0.82 0.70 2.30 0.23 0.06 119 R-4342 0.67 1.00 3.00 0.17 0.02 121 R-4342 0.48 1.00 3.00 0.13 0.01 124 R-3501-TR/TL 1.37 0.70 2.30 0.32 0.16 125 R-3501-TR/TL 1.09 0.70 2.30 0.27 0.10 127 R-3501-TR/TL 0.95 0.70 2.30 0.25 0.08 128 R-3501-TR/TL 1.47 0.70 2.30 0.33 0.19 132 R-4342 1.29 1.00 3.00 0.26 0.07 147 24" 6.47 3.14 6.28 0.46 0.18 Inlet Capacity - Proposed Basins - Comments Beehive Inlet Paved Area Inlet W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\[2023-330-ST.xlsm]IC Casting Type Inlet Paved Area Inlet Roll Curb Inlet 24" End Section 12" End Section * 50% clogged Casting Type Q = Flow =cfs Project: Baker Village N = (asphalt)Job #: 2023-330 Z = ft/ft Date: T = ft/ft BY: GMM S = Longtudinal Slope =ft/ft D = Depth =ft * Double Inlets Street Open Above Above Open Inlet Width, ft Total Left Right Left Right Comb.Lane Status Inlet Pvmt Inlet Comb.Lane Status 116 0.43 0.04 0.39 2.13 5.43 0.09 0.01 0.56 117 0.46 0.41 0.05 5.54 2.32 0.10 0.02 0.74 136 0.33 0.33 0.00 4.35 0.00 0.08 0.00 0.00 137 *3.38 2.03 1.35 10.08 7.37 0.28 0.20 9.70 139 1.58 0.16 1.43 3.69 8.05 0.22 0.14 6.70 140 1.75 1.40 0.35 7.99 4.95 0.27 0.19 9.00 142 1.18 0.24 0.94 4.42 7.02 0.18 0.10 4.79 143 1.26 0.63 0.63 6.04 6.35 0.19 0.11 5.18 33 14.43' 18.57' > 10' OK 9.70' 23.30' > 10' OK 42 13.37' 28.63' > 10' OK 9.97' 32.03' > 10' OK 15.03' > 10' OK 1.30' 24.70' -- Gutter Spread Ponding Depth > 10' OK 42 16.04' 25.96' > 10' OK 15.70' 26.30' > 10' OK 26 10.97' Transverse Slope =0.0208 -- Q, cfs Spread,ft Spread, ft Gutter Spread & Ponding Depth Calculations -- Roughness =0.0160 1/Transverse Slope =48.00 04/30/25 W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\2023-330-ST.xlsmGS 4/30/2025 2:48 PM PROJECT: Baker Village STORM: 10 Year JOB #: 2023-330 COMPUTED BY: GMM DATE: SHEET NO.: DESIGN HGL FROM TO Q L DIA.SLOPE RIM INVERT HGL type of Head transition Outfall Outfall Minor Major Total of Velocity HGL w/ (cfs)(ft)(in)%UP UP UP inlet Loss transition loss Type Loss Losses Losses Losses (ft/s)TW 0.8 * D losses n = 0.013 -HYDRAULIC GRADE LINE CALCULATIONS- STRUCTURE HGL Calculations STORM SEWER W:\Lennar\2023-330-S 146th and Towne\Design\Calcs\[2023-330-ST.xlsm]HGL 4/30/25 147 146 6.47 30 24 0.0814 910.80 912.40 -0.00 Straight 0.10 Pond 0.90 0.07 0.02 0.090 2.060 910.70 912.40 912.40 143 142 1.26 42 12 0.1236 913.83 910.00 910.80 Grate 0.25 90° Bend 0.50 O.C. w/ T.W.0.50 0.05 0.05 0.102 1.599 910.65 910.80 910.80 142 123 2.43 49 12 0.4634 913.83 909.75 910.55 Solid 0.00 90° Bend 0.50 O.C. w/ T.W.0.50 0.15 0.23 0.376 3.096 908.00 910.55 910.55 140 139 1.75 42 12 0.2392 911.90 908.05 909.29 Grate 0.25 45° Bend 0.30 O.C. w/ T.W.0.50 0.08 0.10 0.181 2.225 909.29 908.85 909.29 139 126 3.33 16 15 0.2644 911.90 907.70 909.11 Solid 0.00 90° Bend 0.50 O.C. w/ T.W.0.50 0.11 0.04 0.156 2.714 909.11 908.70 909.11 137 136 3.38 33 15 0.2729 912.36 908.30 909.34 Grate 0.25 Straight 0.10 O.C. w/ T.W.0.50 0.10 0.09 0.190 2.757 909.34 909.30 909.34 136 126 3.64 19 15 0.3154 912.17 908.10 909.15 Solid 0.00 90° Bend 0.50 O.C. w/ T.W.0.50 0.14 0.06 0.196 2.964 909.15 909.10 909.15 132 129 1.29 104 12 0.1299 912.50 909.30 910.33 Solid 0.00 90° Bend 0.50 O.C. w/ T.W.0.50 0.04 0.14 0.177 1.639 910.33 910.10 910.33 131 130 0.93 32 12 0.0674 914.19 910.40 911.20 Grate 0.25 45° Bend 0.30 O.C. w/ T.W.0.50 0.02 0.02 0.044 1.181 911.04 911.20 911.20 130 129 1.20 25 12 0.1131 914.19 910.20 911.00 Solid 0.00 45° Bend 0.30 O.C. w/ T.W.0.50 0.03 0.03 0.058 1.529 910.21 911.00 911.00 129 128 2.32 142 12 0.4201 914.54 908.85 910.15 Grate 0.25 Straight 0.10 O.C. w/ T.W.0.50 0.11 0.60 0.710 2.948 910.15 909.65 910.15 128 127 3.64 20 15 0.3162 913.83 908.00 909.44 Grate 0.25 Straight 0.10 O.C. w/ T.W.0.50 0.12 0.06 0.179 2.968 909.44 909.00 909.44 127 126 4.48 140 18 0.1811 913.83 907.70 909.27 Solid 0.00 Straight 0.10 O.C. w/ T.W.0.50 0.06 0.25 0.313 2.536 909.27 908.90 909.27 126 125 10.59 183 24 0.2179 912.44 907.00 908.95 Grate 0.25 Straight 0.10 O.C. w/ T.W.0.50 0.15 0.40 0.548 3.371 908.95 908.60 908.95 125 124 11.31 20 24 0.2486 913.13 906.45 908.40 Grate 0.25 Straight 0.10 O.C. w/ T.W.0.50 0.17 0.05 0.221 3.600 908.40 908.05 908.40 124 123 12.47 135 24 0.3022 913.13 906.25 908.18 Solid 0.00 Straight 0.10 O.C. w/ T.W.0.50 0.15 0.41 0.555 3.969 908.18 907.85 908.18 123 122 14.25 55 24 0.3945 914.44 905.65 907.63 Solid 0.00 45° Bend 0.30 O.C. w/ T.W.0.50 0.26 0.22 0.472 4.535 907.63 907.25 907.63 122 121 14.25 141 24 0.3945 914.53 905.30 907.16 Grate 0.25 90° Bend 0.50 O.C. w/ T.W.0.50 0.40 0.56 0.956 4.535 907.16 906.90 907.16 121 120 14.34 147 24 0.3995 912.70 904.60 906.20 -0.00 -0.00 Pond 0.90 0.29 0.59 0.879 4.564 904.80 906.20 906.20 119 118 0.67 48 12 0.0355 912.00 908.30 909.10 -0.00 -0.00 Pond 0.90 0.01 0.02 0.027 0.857 906.00 909.10 909.10 117 116 0.46 26 12 0.0165 915.28 911.50 912.30 Grate 0.25 Straight 0.10 O.C. w/ T.W.0.50 0.00 0.00 0.009 0.584 912.11 912.30 912.30 116 110 0.89 25 12 0.0622 915.27 911.30 912.10 Solid 0.00 90° Bend 0.50 O.C. w/ T.W.0.50 0.02 0.02 0.036 1.134 910.44 912.10 912.10 114 113 0.82 22 12 0.0520 914.56 910.70 911.50 Solid 0.00 Straight 0.10 O.C. w/ T.W.0.50 0.01 0.01 0.022 1.038 911.32 911.50 911.50 113 112 1.06 12 12 0.0878 914.59 910.50 911.30 Grate 0.25 45° Bend 0.30 O.C. w/ T.W.0.50 0.03 0.01 0.040 1.348 911.14 911.30 911.30 112 111 1.06 98 12 0.0878 914.59 910.30 911.10 Solid 0.00 90° Bend 0.50 O.C. w/ T.W.0.50 0.03 0.09 0.114 1.348 910.81 911.10 911.10 111 110 1.03 53 12 0.0829 915.51 909.90 910.70 Solid 0.00 Straight 0.10 O.C. w/ T.W.0.50 0.02 0.04 0.060 1.309 910.46 910.70 910.70 110 107 1.78 119 12 0.2480 915.23 909.60 910.40 Grate 0.25 90° Bend 0.50 O.C. w/ T.W.0.50 0.10 0.30 0.395 2.265 910.34 910.40 910.40 109 108 1.39 142 12 0.1519 914.19 910.40 911.20 Grate 0.25 90° Bend 0.50 O.C. w/ T.W.0.50 0.06 0.22 0.277 1.773 910.93 911.20 911.20 108 107 2.81 273 15 0.1877 913.10 909.65 910.65 Grate 0.25 Straight 0.10 O.C. w/ T.W.0.50 0.07 0.51 0.581 2.287 910.52 910.65 910.65 107 106 4.80 244 15 0.5494 913.10 908.90 909.94 Grate 0.25 90° Bend 0.50 O.C. w/ T.W.0.50 0.30 1.34 1.637 3.912 909.94 909.90 909.94 106 102 5.32 162 18 0.2556 913.20 907.10 908.30 Solid 0.00 90° Bend 0.50 O.C. w/ T.W.0.50 0.14 0.41 0.555 3.013 908.30 908.30 908.30 104 103 0.70 20 12 0.0387 914.48 910.80 911.60 Grate 0.25 90° Bend 0.50 O.C. w/ T.W.0.50 0.02 0.01 0.023 0.895 908.07 911.60 911.60 103 102 1.37 30 12 0.1460 914.48 907.25 908.05 Solid 0.00 Straight 0.10 O.C. w/ T.W.0.50 0.03 0.04 0.072 1.738 907.82 908.05 908.05 102 101 6.39 54 18 0.3685 913.64 906.55 907.75 -0.00 Straight 0.10 Pond 0.90 0.20 0.20 0.401 3.618 906.00 907.75 907.75 AMBLESIDE DRAINAGE REPORT APPENDIX G STORMWATER DRAINAGE REPORT AMBLESIDE DEVELOPER: Hoffman Developer, LLC 9757 Westpoint Drive, Suite 600 Indianapolis, IN 46256 PREPARED BY: HWC Engineering 135 N. Pennsylvania Avenue, Suite 2800 Indianapolis, IN 46204 HWC #2020-051 February 17, 2021 Revised: August 25, 2021 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Site Maps Appendix B Location Map USGS Topographic Map Floodplain Map Soils Map Wetlands Map Stormwater Detention Appendix C Existing Basins Map Proposed Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data Excerpts from BLN Drainage Report (December 2014) Pond Aeration Calculations Stormwater Detention (modified BLN model) Appendix C2 ICPR Network Builder ICPR Peak Conditions ICPR Input Data Stormwater Detention – Phase 1 Appendix D Existing Basins Map Proposed Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data Water Quality Appendix E WQv - CNwq Calculations TSS Removal Rate Calculations Storm Sewers Appendix F Storm Inlet Basins Map Rational Method Pipe Design Time of Concentration Inlet Capacity Gutter Spread Hydraulic Grade Line EXCERPTS FROM AMBLESIDE DRAINAGE REPORT STORMWATER DRAINAGE SUMMARY Project: Ambleside Location: Carmel, IN Introduction Hoffman Developer is proposing the construction of a residential subdivision, a mix of single family homes and townhomes, with 256 lots. The project is located on the south side of old 146th Street, ~1600 feet east of Towne Road in Carmel, IN. There will be an entrance along old 146th Street and connections to existing Saddle Creek in the southwest and southeast corners of the site. Existing Conditions Most of the eastern portion, as well as a small area in the southwest corner, of the site is agricultural land. Running north to south through the middle of the site is a regulated drain (O.F. Henley arm of the William Creek Drain); this drain has a pond at its north end. There is a wooded area along the western boundary and a rural residential lot at the north-central part of the site. All runoff drains to the regulated drain which flows south to a detention pond in the Saddle Creek residential development. A large amount of offsite runoff from the north flow underneath old 146th Street through multiple culverts. A small amount of offsite runoff flows to the northeast corner of the site. Adjoining Land Conditions North: Old 146th Street South: Residential (Saddle Creek) East: Residential (Autumn Woods, Saddle Creek) West: Residential (Saddle Creek), Agricultural 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 60/40 for the site. Proposed curve number calculations will be based on the next less infiltrating category, i.e. 60/40 C/D. EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Stormwater Detention (Onsite) The detention for the overall site will be provided by three wet detention ponds located along the path of the regulated drain. Stormwater runoff will discharge to an existing wet detention pond in the Saddle Creek residential subdivision. 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 existing basin (EX, 78.03 acres) that drains to the south. Included in the existing basins is the right-of-way for old 146th Street (basin DA-24 in the BLN model). This area, totaling 17.06 acres, will be considered onsite basins in the ICPR model and in calculating the allowable discharge rates. It is assumed the existing onsite wet detention pond (PR-DET2 in the BLN model) was designed to detain these 146th Street basins. The drainage reports for this project are unclear as to whether or not this is the case but it seems the most likely scenario. So, this existing onsite pond will be replaced by three new detention ponds. Allowable Discharge Rate Calculations Basin Area (acres) Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.30 cfs/ac) EX 78.01 7.80 cfs 23.41 cfs Two of the three ponds will have an outlet control structure with a small orifice to control stormwater discharge. There are some areas, a total of 1.11 acres (basin DIR-E) of mostly backyards, near the southeast portion of the site that cannot feasibly be drained to the detention ponds. The direct discharge from this basin is included in the peak discharge rates. An ICPR model was created to analyze the peak conditions during major storm events. The results are. Peak Proposed Release Rates (onsite basins only) Storm Event Allowable Runoff Rate Proposed Release Rate 10 yr, 24 hr 7.80 cfs 3.64 cfs 100 yr, 24 hr 23.41 cfs 13.20 cfs The proposed discharge rates do not come close to exceeding the allowable release rates, even with some direct runoff, so more than enough detention capacity has been provided. These discharge rates are based on onsite runoff only. EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Offsite Runoff The legal drain discharges runoff (which does not include basin DA-24 because it is considered onsite) underneath old 146th Street through the site to the south. Each proposed wet detention pond will have to convey this runoff therefore they will need large outlet pipes. Because of the large amount of offsite runoff the goal for the detention ponds will be to keep the peak water surface elevation from overtopping the banks. When modeled in ICPR the ponds achieve this goal. Along with large outfall pipes each pond will have a relatively large emergency spillway. The information in the ICPR model for the offsite runoff from north of old 146th Street came from a drainage report by Beam, Longest & Neff, LLC in December, 2014. This report is titled “West 146th Street Added Travel Lanes” and relevant portions of it are included in this report. It has been updated to reflect changes to these areas. See Appendix C for more information. Offsite basin DA-05 The BLN model included the offsite basin DA-05. Previously, all of the land in this basin was undeveloped. Since then much of this basin has been developed. The breakdown of this basin is as follows: Claiborne/Kimblewick (21.12 acres) – A residential development located at the northwest corner of Towne Road and 151st Street. This portion now drains north through detention ponds. Westchester (27.28 acres) – A residential development located at the northeast corner of Towne Road and 151st Sreet. Some of this area drains north while some drains south through the Liberty Ridge development. Liberty Ridge (27.91 acres) – A residential development located south of 151st Street. The ICPR model will use the peak stages in POND 1 when offsite basins are included. These offsite basins include discharge from Westchester. Central Christian Church (16.64 acres) – No drainage report is available. So, the assumption is that the whole site (20.01 acres) will perfectly meet the 0.1/0.3 cfs criteria. The ICPR model will include boundary flows of 6.00 cfs during the 100-year storm event. No offsite boundary flows are needed for 10-year storm event. DA-05 AUX (12.85 acres) – We assume this basin flows through the Central Christian Church site undetained. DA-05 (38.66 acres) – Same basin conditions as before although, due to updated topo, an additional 2.32 acres has been added. EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Runoff to Saddle Creek The portion of the BLN model that included the Ambleside site plus upstream basins will be updated. This model had two box culverts discharging from PR-DET2 however only one was installed. When updated the model will show the peak runoff rates to the north central pond in Saddle Creek (LAKE4 in the BLN model) before Ambleside’s development. When compared to the proposed runoff rate the results will show that Ambleside’s development will not increase the peak runoff rates to Saddle Creek. See Appendix C2 for more information. Pond Aeration In order to fully aerate the proposed wet detention ponds fountains/aerators must have a minimum capacity (gallons per minute) based on each pond’s volume below normal pool. It is assumed that if a pond has multiple fountains each fountain will be responsible for aerating a proportionate amount of the pond’s volume. See the calculations, provided by the manufacturer Aqua Master, in this section. Stormwater Detention (Phase 1) Ambleside will be built in two phases. Phase 1 will include the eastern portion of the site along with partially built Lake 1 and Lake 2. Any development that will affect the Legal Drain will occur with the overall development. Therefore, any offsite basins from the north will not be included in this analysis. The purpose of this analysis is to make sure Phase 1 meets the release rate criteria and to make sure the detention ponds do not stage too high. The existing basin for Phase 1 is 29.59 so the allowable release rates are 2.96 cfs and 8.88 cfs during the 10-year and 100-year storm events, respectively. An ICPR model was created to analyze the peak conditions during major storm events. The results are. Peak Proposed Release Rates (Phase 1) Storm Event Allowable Runoff Rate Proposed Release Rate 10 yr, 24 hr 2.96 cfs 2.82 cfs 100 yr, 24 hr 8.88 cfs 6.52 cfs The proposed discharge rates do not exceed the allowable release rates, even with some direct runoff, so enough detention capacity has been provided. These discharge rates are based on onsite runoff only. See Appendix D for more information. EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Water Quality Water quality treatment for the proposed site will be provided by three wet detention ponds which will act as BMP’s. Most of the site will flow through two or three wet detention ponds. Overall, the site meets the TSS removal requirements as the ponds have more than enough capacity to treat onsite runoff. See Appendix E for more information. Storm Sewers The design of the proposed storm sewers (10-year event) is in compliance with the City of Carmel Stormwater Technical Standards Manual with regards to “c” values, rainfall intensities, pipe slopes, etc. Inlet capacities are sufficient to keep ponding depth to reasonable depths. Gutter spreads were checked for the pairs of inlets throughout the site in order to maintain a 10’ open lane. See Appendix F for more information. EXCERPTS FROM AMBLESIDE DRAINAGE REPORT SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME:CONTACT (A/C, No):FAX E-MAILADDRESS: PRODUCER (A/C, No, Ext):PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS below If yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT EROTH-STATUTEPER LIMITS(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)POLICY EFFPOLICY NUMBERTYPE OF INSURANCELTRINSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO-JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY 1/4/2021 Arthur J.Gallagher Risk Management Services,Inc. 650 E.Carmel Drive,Suite 400 Carmel IN 46032 Lenzi Fields 317-810-4375 Lenzi_Fields@ajg.com Lexington Insurance Company 19437 Cincinnati Insurance Company 10677HannumWagle&Cline Engineering HWC Engineering,Inc. 135 North Pennsylvania St.,Suite 2800 Indianapolis IN 46204 1033101492 B X 1,000,000 X 300,000 10,000 1,000,000 2,000,000 X X Y Y ECP0599557 12/31/2020 12/31/2021 2,000,000 Emp Ben.1,000,000 B 1,000,000 X X X Y Y ECP0599557 12/31/2020 12/31/2021 B X X 8,000,000ECP059955712/31/2020 12/31/2021 8,000,000 X 0 B X N Y EWC0599558 12/31/2020 12/31/2021 1,000,000 1,000,000 1,000,000 A Professional Liability 031711018 12/31/2020 12/31/2021 Each Claim Aggregate Deductible $2,000,000 $2,000,000 $50,000 Additional Insured is included on the General Liability policy under AA288 Blanket Primary Non-Contributory form on the General Liability policy when required by written contract per form GCP203. Additional Insured –By Contract,Agreement,or Permit on the Auto Liability policy per AA288 Blanket Waiver of Subrogation on the Work Comp policy when required by written contract. Umbrella policy is follow form. Professional Liability does not contain an exclusion for subsidence See Attached... Summary of Coverages EXCERPTS FROM AMBLESIDE DRAINAGE REPORT SITE MAPS APPENDIX B EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 0 1,000 2,000 3,000Graphic Scale (Feet) 1 inch = 2,000 feet Sources: Esri, HERE, DeLorme, USGS, Intermap, INCREMENT P,NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri(Thailand), MapmyIndia, NGCC, © OpenStreetMap contributors, and theGIS User Community Ê AmblesideAerial Location MapCarmel, IndianaFebruary 2021 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet Copyright:© 2013 National Geographic Society, i-cubed Ê AmblesideUSGS Topographic Map Carmel, IndianaFebruary 2021 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet W 151ST ST W 146TH ST T O W N E R D W 141ST ST W 136TH ST D I T C H R D ESPRIT DR ALTAIR RUN C A R L O W R U N M U R P H Y C I R PINTO DR P O L L A R D D R BA L D W I N L N NORDLAND DR D A N U B E D R CASPIAN DR GOTLAND DR R O Y A L S A D D L E D R TR I P L E C R O W N D R WATERLEAF DR JUTLAND DR BE A U M E N T B L V D Q U A R T E R H O R S E C T D I T C H R D T O W N E R D W 141ST ST D I T C H R D Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity Ê AmblesideFloodplain Map Carmel, IndianaFebruary 2021 1% Annual Chance Flood Hazard Regulatory Floodway Special Floodway Area of Undetermined Flood Hazard 0.2% Annual Chance Flood Hazard Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Risk Due to Levee EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Br CrA CrA CrA CrACrA CrACrA CrA CrA CrA CrA CrA CrA CrA Carmel Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity 0 200 400 600Graphic Scale (Feet) 1 inch = 400 feet Ê $PEOHVLGHSoils Map and Legend Carmel, Indiana February 2020 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Corporate Limits Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Symbol Name Br Brookston silty clay loam, 0 to 2 percent slopesCrA Crosby silt loam, fine-loamy subsoil, 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 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet W 151ST ST W 146TH ST T O W N E R D W 141ST ST W 136TH ST D I T C H R D ESPRIT DR ALTAIR RUN C A R L O W R U N M U R P H Y C I R PINTO DR P O L L A R D D R BA L D W I N L N NORDLAND DR D A N U B E D R CASPIAN DR GOTLAND DR R O Y A L S A D D L E D R TR I P L E C R O W N D R WATERLEAF DR JUTLAND DR BE A U M E N T B L V D Q U A R T E R H O R S E C T D I T C H R D T O W N E R D W 141ST ST D I T C H R D Source: US Fish and Wildlife Service, Esri, Source: Esri, DigitalGlobe,GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS,AeroGRID, IGN, and the GIS User Community Ê AmblesideWetlands Area Map Carmel, IndianaFebruary 2021 Marine Estuarine Palustrine Riverine Lacustrine EXCERPTS FROM AMBLESIDE DRAINAGE REPORT STORMWATER DETENTION APPENDIX C EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 EX 78.03 AC CARMEL, IN8/25/2021 EXISTNG BASINS AMBLESIDE 0' (IN FEET) GRAPHIC SCALE 300'600'900' EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 EX 78.03 AC 0' (IN FEET) GRAPHIC SCALE 400'800'1200' CARMEL, IN8/25/2021 EXISTNG BASINS AMBLESIDE BASIN DA-24 INCLUDED IN EXISTING ONSITE BASIN DUE TO EXISTING ONSITE DETENTION POND BEING ELIMINATED EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 DIR-E 1.11 AC CN=89.4 CN=78.0 DA-24 17.06 AC CN=81.0 LAKE 3 10.71 AC CN=89.1 LAKE 2 27.08 AC CN=88.2 LAKE 1 6.53 AC CN=88.6 OFF-NE 2.47 AC CN=72.9 165 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 CARMEL, IN8/25/2021 PROPOSED BASINS AMBLESIDE 0' (IN FEET) GRAPHIC SCALE 300'600'900' EXCERPTS FROM AMBLESIDE DRAINAGE REPORT ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))) )))))))))) )) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) )) ) ))))))))))))))))) )))))))))) ))) ))) )) DA-05 AUX 12.85 AC CLAIBORNE/KIMBLEWICK 21.12 AC WESTCHESTER 27.28 AC C.C.CHURCH 16.64 AC LIBERTY RIDGE 27.91 AC DA-05 38.66 AC DA-05 (ADDED BY HWC) 2.32 AC 0' (IN FEET) GRAPHIC SCALE 800'1600'2400' CARMEL, IN6/18/2021 DA-05 EXHIBIT AMBLESIDEEXCERPTS FROM AMBLESIDE DRAINAGE REPORT ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))))))) )))))))) )))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))) )) ) ) )))))) ))))))))))))))))))))))))))) ))))))))))))))))) ))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ))))))))))) )) )))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) ) )) )))))))) )))))))))))))))))))))) )) )) ) )))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))) DA-07 18.58 AC CN=78.0 DA-06 4.81 AC CN=78.0 DA-05 40.98 AC CN=78.0 DA-05-AUX 12.86 AC CN=78.0 DIR-E 1.05 AC CN=89.4 LAKE 3 10.71 AC CN=89.1 LAKE 2 27.08 AC CN=88.2 LAKE 1 6.53 AC CN=88.6 OFF-NE 2.47 AC CN=72.9 165 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 CENTRAL CHRISTIAN CHURCH SITE 20.01 AC 10-YR ASSUMED RELEASE = 2.00 CFS (0.10 CFS/ACRE) 100-YR ASSUMED RELEASE = 6.00 CFS (0.30 CFS/ACRE) CARMEL, IN7/8/2021 OFFSITE BASINS AMBLESIDE 0' (IN FEET) GRAPHIC SCALE 800'1600'2400' EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Ambleside 2020-051 8/4/2021 BY: GMM *1 - Peak Stage, onsite basins only, 100-year storm *2 - Elevation of secondary orifice/emergency spillway LAKE 1: PR-DET2 Storage Volume Replacement Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) *1 --> 904.78 2.444 *2 --> 905.00 2.481 0.54 0.54 Surplus Storage Volume (ac-ft) --> 0.54 Surplus Storage Volume (cu ft) --> 23599 LAKE 2: PR-DET2 Storage Volume Replacement Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) *1 --> 904.88 2.340 *2 --> 907.40 2.757 6.42 6.42 Surplus Storage Volume (ac-ft) --> 6.42 Surplus Storage Volume (cu ft) --> 279752 LAKE 3: PR-DET2 Storage Volume Replacement Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) *1 --> 905.81 2.964 *2 --> 909.10 3.507 10.64 10.64 Surplus Storage Volume (ac-ft) --> 10.64 Surplus Storage Volume (cu ft) --> 463687 Total Surplus Storage Volume (ac-ft) --> 17.61 Total Surplus Storage Volume (cu ft) -->767038 Target Storage Volume (cu ft) --> 304931 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 010YR-24HR DIR-E ONSITE 12.17 2.48 2.398 9664 100YR-24HR DIR-E ONSITE 12.11 4.89 4.852 19552 010YR-24HR LAKE 1 ONSITE 12.09 19.03 2.623 62172 100YR-24HR LAKE 1 ONSITE 12.05 36.03 5.130 121592 010YR-24HR LAKE 2 ONSITE 12.25 49.77 2.588 254449 100YR-24HR LAKE 2 ONSITE 12.25 95.93 5.090 500313 010YR-24HR LAKE 3 ONSITE 12.07 33.61 2.670 103788 100YR-24HR LAKE 3 ONSITE 12.07 62.85 5.186 201627 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. AMBLESIDE - HWC #2020-051 - 8/4/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED 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 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 U:DIR-E W:WEIR 3 P:P 111 W:WEIR 1 D:D 1 D:L-RIDGE OUT 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 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 ========================================================================================== ==== 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 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 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 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 17.06 Time Shift(hrs): 0.00 Curve Number: 81.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIR-E Node: BNDRY Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 25.00 Area(ac): 1.11 Time Shift(hrs): 0.00 Curve Number: 86.1 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ---------------------------------------------------------------------------------------------------- Name: LAKE 1 Node: LAKE 1 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 17.00 Area(ac): 6.53 Time Shift(hrs): 0.00 Curve Number: 88.6 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 2 Node: LAKE 2 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 39.00 Area(ac): 27.08 Time Shift(hrs): 0.00 Curve Number: 88.2 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 3 Node: LAKE 3 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 15.00 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Warn Stage(ft): 905.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 900.00 100.00 900.00 ------------------------------------------------------------------------------------------ Name: L-RIDGE POND 1 Base Flow(cfs): 0.00 Init Stage(ft): 909.40 Group: OFFSITE Warn Stage(ft): 915.00 Type: Time/Stage Liberty Ridge Subdivision Pond #1 Time(hrs) Stage(ft) --------------- --------------- 0.00 909.40 99.00 909.40 ------------------------------------------------------------------------------------------ Name: LAKE 1 Base Flow(cfs): 0.00 Init Stage(ft): 900.20 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.20 1.77 901.00 1.88 902.00 2.02 903.00 2.17 904.00 2.31 905.00 2.46 906.00 2.61 ------------------------------------------------------------------------------------------ Name: LAKE 2 Base Flow(cfs): 0.00 Init Stage(ft): 900.70 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.70 1.80 901.00 1.83 902.00 1.96 903.00 2.09 904.00 2.22 905.00 2.36 906.00 2.50 907.00 2.70 ------------------------------------------------------------------------------------------ Name: LAKE 3 Base Flow(cfs): 0.00 Init Stage(ft): 903.50 Group: ONSITE Warn Stage(ft): 911.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.50 2.59 904.00 2.67 905.00 2.83 906.00 2.99 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 907.00 3.15 908.00 3.33 909.00 3.51 ------------------------------------------------------------------------------------------ Name: PR-DET1 Base Flow(cfs): 0.00 Init Stage(ft): 904.65 Group: ONSITE Warn Stage(ft): 910.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.65 0.00 906.00 0.36 907.00 0.80 908.00 1.60 909.00 2.10 ------------------------------------------------------------------------------------------ Name: STR 109 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 110 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 162 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 163 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 164 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 165 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 166 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: P 109 From Node: STR 109 Length(ft): 173.00 Group: ONSITE To Node: LAKE 1 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.47 900.20 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 110 From Node: STR 110 Length(ft): 40.00 Group: ONSITE To Node: STR 109 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.58 900.52 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 111 From Node: LAKE 2 Length(ft): 37.00 Group: ONSITE To Node: STR 110 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.70 900.63 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.0 0.0 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 162 From Node: STR 162 Length(ft): 174.00 Group: ONSITE To Node: LAKE 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.16 900.70 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 163 From Node: STR 163 Length(ft): 182.00 Group: ONSITE To Node: STR 162 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.61 901.21 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 164 From Node: STR 164 Length(ft): 134.00 Group: ONSITE To Node: STR 163 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.93 901.66 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 165 From Node: STR 165 Length(ft): 34.00 Group: ONSITE To Node: STR 164 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 902.05 901.98 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 166 From Node: STR 166 Length(ft): 151.00 Group: ONSITE To Node: STR 165 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 903.00 902.70 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: PR-CUL-222+08 From Node: PR-DET1 Length(ft): 182.00 Group: ONSITE To Node: LAKE 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): 98.00 98.00 Entrance Loss Coef: 0.50 Rise(in): 63.00 63.00 Exit Loss Coef: 0.00 Invert(ft): 904.65 904.29 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 ==== Drop Structures ===================================================================== ========================================================================================== Name: D 1 From Node: LAKE 1 Length(ft): 79.00 Group: ONSITE To Node: BNDRY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 27.00 27.00 Flow: Both Rise(in): 27.00 27.00 Entrance Loss Coef: 0.50 Invert(ft): 900.20 900.00 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 900.20 Rise(in): 6.00 Control Elev(ft): 900.20 *** Weir 2 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 18.00 Invert(ft): 902.20 Rise(in): 18.00 Control Elev(ft): 902.20 *** Weir 3 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 906.80 Rise(in): 24.00 Control Elev(ft): 906.80 ---------------------------------------------------------------------------------------------------- Name: D 3 From Node: LAKE 3 Length(ft): 150.00 Group: ONSITE To Node: STR 166 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 48.00 48.00 Flow: Both Rise(in): 48.00 48.00 Entrance Loss Coef: 0.50 Invert(ft): 903.50 903.05 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 *** Weir 1 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 903.50 Rise(in): 6.00 Control Elev(ft): 903.50 *** Weir 2 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 48.00 Invert(ft): 904.50 Rise(in): 36.00 Control Elev(ft): 904.50 *** Weir 3 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 909.70 Rise(in): 24.00 Control Elev(ft): 909.70 ---------------------------------------------------------------------------------------------------- Name: L-RIDGE OUT From Node: L-RIDGE POND 1 Length(ft): 409.00 Group: OFFSITE To Node: PR-DET1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.50 Invert(ft): 909.40 908.00 Exit Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Liberty Ridge Pond #1 Outfall Structure *** Weir 1 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 25.50 Invert(ft): 909.40 Rise(in): 6.00 Control Elev(ft): 909.40 *** Weir 2 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 26.00 Invert(ft): 911.79 Rise(in): 10.00 Control Elev(ft): 911.79 *** Weir 3 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 48.00 Invert(ft): 913.00 Rise(in): 48.00 Control Elev(ft): 913.00 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: WEIR 1 From Node: LAKE 1 Group: ONSITE To Node: BNDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 52.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 905.000 Control Elevation(ft): 905.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR 3 From Node: LAKE 3 Group: ONSITE To Node: LAKE 1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 31.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 Invert(ft): 909.100 Control Elevation(ft): 909.100 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 010YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\100YR-24HR-OFF.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 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 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Hydrology Sim: 100YR-24HR-OFF Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\100YR-24HR-OFF.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: 100YR-24HR Boundary Flows: 100YR-24HR Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- OFFSITE Yes ONSITE Yes ========================================================================================== ==== Boundary Conditions ================================================================= ========================================================================================== Name: 010YR-24HR Node: BNDRY Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 900.000 12.500 903.310 24.000 900.000 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Node: PR-DET1 Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 14.000 6.000 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Node: L-RIDGE POND 1 Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 909.400 10.000 910.500 14.000 913.560 24.000 910.500 48.000 909.400 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 13 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Time of Concentration Worksheet PROJECT: Ambleside Based on TR-55 JOB #: 2020-051 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:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-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 7/16/21 OFF-NE 80 1.00 0.24 17 160 1.00 U 1.61 2 1420 3.00 8 27 DIR-E 85 1.00 0.24 18 480 1.00 U 1.61 5 256 3.00 1 25 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Ambleside HWC # 2020-051 Date: 8/25/2021 Proposed Drainage Basins Curve Numbers: BC 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 Basin W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\2020-051-ST.xlsx 8/25/2021 9:18 AM EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Exhibit “B” Page 1 of 1 Exhibit “B” (Concept Plan) EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Time of Concentration Worksheet PROJECT: Ambleside Based on TR-55 JOB #: 2020-051 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:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-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 2/17/21 OFF-NE 80 1.00 0.24 17 160 1.00 U 1.61 2 1420 3.00 8 27 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Project: Ambleside HWC Job #: 2020-051 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]EOF Weir Location Depth, d (ft) Bottom Width, b (ft) n Slope, S (ft/ft) Side Slope, y (H:V) Area, A (ft2) Wetted Perimeter, Pw (ft) Hydraulic Radius, R (ft) Velocity, V (ft/s) Weir Capacity, Q (cfs) 1.25*Max Inflow (cfs) Capacity Check LAKE 1 0.46 52 0.030 0.020 3 24.55 54.91 0.45 4.11 100.86 98.21 OK LAKE 2 0.46 118 0.030 0.020 3 54.91 120.91 0.45 4.15 227.91 221.85 OK LAKE 3 1.07 30 0.030 0.020 4 36.68 38.82 0.94 6.76 248.06 245.15 OK LAKE 1 - PH1 0.27 52 0.030 0.020 3 14.26 53.71 0.27 2.90 41.37 40.89 OK Lake Overflow Weir Calculations 8/4/2021 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT DESIGN CALCULATIONS O.F. HENLEY DRAIN PLANS Hamilton County Surveyor’s Office EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Designed: AF 12/10/14 Checked: JJ 12/10/14 Detention Design Report - Amended West 146th Street Added Travel Lanes From 1,000’ west of Towne Road to 1,000’ west of Ditch Road Des. No. : 0810287 Hamilton County, Indiana Beam Longest & Neff, L.L.C. Consulting Engineers 8126 Castleton Road Indianapolis, Indiana 46250 December 10, 2014 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Designed: AF 12/10/14 Checked: JJ 12/10/14 West 146th Street Added Travel Lanes Des. No. : 0810287 Hamilton County, Indiana Detention Design Report-Amendment Summary This summary is an amendment to the original Detention Design Report prepared in December 2010, which is herein incorporated by reference. Due to the division of work between the OF Henley drain improvements on the south side of 146th Street and the 146th Project itself, some modifications to the design were requested by the County Surveyor’s Office. Those modifications were added to the detention system model to verify no adverse impacts to the system were anticipated. Of specific note, was the addition of several field crossings downstream of the proposed wet detention basin south of 146th Street near Station 222+00. The channel crossings are proposed to be made with the use of 5’x2’ box culverts with fill on each side. The proposed wet detention basin, PR- DET2 in the model, uses an 8’x3’ box culvert to control flows into the channel downstream. The first proposed ditch crossing was added to the model to confirm there were little to no effects on the proposed detention basin, channel or downstream subdivision known as Saddle Creek. Although there are several proposed ditch crossings between the discharge of the wet detention basin and the Saddle Creek Lake 4, the first downstream of the detention basin was added to the model to verify the effects on the proposed detention basin. The first crossing, labeled as FieldXing1, in the model was added as a 5’x2’ box culvert, 12 feet in length with an upstream end at station 21+69 and downstream end at 21+57 “PR-OFH”. In addition to the culvert link being added, a weir link was added to model the field crossing itself in events where the 5’x2’ box was inundated. The irregular cross section was developed from the proposed plans and Typical Cross Section Ditch Crossing detail. The modified ICPR model shows that the 2 year and 10 year proposed wet detention basin elevations were increased as shown in the tables below. EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Designed: AF 12/10/14 Checked: JJ 12/10/14 Appendix F ICPR Modeling EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Designed: AF 12/10/14 Checked: JJ 12/10/14 Model Results Comparison Below are two charts summarizing the peak stage elevation in each of the existing Saddle Creek detention basins as a result of the modeled improvements compared to the original design report. Table 1 – Detention Basin Stage Comparison Saddle Creek Model Rainfall Depths Detention Basin 2 yr Rainfall depth=2.93” 10 yr Rainfall depth=4.15” 100 yr Rainfall Depth=5.75” Existing Proposed Existing Proposed Existing Proposed Lake 1 908.79 908.34 909.47 908.91 910.06 909.50 DryBas2 906.87 906.96 907.68 907.28 908.48 908.30 Lake 3 906.55 906.21 907.73 907.12 908.81 908.03 Lake 4 901.90 902.25 903.40 903.75 906.79 905.95 Lake 5 901.80 901.97 903.07 903.08 905.32 904.60 Pr-Det1 -- 906.73 -- 907.66 -- 908.77 Pr-Det2 -- 904.99 -- 905.69 -- 906.40 Table 2 – Detention Basin Stage Comparison Hamilton Co. Rainfall Depths Detention Basin 2 yr Rainfall depth=2.66” 10 yr Rainfall depth=3.83” 100 yr Rainfall Depth=6.46” Existing* Proposed Existing* Proposed Existing* Proposed Lake 1 908.79 908.20 909.47 908.77 910.06 909.72 DryBas2 906.87 906.88 907.68 907.20 908.48 908.30 Lake 3 906.55 906.01 907.73 906.90 908.81 908.29 Lake 4 901.90 902.03 903.40 903.31 906.79 906.70 Lake 5 901.80 901.82 903.07 902.70 905.32 904.84 Pr-Det1 -- 906.51 -- 907.43 -- 909.25 Pr-Det2 -- 904.65 -- 905.58 -- 907.06 *Note: Existing stages are from the original Saddle Creek rainfall depths. Based on the slight differences between the original model results and the above, there are no adverse impacts anticipated with the proposed modifications and the addition of the ditch crossings. EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 51.40 Area(ac): 45.410 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA03 Node: 70+21PR-FRN2-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 129.30 Area(ac): 45.940 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA04 Node: 21+41S-3-A-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.40 Area(ac): 2.500 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA05 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 115.80 Area(ac): 144.570 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA06 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.80 Area(ac): 4.810 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA07 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 24.30 Area(ac): 18.830 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 30 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP ---------------------------------------------------------------------------------------------------- Name: DA19 Node: 18+60S-3-A-US Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 12.40 Area(ac): 2.420 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA20 Node: 70+21PR-FRN2-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 1.730 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA21 Node: 21+41S-3-A-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 1.610 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA22 Node: 21+41S-3-A-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.60 Area(ac): 5.260 Time Shift(hrs): 0.00 Curve Number: 83.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA23 Node: 181+60PR-2-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 9.10 Area(ac): 2.300 Time Shift(hrs): 0.00 Curve Number: 88.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA24 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 30 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP Rainfall Amount(in): 0.000 Time of Conc(min): 8.70 Area(ac): 7.730 Time Shift(hrs): 0.00 Curve Number: 81.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DRYBAS2 Node: DryBas2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 18.70 Area(ac): 3.680 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Lake1 Node: LAKE1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 11.60 Area(ac): 4.710 Time Shift(hrs): 0.00 Curve Number: 85.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE3 Node: LAKE3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.80 Area(ac): 12.300 Time Shift(hrs): 0.00 Curve Number: 85.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Lake4E Node: LAKE4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.80 Area(ac): 11.750 Time Shift(hrs): 0.00 Curve Number: 79.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Lake4W Node: LAKE4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.80 Area(ac): 5.200 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 30 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP 0.00 896.000 12.50 899.000 30.00 896.000 ------------------------------------------------------------------------------------------ Name: PR-CUL-DWN Base Flow(cfs): 0.000 Init Stage(ft): 904.290 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.290 0.0010 908.000 0.0010 ------------------------------------------------------------------------------------------ Name: PR-DET1 Base Flow(cfs): 0.000 Init Stage(ft): 904.650 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.650 0.0000 906.000 0.3600 907.000 0.8000 908.000 1.6000 909.000 2.1000 ------------------------------------------------------------------------------------------ Name: PR-DET2 Base Flow(cfs): 0.000 Init Stage(ft): 903.000 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.000 1.4500 904.000 1.5800 905.000 1.7200 906.000 1.8500 907.000 1.9900 908.000 2.1300 ------------------------------------------------------------------------------------------ Name: SEC9 Base Flow(cfs): 0.000 Init Stage(ft): 898.320 Group: BASE Warn Stage(ft): 901.320 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 898.320 12.50 901.320 30.00 898.320 ------------------------------------------------------------------------------------------ Name: SEC9-L7 Base Flow(cfs): 0.000 Init Stage(ft): 900.000 Group: BASE Warn Stage(ft): 902.450 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 900.000 10.90 902.450 30.00 900.000 INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 30 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: L5-SECT9 From Node: LAKE5 Length(ft): 675.00 Group: BASE To Node: SEC9 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.50 Rise(in): 12.00 12.00 Exit Loss Coef: 0.00 Invert(ft): 900.000 898.320 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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: BASE To Node: PR-CUL-DWN 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): 904.650 904.290 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 ========================================================================================== ==== Channels ============================================================================ ========================================================================================== Name: 18+60 TO DITCH From Node: 18+60S-3-A-DS Length(ft): 56.00 Group: BASE To Node: ExDitch Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 909.450 909.170 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: 0.030000 0.030000 Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 0.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 21 of 30 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Begin Reach A1 Begin Reach 1-1 End Reach A1 End Reach 1-1 Begin Reach D1 Begin Reach D2 End Reach D1 Begin Reach E1 Begin Reach 4-1 End Reach E1 End Reach 4-1 Begin Reach 9-1 Begin Reach 9-2 End Reach 9-1 Begin Reach 8-1 Begin Reach 2-1 Begin Reach 2-2 End Reach 2-1 Begin Reach 2-3 End Reach 2-2 Begin Reach 2-4 End Reach 2-3 Begin Reach 2-5 End Reach 2-4 End Reach 2-5 Begin Reach B1 End Reach 3-1 Begin Reach 3-1 End Reach B1 B: 10-1 B: 10-2 E: 10-2 End Reach 5-1 End Reach 9-2 Area 18 Drainage Area 22 Drainage Area 17 Drainage Drainage Area 19 Drainage Area 1 Drainage Area 15 Drainage Area 16 Drainage Area 8 Drainage Area 9 Drainage Area 3 Drainage Area 4 Drainage Area 2 Drainage Area 5 Drainage Area 10 Drainage Area 23 Drainage Area 11 End Reach 8-1 Begin Reach 5-1 End Reach D2 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT LAKE 1 ‐ Aeration Calculations Surface Area (acres):1.9 Average Depth (feet):5 Volume (gallons):3,095,374 Volume (acre feet):9.5 CFM per System:5 Total Diffusers:3 Single Diffuser 2 CFM per Diffuser 1.67 GPM per Diffuser:953 System Total Daily Pumpage (gallons):4,118,052 Turnover per Day 1.33 Pond Turnover Calculation Site Information System Specifications W:\Hoffman Developer LLC\2020‐051‐A Hoffman ‐ Ambleside\Design\Calcs\[HWC LAKE#1.xlsx]1 Induced GPM Factor* Select Diffuser Type EXCERPTS FROM AMBLESIDE DRAINAGE REPORT LAKE 2 ‐ Aeration Calculations Surface Area (acres):1.8 Average Depth (feet):5 Volume (gallons):2,932,459 Volume (acre feet):9.0 CFM per System:5 Total Diffusers:3 Single Diffuser 2 CFM per Diffuser 1.67 GPM per Diffuser:953 System Total Daily Pumpage (gallons):4,118,052 Turnover per Day 1.40 Site Information System Specifications W:\Hoffman Developer LLC\2020‐051‐A Hoffman ‐ Ambleside\Design\Calcs\[HWC LAKE#2.xlsx]2 Induced GPM Factor* Select Diffuser Type Pond Turnover Calculation EXCERPTS FROM AMBLESIDE DRAINAGE REPORT LAKE 3 ‐ Aeration Calculations Surface Area (acres):2.59 Average Depth (feet):6 Volume (gallons):5,063,380 Volume (acre feet):15.5 CFM per System:10 Total Diffusers:4 Single Diffuser 2 CFM per Diffuser 2.50 GPM per Diffuser:1036 System Total Daily Pumpage (gallons): 5,967,410 Turnover per Day 1.18 Site Information System Specifications W:\Hoffman Developer LLC\2020‐051‐A Hoffman ‐ Ambleside\Design\Calcs\[HWC LAKE#3.xlsx]3 Induced GPM Factor* Select Diffuser Type Pond Turnover Calculation EXCERPTS FROM AMBLESIDE DRAINAGE REPORT A DIVISION OF ENQUATICS INC.A DIVISION OF ENQUATICS INC. 16024 COUNTY ROAD X | KIEL, WI 53042920.693.3121 | 800.693.3144 | FAX: 920.693.3634 WWW.AQUAMASTERFOUNTAINS.COM AquaAir ® Ultra System Suggested Pond Size (surface acreage*) Operating Depths AquaAir® Ultra 1 Up to ½ Up to 1 4’ – 12’ 13’ – 35’ AquaAir® Ultra 2 Up to 1 Up to 2 4’ – 12’ 13’ – 35’ AquaAir® Ultra 3 Up to 1½ Up to 3 4’ – 12’ 13’ – 35’ AquaAir® Ultra 3 High Flow Up to 2 Up to 4 4’ – 12’ 13’ – 35’ AquaAir® Ultra 4 Up to 2 Up to 4 4’ – 12’ 13’ – 35’ AquaAir® Ultra 5 Up to 2½ Up to 5 4’ – 12’ 13’ – 35’ AquaAir® Ultra 6 Up to 3 Up to 6 4’ – 12’ 13’ – 35’ AquaAir® Ultra 6 High Flow Up to 3½ Up to 7 4’ – 12’ 13’ – 35’ AquaAir® Ultra 7 Up to 3½ Up to 7 4’ – 12’ 13’ – 35’ AquaAir® Ultra 8 Up to 4 Up to 8 4’ – 12’ 13’ – 35’ System Suggested Pond Size (surface acreage*) Operating Depths AquaAir® Ultra 8 High Flow Up to 4½ Up to 9 4’ – 12’ 13’ – 35’ AquaAir® Ultra 9 Up to 4½ Up to 9 4’ – 12’ 13’ – 35’ AquaAir® Ultra 9 High Flow Up to 5 Up to 10 4’ – 12’ 13’ – 35’ AquaAir® Ultra 10 Up to 5 Up to 10 4’ – 12’ 13’ – 35’ AquaAir® Ultra 11 Up to 5½ Up to 11 4’ – 12’ 13’ – 35’ AquaAir® Ultra 12 Up to 6 Up to 12 4’ – 12’ 13’ – 35’ AquaAir® Ultra 3 Rotary Vane Up to 1½ Up to 3 4’ – 12’ 13’ – 16’ AquaAir® Ultra 4 Rotary Vane Up to 2 Up to 4 4’ – 12’ 13’ – 16’ AquaAir® Ultra 5 Rotary Vane Up to 2½ Up to 5 4’ – 12’ 13’ – 16’ AquaAir® Ultra 6 Rotary Vane Up to 3 Up to 6 4’ – 12’ 13’ – 16’ PERFORMANCE SPECIFICATIONS SYSTEM SIZING CFM = Cubic Feet per Minute (Air Flow) * A pond’s surface acreage is determined by multiplying its length in feet by its width in feet then dividing that total by 43,560 A pond’s actual shape and depth should be considered when selecting a system. *15 Amp Service, NEMA 5-15 Plug **15 Amp Service, NEMA 6-15 Plug ***20 Amp Service, NEMA 5-20 Plug ****30 Amp Service, NEMA 5-30 Plug System # of Diffusers Cabinet Size Compressor(s) Total Amp Draw Total Air Flow Air Flow per Diffuser AquaAir® Ultra 1 1 Small (1)⅓ HP 3 - 3.8A @ 120V* 1.1 – 1.5A @ 240V** 2.4 CFM 2.4 CFM AquaAir® Ultra 2 2 Small (1)½ HP 3.5 - 5A @ 120V* 1.7 – 2.5A @ 240V** 5 CFM 2.5 CFM AquaAir® Ultra 3 3 Small (1)½ HP 3.5 - 5A @ 120V* 1.7 – 2.5A @ 240V** 5 CFM 1.7 CFM AquaAir® Ultra 3 High Flow 3 Medium (2)½ HP 7 - 10A @ 120V* 3.4 – 5A @ 240V** 10 CFM 3.3 CFM AquaAir® Ultra 4 4 Medium (2)½ HP 7 - 10A @ 120V* 3.4 – 5A @ 240V** 10 CFM 2.5 CFM AquaAir® Ultra 5 5 Medium (2)½ HP 7 - 10A @ 120V* 3.4 – 5A @ 240V** 10 CFM 2 CFM AquaAir® Ultra 6 6 Medium (2)½ HP 7 - 10A @ 120V* 3.4 – 5A @ 240V** 10 CFM 1.7 CFM AquaAir® Ultra 6 High Flow 6 Large (3)½ HP 10.5 - 15A @ 120V*** 5.1 – 7.5A @ 240V** 15 CFM 2.5 CFM AquaAir® Ultra 7 7 Large (3)½ HP 10.5 - 15A @ 120V*** 5.1 – 7.5A @ 240V** 15 CFM 2.1 CFM AquaAir® Ultra 8 8 Large (3)½ HP 10.5 - 15A @ 120V*** 5.1 – 7.5A @ 240V** 15 CFM 1.9 CFM AquaAir® Ultra 8 High Flow 8 Large (4)½ HP 14 - 20A @ 120V**** 6.8 – 10A @ 240V** 20 CFM 2.5 CFM AquaAir® Ultra 9 9 Large (3)½ HP 10.5 - 15A @ 120V*** 5.1 – 7.5A @ 240V** 15 CFM 1.7 CFM AquaAir® Ultra 9 High Flow 9 Large (4)½ HP 14 - 20A @ 120V**** 6.8 – 10A @ 240V** 20 CFM 2.2 CFM AquaAir® Ultra 10 10 Large (4)½ HP 14 - 20A @ 120V****6.8 – 10A @ 240V** 20 CFM 2 CFM AquaAir® Ultra 11 11 Large (4)½ HP 14 - 20A @ 120V**** 6.8 – 10A @ 240V** 20 CFM 1.8 CFM AquaAir® Ultra 12 12 Large (4)½ HP 14 - 20A @ 120V**** 6.8 – 10A @ 240V** 20 CFM 1.7 CFM AquaAir® Ultra 3 Rotary Vane 3 Medium (1)¾ HP 7.4 – 8.8A @ 120V* 3.7 – 4.4A @ 240V** 9.4 CFM 3.1 CFM AquaAir® Ultra 4 Rotary Vane 4 Medium (1)¾ HP 7.4 – 8.8A @ 120V* 3.7 – 4.4A @ 240V** 9.4 CFM 2.4 CFM AquaAir® Ultra 5 Rotary Vane 5 Medium (1)1 HP 9.6 – 11.3A @ 120V* 4.8 – 5.7A @ 240V** 11.8 CFM 2.4 CFM AquaAir® Ultra 6 Rotary Vane 6 Medium (1)1 HP 9.6 – 11.3A @ 120V* 4.8 – 5.7A @ 240V** 11.8 CFM 2 CFM AquaAir® Ultra 2s 2 Small 3 - 3.8A @ 120V* 1.1 – 1.5A @ 240V** 2.4 CFM 1.2 CFM(1)⅓ HP AquaAir® Ultra 2s Up to ½4’ – 12’ EXCERPTS FROM AMBLESIDE DRAINAGE REPORT STORMWATER DETENTION - MODIFIED BLN MODEL - APPENDIX C2 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK 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:PR-DET2 A:PR-DET1 U:DA05 U:DA06 U:DA07 U:DA24 A:PR-CUL-DWN A:OFHenley-UP U:DA12 U:DA14 U:DA13 A:LAKE4 A:FIELDXING1-DS P:DET2-OUTP:PR-CUL-222+08 C:OFHenley-Ditch1 W:FieldXing1-Weir P:FIELDXING1 C:OFHenley-Ditch3 A:FIELDXING1-US C:OFHenley-Ditch2 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs FIELDXING1-DS 100-24 908.96 909.00 0.00 133214 204.66 221.37 FIELDXING1-US 100-24 908.96 909.00 0.01 20549 459.01 204.66 LAKE4 100-24 908.96 905.00 0.00 371281 221.37 0.00 OFHenley-UP 100-24 908.97 908.00 -0.01 19962 205.26 459.01 PR-CUL-DWN 100-24 908.97 908.00 -0.30 5147 186.68 2903.83 PR-DET1 100-24 909.23 908.00 0.00 97070 201.45 186.68 PR-DET2 100-24 908.97 908.00 0.01 103763 2903.83 164.44 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DA05 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 115.80 Area(ac): 144.570 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA06 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.80 Area(ac): 4.810 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA07 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 24.30 Area(ac): 18.830 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA12 Node: OFHenley-UP Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 45.60 Area(ac): 21.690 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA13 Node: OFHenley-UP Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 18.00 Area(ac): 8.760 Time Shift(hrs): 0.00 Curve Number: 75.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA14 Node: OFHenley-UP Status: Onsite Group: BASE 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 6 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Rainfall Amount(in): 0.000 Time of Conc(min): 26.40 Area(ac): 24.740 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA24 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 8.70 Area(ac): 7.730 Time Shift(hrs): 0.00 Curve Number: 81.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: FIELDXING1-DS Base Flow(cfs): 0.000 Init Stage(ft): 902.310 Group: BASE Warn Stage(ft): 909.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: FIELDXING1-US Base Flow(cfs): 0.000 Init Stage(ft): 902.340 Group: BASE Warn Stage(ft): 909.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: LAKE4 Base Flow(cfs): 0.000 Init Stage(ft): 900.000 Group: BASE Warn Stage(ft): 905.000 Type: Stage/Area NORTH CENTRAL LAKE IN SADDLE CREEK Stage(ft) Area(ac) --------------- --------------- 900.000 2.4700 901.000 2.7500 902.000 3.0300 903.000 3.3100 904.000 3.5900 905.000 3.8700 906.000 4.1500 ------------------------------------------------------------------------------------------ Name: OFHenley-UP Base Flow(cfs): 0.000 Init Stage(ft): 902.740 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 902.740 0.0010 908.000 0.0010 ------------------------------------------------------------------------------------------ Name: PR-CUL-DWN Base Flow(cfs): 0.000 Init Stage(ft): 904.290 Group: BASE Warn Stage(ft): 908.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 6 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.290 0.0010 908.000 0.0010 ------------------------------------------------------------------------------------------ Name: PR-DET1 Base Flow(cfs): 0.000 Init Stage(ft): 904.650 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.650 0.0000 906.000 0.3600 907.000 0.8000 908.000 1.6000 909.000 2.1000 ------------------------------------------------------------------------------------------ Name: PR-DET2 Base Flow(cfs): 0.000 Init Stage(ft): 903.000 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.000 1.4500 904.000 1.5800 905.000 1.7200 906.000 1.8500 907.000 1.9900 908.000 2.1300 ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: FieldXing1-Weir Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- -32.000 907.320 0.030000 -26.000 905.320 0.030000 -8.000 904.320 0.030000 -2.000 904.820 0.030000 2.000 904.820 0.011000 8.000 904.320 0.030000 26.000 905.320 0.030000 32.000 907.320 0.030000 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 6 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS ========================================================================================== Name: DET2-OUT From Node: PR-DET2 Length(ft): 130.00 Group: BASE To Node: OFHenley-UP 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): 903.000 902.740 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 CORRECTED TO HAVE ONLY ONE CULVERT ---------------------------------------------------------------------------------------------------- Name: FIELDXING1 From Node: FIELDXING1-US Length(ft): 12.00 Group: BASE To Node: FIELDXING1-DS Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 60.00 60.00 Entrance Loss Coef: 0.50 Rise(in): 24.00 24.00 Exit Loss Coef: 0.00 Invert(ft): 902.340 902.310 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 ---------------------------------------------------------------------------------------------------- Name: PR-CUL-222+08 From Node: PR-DET1 Length(ft): 182.00 Group: BASE To Node: PR-CUL-DWN 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): 904.650 904.290 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 ========================================================================================== ==== Channels ============================================================================ ========================================================================================== Name: OFHenley-Ditch1 From Node: PR-CUL-DWN Length(ft): 50.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 6 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Group: BASE To Node: PR-DET2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 904.290 903.000 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.000 Manning's N: 0.030000 0.030000 Expansion Coef: 0.000 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 1.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): 0.100 0.100 LtSdSlp(h/v): 18.00 18.00 RtSdSlp(h/v): 18.00 18.00 ---------------------------------------------------------------------------------------------------- Name: OFHenley-Ditch2 From Node: OFHenley-UP Length(ft): 174.00 Group: BASE To Node: FIELDXING1-US Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 902.740 902.340 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.000 Manning's N: 0.030000 0.030000 Expansion Coef: 0.000 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 1.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): 0.100 0.100 LtSdSlp(h/v): 18.00 18.00 RtSdSlp(h/v): 18.00 18.00 ---------------------------------------------------------------------------------------------------- Name: OFHenley-Ditch3 From Node: FIELDXING1-DS Length(ft): 1022.00 Group: BASE To Node: LAKE4 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 902.310 900.000 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.000 Manning's N: 0.030000 0.030000 Expansion Coef: 0.000 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 1.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): 0.100 0.100 LtSdSlp(h/v): 18.00 18.00 RtSdSlp(h/v): 18.00 18.00 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: FieldXing1-Weir From Node: FIELDXING1-US Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 6 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Group: BASE To Node: FIELDXING1-DS Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: FieldXing1-Weir Invert(ft): 904.820 Control Elevation(ft): 804.820 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: 100-24 Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\100-24.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100-24 Hydrology Sim: 100-24 Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\100-24.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.0050 Time Step Optimizer: 10.000 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 1.00 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 6 EXCERPTS FROM AMBLESIDE DRAINAGE REPORT