Loading...
HomeMy WebLinkAboutDrainage Report STORMWATER DRAINAGE REPORT Old Meridian & Main DEVELOPER: Edward Rose & Sons 11611 N Meridian St #800, Carmel, IN 46032 Carmel, Indiana 46032 PREPARED BY: HWC Engineering 135 N Pennsylvania St Indianapolis, IN 46204 Report Date: June 2022 Revised: May 2023 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Site Maps Appendix B Location Map USGS Topographic Map Floodplain Map Soils Map Wetlands Map Existing Conditions Appendix C Existing Basin Map Existing Curve Number Calculations Existing Time of Concentration Calculations ICPR Existing Node Diagram ICPR Existing Input Report ICPR Existing Node Max Report Proposed Stormwater Detention Appendix D Proposed Basin Map Proposed Curve Number Calculations Proposed Time of Concentration Calculations ICPR Node Diagram ICPR Input Report ICPR Node Max Report ICPR 48hr Draw Down Storage Calculations ICPR Off-Site Analysis Emergency Spillway Calculations Proposed Storm Sewer Appendix E Proposed Storm Sewer Basin Map Rainfall Data Composite C Calculations Rational Method Calculations HGL Calculations Inlet Capacity Calculations Water Quality Appendix F Water Quality Basin Map Water Quality Curve Number Calculation ICPR Water Quality Node Diagram ICPR Water Quality Input Report ICPR Water Quality Peak Treatment Rates – 1” 24 Hour Storm Aqua-Swirl Open Channel Calculations Capacity Chart for Aqua-Swirl Units (80% TSS Removal Rate) Offsite Drainage Calculations Appendix G Off-Site Basin Map Composite C Calculations Rational Method Calculations HGL Calculations Inlet Capacity/Gutter Spread Calculations Open Channel Calcs The Signature Drainage Report APPENDIX A STORMWATER DRAINAGE SUMMARY STORMWATER DRAINAGE SUMMARY Project: Old Meridian & Main Location: Carmel, IN Introduction The proposed development is located on the southeast corner of Old Meridian Street and W Main Street. The proposed development will include retail, condominiums, apartments, a parking garage, associated utility infrastructure, and a StormTrap underground detention facility. Compliance with the Indiana Construction Stormwater General Permit will be required for construction activities associated with the project site. Adjoining Land Conditions North: Existing Commercial & Residential South: Carmel Middle School Athletic Fields East: Existing Commercial West: Existing Commercial Soil Types For the area of the site being developed, soils maps from the United States Department of Agriculture Soil Conservation Service identified 6% Urban land-Crosby silt loam complex (UcfA), 30% Brookston silty clay loam – Urban land complex (YbvA), and 64% Miami silt loam – Urban land complex (YmsB2). For the purposes of calculating developed basin curve numbers, the hydrologic soil groups will be bumped up to the next lower infiltrating group where development is taking place. Existing Conditions Overall, the site generally slopes from the southwest to the northeast into existing storm sewer infrastructure. The existing site is currently a developed commercial lot with a total site area of approximately 6 acres. A small portion of the site, located in the southeast corner of the development, currently drains to the existing pond located on the adjacent property (Rose Walk on Main). In looking at the drainage report for Rosewalk on Main, the existing detention basin did account for this area in the detention calculations. There are no floodplains on or near the site. Due to this site being a redevelopment project, we are required to detain the 100-year post developed storm event to the pre-developed 10-year storm event. Likewise, the post-developed 10-year storm event shall be detained to the pre-developed 2-year storm event. Based on these requirements and the existing acreage, the allowable release rates have been calculated as follows: Table 1. Allowable Release Rates Discharge Point Area (Ac.) Ex. 2-YR Flowrate (cfs) Ex. 10-YR Flowrate (cfs) Ex. 100-YR Flowrate (cfs) Existing Basin 6.33 13.03 17.12 32.28 Direct Discharge to Rose Walk (SE) 0.17 0.56 0.70 1.23 Allowable Release Rates 12.47 16.42 Please refer to Appendix C of this report for the Existing Conditions calculations (Basin Maps, TC, CN, and ICPR information). The downstream receiving system for the project site is a 42” RCP culvert, located in the northeast corner of the site. Drainage from the site flows into the 42” RCP culvert, and ultimately to an existing drainage basin just south of the development. Because proposed stormwater runoff is being released below the allowable release rates outlined in Table 1, no negative impacts are expected on the receiving stream and downstream property. The receiving system is in good condition, and photographic record obtained in November 2022 can be seen in the photograph to the right. Proposed Conditions Stormwater runoff will be captured and conveyed with proposed storm sewer infrastructure and detained using a StormTrap underground detention chamber system located underneath the parking garage, near the northeast corner of the site. The underground detention facility was designed to detain the post developed 100-year storm and release the runoff at the pre-developed 10-year peak storm release rate, and to detain the post-developed 10-year storm and release the runoff at the pre-developed 2-year peak storm release rate. Table 2. Allowable vs. Proposed Release Rates Storm Event Allowable Release Rate (cfs) Proposed Release Rate (cfs) 10 -Year 12.47 10.47 100 - Year 16.42 16.23 All peak storm events are able to stay within the underground detention system. The 10-year peak elevation is 845.55, and the 100-year peak elevation is 847.93. We also analyzed the small portion of the site that directly discharges to the Rose Walk detention basin. The amount of runoff in the proposed conditions was reduced significantly (0.17 cfs in the 10-year event, 0.36 cfs in the 100-yr event). Therefore, we believe that the existing detention basin has capacity for the 0.06 acres that directly discharges into Rose Walk’s detention basin. The outlet control structure was designed with 1 orifice, which consisted of a 1’ deep x 2.5’ wide rectangular orifice at the invert of the underground detention facility (842.50). The emergency spillway elevation within the outlet control structure is at 847.93, while the top of the structure is set to 852.00. The underground detention facility is 7 feet in height, with the inside height of the chamber at 849.50. The proposed detention facility provides 52,046 cubic feet of storage. During a 100-year storm event the proposed detention facility will hold 40,373 cubic feet of water and will still provide 11,673 cubic feet of additional storage. This comes out to be about 22% additional capacity within the detention basin. Results for the ICPR simulation can be found in Appendix D of this report, along with the Proposed Basin Map and the Proposed Basin Calculations. The detention facility was designed to comply with the requirement that a minimum of 90% of the original detention capacity is restored within 48 hours from the start of the design 100-year storm. At 48 hours from the start of the design 100-year storm, 99.6% of the total capacity for the proposed underground detention facility is restored. Please refer to Appendix D of this report for ICPR storage volume calculations and emergency spillway calculations. A summary of the proposed peak release rates vs. allowable is as follows (from ICPR model in Appendix D) During our detention analysis, we also ran a simulation including the off-site stormwater runoff generated behind the back of curb from the retail development located southwest of the developing property. During this analysis, we confirmed that the detention facility has capacity to capture and convey the off-site stormwater runoff without any adverse effects to the proposed development. Off-Site detention calculations and confirmation that the emergency spillway is adequate can be found in Appendix D. Storm Sewer Design The storm sewers have been designed using the rational method for a 10-year storm event. These calculations can be found in Appendix E of this report. Inlet capacity calculations have also been provided for the new structures in Appendix E. Water Quality The primary post-construction water quality measures for the Old Meridian & Main development include one (1) Stormwater Quality Unit (Aqua-Swirl Structure) and two (2) StormTrap Site Saver Units. The Aqua-Swirl was sized for an 80% TSS Removal Rate. The StormTrap Site Saver Units were designed for a 92% TSS Removal. Water Quality Calculations can be found in Appendix F of this report. Secondary treatment measures include grass filter strips, swales, permanent seeding, and landscape plantings. Off-Site Development Analysis In the existing conditions, an existing 48-inch pipe discharges into an open ditch that conveys stormwater runoff to an existing 42-inch storm pipe. In the proposed conditions, an existing 48-inch pipe discharges into an open ditch that will convey stormwater to the existing 42-inch storm pipe. HWC conducted an off- site analysis for the areas that drain to the existing 48-inch storm pipe. Utilizing Carmel GIS, it is our understanding that there are six (6) developments that drain to the existing 48-inch pipe. · 27.13-acre undeveloped area o Calculated C Value of 0.33, Calculated TC = 38.84 min. · St. Vincent Parcel o Obtained the drainage report for this development. Confirmed 10-year release rate is 0.44 cfs. · 7.80-acre undeveloped area o Calculated C value of 0.34, Calculated TC = 17.25 min. · Anthonies property o Calculated C value of 0.54, Assumed TC = 10 min. · Olivia on Main o Obtained the drainage report for this development. Confirmed 10-year release rate is 0.1.56 cfs. · Old Meridian and Main Street o Calculated C value of 0.75, Assumed TC = 13 min. Once we had the Areas, C values, Time of Concentrations, or known flowrates being discharged from the developments, we were able to obtain the total flowrate being conveyed through the existing 48-inch pipe utilizing the rational method runoff calculation found in Appendix G (84.43 cfs). We then had to manipulate the rational method storm sewer calculations in order provide an accurate representation of the flowrates going through each pipe segment. The only information we are showing on that spreadsheet are the flowrates and the the pipe size and slopes being used to convey the flowrates. The other part of this equation is the 42-inch pipe downstream of the development. Downstream of the proposed 48-inch pipe is an existing 42-inch pipe at 0.45% slope, according to the drainage report for Rosewalk on Main, dated 2021-02-20. The max capacity of the existing 42-inch storm pipe at 0.45% slope is 67.49 cfs. The max capacity of the 48-inch storm pipe at 0.26% is 73.24 cfs. While the proposed 48-inch storm pipe at 0.26% slope indicates that it does not have capacity to convey the stormwater runoff, it is providing more capacity than the downstream outlet. We believe that the proposed design will hold back the flowrate and discharge a flowrate closer to the max capacity of the 42-inch storm sewer and prevent any adverse effects to the earthen channel between the pipes. We have also provided inlet capacity/gutter spread calculations showing the clear lane width for the south half of the road. Open Channel Calculations have also been provided to confirm that the existing channel can convey the proposed flowrate between the 48-inch pipe and the existing 42-inch pipe. Please refer to Appendix G for the off-site stormwater calculations. APPENDIX B SITE MAPS 0 1,000 2,000Graphic Scale (Feet) 1 inch = 1,000 feet Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan,Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand),NGCC, (c) OpenStreetMap contributors, and the GIS User Community Ê Old Meridian & Main StreetAerial Location MapCarmel, IndianaMay 2022 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet Copyright:© 2013 National Geographic Society, i-cubed Ê Old Meridian & Main StreetUSGS Topographic Map Carmel, IndianaMay 2022 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 500 feet G R A N D B LV D S G U IL F O R D R D W M A I N S T OLD MERIDIAN ST N M E R I D I A N S T O A K D R N G UI L F O R D R D I L L I N O I S S T C AT H E R I N E D R LY N N E D R CAVENDISH DR R A N S B U R G D R E M E R S O N R D WILSO N DR N M E R I D I A N S T R A M P ABBOTT AVE S O N N A D R GEORGETOWN LN E L L I O T T D R V I V I A N D R N M E R I D I A N S T S T F I R E F LY L N TH O RN H U RS T D R WILDWOOD DR L A N T E R N L N HELEN KEEN CT R O S E WA L K C I R TERRACE CT OLD MERIDIAN ST W M A I N S T GRAND BLVD OLD MERIDIAN ST N M E R I D I A N S T Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community Ê Old Meridian & Main StreetFloodplain Map Carmel, IndianaMay 2022 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 YclA YmsB2 UcfA YclA YbvA UbaA UkbB2 UcfA UmcC3 YmsA UcfA YclA YshAH UcfA YmsC2 UbaA UbaA YmsC2 UbaA YmsB2 UkbB2 Carmel £¤31 Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community 0 200 400 600Graphic Scale (Feet) 1 inch = 400 feet Ê Old Meridian & Main StreetSoils Map and LegendWestfield, IndianaMay 2022 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey S y m b ol N am eUcfAUrban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopesYbvABrookston silty clay loam-Urban land complex, 0 to 2 percent slopesYmsB2Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded Map symbols consist of a combination of letters or of letters and numbers. The first capital letter is the ini tial one of the soil name. The second letter is lowercase and separates map uni ts 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. 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet N M E RID IA N S T W C A R M EL D R I L L I N O I S S T S G U IL F O R D R D W 1 3 6 T H S T W M A I N S T W CITY CENTER DR P E N N S Y LVA N I A S T E M E R S O N R D R O H R E R R D S M O K E Y R O W R D OLD MERIDIAN ST MARANA DR VI L L A G E D R C L A R K S T W I L S O N D R N M E R I D I A N S T S T HA N CO C K S T O A K D RN MERIDIAN RAMP EGLIN DR M E A D O W L N N G UI L F O R D R D ADAMS ST L A R K D R B E N T L E Y W A Y G R A N D B L V D C O L L E G E WAY H A L D A L E D R N M E R I D I A N S T R A M P Y O R K D R O A K R I D G E R D G R A D L E D R A U T U M N D RW 1 2 6 T H S T R O G E R S R D C AT H E R I N E D R M E M O R Y L N LY N N E D R CAVENDISH DR C A R E Y C T R A N S B U R G D R W O O D A C R E D R GEORGETOWN LN TH I S T L E W O O D D R AT H E R T O N D R G A N N E T T P O I N T P L B E A C O N S T K I M B R O U G H L N K E N S I N G T O N P L LOCKERBIE PL ABERDEEN ST U X B R I D G E L N N E W B U RY S T PA R K L N F I R E F LY L N PE N N CI R C L E D R N M E R I D I A N S T R O H R E R R D G R A ND B LV D N M E RIDIA N S T S T N M E R IDI A N R A M P W M A I N S T OLD MERIDIAN ST OLD MERIDIAN ST W 1 3 6 T H S T G R A N D B LV D Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community, Source:US Fish and Wildlife Service, Esri Ê Old Meridian & Main StreetWetlands Area Map Carmel, IndianaMay 2022 Marine Estuarine Palustrine Riverine Lacustrine APPENDIX C EXISTING CONDITIONS Description:Old Meridian & Main Entity: Job #: Date:12/12/2022 (Acres) C Fully Developed Good Condition (grass cover >75%)74 0.04 C Fully Developed Paved/Rooftop 98 0.13 Totals = 0.17 CN (weighted) =total product =Use CN = total area 93.0 93 YmsB2 Open Space 2.64569893 Impervious 13.15623655 15.80193548 Cover Condition CN Area Product of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 2021-274-S Basin:Direct Discharge to Rose Walk Detention Description:Old Meridian & Main Entity: Job #: Date:3/28/2023 (Acres) B Fully Developed Good Condition (grass cover >75%)61 0.10 B Fully Developed Paved/Rooftop 98 0.23 B Fully Developed Good Condition (grass cover >75%)61 0.59 B Fully Developed Paved/Rooftop 98 1.38 C Fully Developed Good Condition (grass cover >75%)74 1.20 C Fully Developed Paved/Rooftop 98 2.82 Totals = 6.33 CN (weighted) =total product =Use CN = total area Impervious 276.36 Runoff Curve Number Calculation Job Information City of Carmel 2021-274-S Basin:Existing Conditions CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 565.5884331 89.4 89 UcfA Open Space 6.001523274 Impervious 22.61588851 YbvA Open Space 36.00913965 Impervious 135.6953311 YmsB2 Open Space 88.90655065 Project:By:-Date:- Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft)ft 94 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.01 Tt = .007 (nL)0.8 hr 0.33 + + = 0.33 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 405 - - Watercourse slope, s ft/ft 0.020 - - Average velocity, V ft/s 2.28 - - Tt =L hr 0.05 + - + - = 0.05 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.38 min 22.69 Time of Concentration (Tc) or Travel Time (Tt) Old Meridian & Main - EXISTING 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\3/28/2023 19:33 Curve Number: CN [Set] Land Cover Zone Soil Zone Curve Number [dec] Ex DD Rose Walk C 93.0 Ex On-Site C 90.0 Impervious: Impervious [Set] Land Cover Zone % Impervious % DCIA % Direct Ia Impervious [in]Ia Pervious [in] Ex DD Rose Walk 0.00 0.00 0.00 0.000 0.000 Ex On-Site 0.00 0.00 0.00 0.000 0.000 Manual Basin: DD to Rose Walk Scenario:Scenario1 Node:DD to Rose Walk Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1700 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 0.1700 Ex DD Rose Walk C Comment: Manual Basin: Existing Basin Scenario:Scenario1 Node:Existing Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:21.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.8600 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 6.8600 Ex On-Site C 2 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\3/28/2023 19:33 Comment: Node: DD to Rose Walk Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:841.00 ft Warning Stage:842.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 841.00 0 0 0 99999.0000 841.00 Comment: Node: Existing Basin Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:841.00 ft Warning Stage:842.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 841.00 0 0 0 99999.0000 841.00 Comment: Simulation: 002YR-24HR Scenario:Scenario1 Run Date/Time:3/28/2023 7:14:21 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 3 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\3/28/2023 19:33 Hydrology [sec]Surface Hydraulics [sec] Min Calculation Time:30.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:Impervious Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.12 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (1D):0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D):Energy Comment: 4 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\3/28/2023 19:33 Simulation: 010YR-24HR Scenario:Scenario1 Run Date/Time:3/28/2023 7:17:48 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Min Calculation Time:30.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:Impervious Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Global 5 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\3/28/2023 19:33 Opt: Max dZ:1.0000 ft Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (1D):0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D):Energy Comment: Simulation: 100YR-24HR Scenario:Scenario1 Run Date/Time:3/28/2023 7:21:11 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Min Calculation Time:48.0000 0.1000 Max Calculation Time:48.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart:False Resources & Lookup Tables 6 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\3/28/2023 19:33 Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:Impervious Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (1D):0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D):Energy Comment: 1D Nodes - Max 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\3/28/2023 19:28 Sim Node Name Maximum Total Inflow Rate [cfs] 002YR-24HR Existing Basin 14.66 010YR-24HR Existing Basin 19.10 100YR-24HR Existing Basin 35.49 1D Nodes - Max 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\3/28/2023 19:34 Sim Node Name Maximum Total Inflow Rate [cfs] 002YR-24HR DD to Rose Walk 0.56 010YR-24HR DD to Rose Walk 0.70 100YR-24HR DD to Rose Walk 1.23 APPENDIX D PROPOSED STORMWATER DETENTION Description:Old Meridian & Main Entity: Job #: Date:12/12/2022 (Acres) C Fully Developed Good Condition (grass cover >75%)80 0.06 C Fully Developed Paved/Rooftop 98 Totals = 0.06 CN (weighted) =total product =Use CN = total area 80.0 80 YmsB2 Open Space 4.8 Impervious 0 4.8 Cover Condition CN Area Product of CN x area CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 2021-274-S Basin:Direct Discharge to Rose Walk Detention Description:Old Meridian & Main Entity: Job #: Date:3/28/2023 (Acres) B Fully Developed Good Condition (grass cover >75%)74 0.05 B Fully Developed Paved/Rooftop 98 0.29 B Fully Developed Good Condition (grass cover >75%)74 0.29 B Fully Developed Paved/Rooftop 98 1.73 C Fully Developed Good Condition (grass cover >75%)80 0.60 C Fully Developed Paved/Rooftop 98 3.47 Totals = 6.43 CN (weighted) =total product =Use CN = total area 95.0 95 YmsB2 Open Space 47.81143099 Impervious 340.045997 611.5033678 UcfA Open Space 3.62162178 Impervious 28.32779818 YbvA Open Space 21.72973068 Impervious 169.9667891 Cover Condition CN Area Product of CN x area CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 2021-274-S Basin:Proposed Basin 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:06 Background Image: Proposed Curve Number: CN [Set] Land Cover Zone Soil Zone Curve Number [dec] Pro DD Rose Walk D 80.0 Proposed On-Site D 95.0 Impervious: Impervious [Set] Land Cover Zone % Impervious % DCIA % Direct Ia Impervious [in]Ia Pervious [in] Pro DD Rose Walk 0.00 0.00 0.00 0.000 0.000 Proposed On-Site 0.00 0.00 0.00 0.000 0.000 Manual Basin: Proposed Basin Scenario:Scenario1 Node:Storm Trap Hydrograph Method:NRCS Unit Hydrograph 2 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:06 Infiltration Method:Curve Number Time of Concentration:15.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.4300 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 6.4300 Proposed On-Site D Comment: Manual Basin: Proposed DD to Rose Walk Scenario:Scenario1 Node:Proposed DD to Rose Walk Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 0.0600 Pro DD Rose Walk D Comment: Node: Outlet Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:841.95 ft Warning Stage:842.95 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 841.95 0 0 0 99999.0000 841.95 Comment: 3 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:06 Node: Proposed DD to Rose Walk Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:101.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 99999.0000 100.00 Comment: Node: Storm Trap Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:842.50 ft Warning Stage:849.50 ft Stage [ft]Volume [ac-ft]Volume [ft3] 849.50 1.19 52046 848.50 1.02 44611 847.50 0.85 37176 846.50 0.68 29741 845.50 0.51 22305 844.50 0.34 14870 843.50 0.17 7435 842.50 0.00 0 Comment: Drop Structure Link: OCS Scenario:Scenario1 From Node:Storm Trap To Node:Outlet Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:267.00 ft FHWA Code:1 Upstream Pipe Downstream Pipe Invert:842.50 ft Invert:841.95 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft 4 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:06 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:842.50 ft Control Elevation:842.50 ft Max Depth:1.00 ft Max Width:2.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Simulation: 010YR-24HR Scenario:Scenario1 Run Date/Time:4/10/2023 10:47:16 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Min Calculation Time:30.0000 0.1000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 5 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:06 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:Impervious Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (1D):0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D):Energy Comment: Simulation: 100YR-24HR Scenario:Scenario1 Run Date/Time:4/10/2023 10:51:27 AM Program Version:ICPR4 4.07.04 6 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:06 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Min Calculation Time:48.0000 0.1000 Max Calculation Time:48.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:Impervious Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr 7 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:06 Dflt Damping (1D):0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D):Energy Comment: 1D Nodes - Max 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:02 Sim Node Name Maximum Stage [ft]Maximum Total Outflow Rate [cfs] 010YR-24HR Storm Trap 845.55 10.47 100YR-24HR Storm Trap 847.93 16.23 1D Nodes - Max 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:03 Sim Node Name Maximum Stage [ft]Maximum Total Inflow Rate [cfs] 010YR-24HR Proposed DD to Rose Walk 100.00 0.17 100YR-24HR Proposed DD to Rose Walk 100.00 0.36 Mass Balance - Routing 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 0.0000 0 100YR-24HR 0.0834 0 100YR-24HR 0.1675 0 100YR-24HR 0.2511 0 100YR-24HR 0.3340 0 100YR-24HR 0.4183 0 100YR-24HR 0.5050 0 100YR-24HR 0.5895 0 100YR-24HR 0.6714 0 100YR-24HR 0.7556 0 100YR-24HR 0.8403 0 100YR-24HR 0.9231 0 100YR-24HR 1.0021 0 100YR-24HR 1.0895 0 100YR-24HR 1.1670 0 100YR-24HR 1.2603 0 100YR-24HR 1.3403 0 100YR-24HR 1.4203 0 100YR-24HR 1.5003 0 100YR-24HR 1.5937 0 100YR-24HR 1.6737 1 100YR-24HR 1.7537 5 100YR-24HR 1.8337 11 100YR-24HR 1.9270 22 100YR-24HR 2.0070 35 100YR-24HR 2.0870 51 100YR-24HR 2.1670 70 100YR-24HR 2.2603 94 100YR-24HR 2.3403 117 100YR-24HR 2.4203 143 100YR-24HR 2.5003 172 100YR-24HR 2.5937 210 100YR-24HR 2.6737 244 100YR-24HR 2.7537 278 100YR-24HR 2.8337 314 100YR-24HR 2.9270 359 100YR-24HR 3.0070 400 100YR-24HR 3.0870 443 100YR-24HR 3.1750 493 100YR-24HR 3.2550 540 100YR-24HR 3.3377 589 100YR-24HR 3.4230 639 Mass Balance - Routing 2 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 3.5057 686 100YR-24HR 3.5857 732 100YR-24HR 3.6723 782 100YR-24HR 3.7563 832 100YR-24HR 3.8337 880 100YR-24HR 3.9254 942 100YR-24HR 4.0003 996 100YR-24HR 4.0849 1061 100YR-24HR 4.1734 1132 100YR-24HR 4.2504 1196 100YR-24HR 4.3346 1268 100YR-24HR 4.4241 1342 100YR-24HR 4.5088 1408 100YR-24HR 4.5839 1463 100YR-24HR 4.6727 1528 100YR-24HR 4.7535 1588 100YR-24HR 4.8362 1649 100YR-24HR 4.9190 1710 100YR-24HR 5.0017 1769 100YR-24HR 5.0855 1826 100YR-24HR 5.1681 1878 100YR-24HR 5.2584 1928 100YR-24HR 5.3438 1971 100YR-24HR 5.4234 2010 100YR-24HR 5.5032 2050 100YR-24HR 5.5965 2097 100YR-24HR 5.6765 2134 100YR-24HR 5.7565 2166 100YR-24HR 5.8365 2195 100YR-24HR 5.9299 2228 100YR-24HR 6.0099 2259 100YR-24HR 6.0899 2292 100YR-24HR 6.1699 2332 100YR-24HR 6.2552 2385 100YR-24HR 6.3341 2438 100YR-24HR 6.4265 2496 100YR-24HR 6.5048 2538 100YR-24HR 6.5899 2580 100YR-24HR 6.6687 2619 100YR-24HR 6.7620 2668 100YR-24HR 6.8420 2709 100YR-24HR 6.9220 2746 Mass Balance - Routing 3 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 7.0020 2775 100YR-24HR 7.0954 2804 100YR-24HR 7.1754 2830 100YR-24HR 7.2554 2859 100YR-24HR 7.3354 2889 100YR-24HR 7.4287 2919 100YR-24HR 7.5087 2938 100YR-24HR 7.5887 2953 100YR-24HR 7.6687 2969 100YR-24HR 7.7620 2993 100YR-24HR 7.8420 3016 100YR-24HR 7.9220 3040 100YR-24HR 8.0020 3062 100YR-24HR 8.0954 3088 100YR-24HR 8.1754 3114 100YR-24HR 8.2554 3143 100YR-24HR 8.3354 3176 100YR-24HR 8.4207 3222 100YR-24HR 8.5082 3289 100YR-24HR 8.5858 3356 100YR-24HR 8.6713 3423 100YR-24HR 8.7577 3479 100YR-24HR 8.8427 3524 100YR-24HR 8.9234 3566 100YR-24HR 9.0095 3615 100YR-24HR 9.0841 3660 100YR-24HR 9.1737 3721 100YR-24HR 9.2544 3786 100YR-24HR 9.3389 3855 100YR-24HR 9.4242 3914 100YR-24HR 9.5080 3957 100YR-24HR 9.5873 3991 100YR-24HR 9.6709 4036 100YR-24HR 9.7575 4102 100YR-24HR 9.8386 4172 100YR-24HR 9.9237 4236 100YR-24HR 10.0024 4280 100YR-24HR 10.0898 4319 100YR-24HR 10.1733 4366 100YR-24HR 10.2550 4432 100YR-24HR 10.3371 4509 100YR-24HR 10.4185 4592 Mass Balance - Routing 4 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 10.5024 4685 100YR-24HR 10.5882 4782 100YR-24HR 10.6705 4902 100YR-24HR 10.7509 5061 100YR-24HR 10.8357 5257 100YR-24HR 10.9176 5469 100YR-24HR 11.0013 5708 100YR-24HR 11.0851 5948 100YR-24HR 11.1683 6176 100YR-24HR 11.2502 6387 100YR-24HR 11.3343 6592 100YR-24HR 11.4182 6830 100YR-24HR 11.5002 7134 100YR-24HR 11.5840 7574 100YR-24HR 11.6668 8642 100YR-24HR 11.7502 10594 100YR-24HR 11.8334 13153 100YR-24HR 11.9167 17278 100YR-24HR 12.0000 24007 100YR-24HR 12.0833 32114 100YR-24HR 12.1668 38267 100YR-24HR 12.2506 40421 100YR-24HR 12.3337 39875 100YR-24HR 12.4169 38076 100YR-24HR 12.5001 35640 100YR-24HR 12.5835 32992 100YR-24HR 12.6668 30373 100YR-24HR 12.7501 27875 100YR-24HR 12.8335 25535 100YR-24HR 12.9169 23333 100YR-24HR 13.0002 21238 100YR-24HR 13.0834 19285 100YR-24HR 13.1668 17442 100YR-24HR 13.2502 15773 100YR-24HR 13.3333 14306 100YR-24HR 13.4170 13002 100YR-24HR 13.5004 11840 100YR-24HR 13.5839 10823 100YR-24HR 13.6668 9954 100YR-24HR 13.7502 9204 100YR-24HR 13.8334 8569 100YR-24HR 13.9177 8043 Mass Balance - Routing 5 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 14.0012 7610 100YR-24HR 14.0836 7229 100YR-24HR 14.1683 6885 100YR-24HR 14.2509 6577 100YR-24HR 14.3335 6305 100YR-24HR 14.4182 6060 100YR-24HR 14.5020 5854 100YR-24HR 14.5858 5676 100YR-24HR 14.6700 5508 100YR-24HR 14.7525 5343 100YR-24HR 14.8340 5189 100YR-24HR 14.9170 5052 100YR-24HR 15.0025 4937 100YR-24HR 15.0893 4846 100YR-24HR 15.1701 4777 100YR-24HR 15.2549 4716 100YR-24HR 15.3337 4665 100YR-24HR 15.4213 4599 100YR-24HR 15.5033 4522 100YR-24HR 15.5892 4437 100YR-24HR 15.6674 4369 100YR-24HR 15.7573 4309 100YR-24HR 15.8392 4265 100YR-24HR 15.9210 4224 100YR-24HR 16.0105 4176 100YR-24HR 16.0954 4133 100YR-24HR 16.1731 4102 100YR-24HR 16.2527 4081 100YR-24HR 16.3460 4066 100YR-24HR 16.4260 4052 100YR-24HR 16.5060 4032 100YR-24HR 16.5860 4009 100YR-24HR 16.6794 3978 100YR-24HR 16.7594 3947 100YR-24HR 16.8394 3914 100YR-24HR 16.9194 3883 100YR-24HR 17.0127 3850 100YR-24HR 17.0927 3824 100YR-24HR 17.1727 3796 100YR-24HR 17.2527 3764 100YR-24HR 17.3460 3728 100YR-24HR 17.4260 3703 Mass Balance - Routing 6 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 17.5060 3688 100YR-24HR 17.5860 3678 100YR-24HR 17.6794 3665 100YR-24HR 17.7594 3648 100YR-24HR 17.8394 3629 100YR-24HR 17.9194 3605 100YR-24HR 18.0127 3570 100YR-24HR 18.0927 3536 100YR-24HR 18.1727 3504 100YR-24HR 18.2527 3474 100YR-24HR 18.3460 3442 100YR-24HR 18.4260 3413 100YR-24HR 18.5060 3382 100YR-24HR 18.5860 3351 100YR-24HR 18.6794 3323 100YR-24HR 18.7594 3306 100YR-24HR 18.8394 3294 100YR-24HR 18.9194 3282 100YR-24HR 19.0127 3262 100YR-24HR 19.0927 3245 100YR-24HR 19.1727 3232 100YR-24HR 19.2527 3225 100YR-24HR 19.3460 3222 100YR-24HR 19.4260 3217 100YR-24HR 19.5060 3208 100YR-24HR 19.5860 3197 100YR-24HR 19.6794 3188 100YR-24HR 19.7594 3186 100YR-24HR 19.8394 3186 100YR-24HR 19.9194 3178 100YR-24HR 20.0127 3152 100YR-24HR 20.0927 3120 100YR-24HR 20.1727 3085 100YR-24HR 20.2527 3047 100YR-24HR 20.3460 3003 100YR-24HR 20.4260 2972 100YR-24HR 20.5060 2947 100YR-24HR 20.5860 2927 100YR-24HR 20.6794 2904 100YR-24HR 20.7594 2882 100YR-24HR 20.8394 2861 100YR-24HR 20.9194 2843 Mass Balance - Routing 7 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 21.0127 2830 100YR-24HR 21.0927 2822 100YR-24HR 21.1727 2817 100YR-24HR 21.2527 2812 100YR-24HR 21.3460 2807 100YR-24HR 21.4260 2800 100YR-24HR 21.5060 2789 100YR-24HR 21.5860 2777 100YR-24HR 21.6794 2767 100YR-24HR 21.7594 2763 100YR-24HR 21.8394 2762 100YR-24HR 21.9194 2758 100YR-24HR 22.0127 2751 100YR-24HR 22.0927 2742 100YR-24HR 22.1727 2737 100YR-24HR 22.2527 2735 100YR-24HR 22.3460 2736 100YR-24HR 22.4260 2736 100YR-24HR 22.5060 2731 100YR-24HR 22.5860 2725 100YR-24HR 22.6794 2720 100YR-24HR 22.7594 2721 100YR-24HR 22.8394 2724 100YR-24HR 22.9194 2728 100YR-24HR 23.0127 2733 100YR-24HR 23.0927 2736 100YR-24HR 23.1727 2737 100YR-24HR 23.2527 2732 100YR-24HR 23.3460 2725 100YR-24HR 23.4260 2722 100YR-24HR 23.5060 2722 100YR-24HR 23.5860 2724 100YR-24HR 23.6794 2725 100YR-24HR 23.7594 2722 100YR-24HR 23.8394 2715 100YR-24HR 23.9194 2701 100YR-24HR 24.0127 2672 100YR-24HR 24.0927 2637 100YR-24HR 24.1700 2583 100YR-24HR 24.2506 2499 100YR-24HR 24.3382 2389 100YR-24HR 24.4167 2290 Mass Balance - Routing 8 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 24.5028 2186 100YR-24HR 24.5840 2094 100YR-24HR 24.6678 2006 100YR-24HR 24.7511 1925 100YR-24HR 24.8334 1852 100YR-24HR 24.9196 1781 100YR-24HR 25.0085 1714 100YR-24HR 25.0878 1657 100YR-24HR 25.1674 1605 100YR-24HR 25.2536 1551 100YR-24HR 25.3373 1502 100YR-24HR 25.4198 1458 100YR-24HR 25.5082 1413 100YR-24HR 25.5877 1375 100YR-24HR 25.6677 1339 100YR-24HR 25.7610 1299 100YR-24HR 25.8410 1267 100YR-24HR 25.9210 1236 100YR-24HR 26.0010 1206 100YR-24HR 26.0943 1173 100YR-24HR 26.1743 1147 100YR-24HR 26.2543 1121 100YR-24HR 26.3343 1096 100YR-24HR 26.4277 1069 100YR-24HR 26.5077 1047 100YR-24HR 26.5877 1025 100YR-24HR 26.6677 1005 100YR-24HR 26.7610 982 100YR-24HR 26.8410 963 100YR-24HR 26.9210 945 100YR-24HR 27.0010 928 100YR-24HR 27.0943 908 100YR-24HR 27.1743 892 100YR-24HR 27.2543 877 100YR-24HR 27.3343 862 100YR-24HR 27.4277 846 100YR-24HR 27.5077 832 100YR-24HR 27.5877 818 100YR-24HR 27.6677 806 100YR-24HR 27.7610 791 100YR-24HR 27.8410 779 100YR-24HR 27.9210 767 Mass Balance - Routing 9 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 28.0010 756 100YR-24HR 28.0943 743 100YR-24HR 28.1743 733 100YR-24HR 28.2543 722 100YR-24HR 28.3343 712 100YR-24HR 28.4277 701 100YR-24HR 28.5077 692 100YR-24HR 28.5877 683 100YR-24HR 28.6677 674 100YR-24HR 28.7610 664 100YR-24HR 28.8410 655 100YR-24HR 28.9210 647 100YR-24HR 29.0010 639 100YR-24HR 29.0943 630 100YR-24HR 29.1743 623 100YR-24HR 29.2543 616 100YR-24HR 29.3343 608 100YR-24HR 29.4277 601 100YR-24HR 29.5077 594 100YR-24HR 29.5877 588 100YR-24HR 29.6677 581 100YR-24HR 29.7610 574 100YR-24HR 29.8410 568 100YR-24HR 29.9210 562 100YR-24HR 30.0010 557 100YR-24HR 30.0943 550 100YR-24HR 30.1743 545 100YR-24HR 30.2543 539 100YR-24HR 30.3343 534 100YR-24HR 30.4277 528 100YR-24HR 30.5077 523 100YR-24HR 30.5877 518 100YR-24HR 30.6677 513 100YR-24HR 30.7610 508 100YR-24HR 30.8410 503 100YR-24HR 30.9210 498 100YR-24HR 31.0010 494 100YR-24HR 31.0943 489 100YR-24HR 31.1743 485 100YR-24HR 31.2543 480 100YR-24HR 31.3343 476 100YR-24HR 31.4277 471 Mass Balance - Routing 10 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 31.5077 467 100YR-24HR 31.5877 464 100YR-24HR 31.6677 460 100YR-24HR 31.7610 455 100YR-24HR 31.8410 452 100YR-24HR 31.9210 448 100YR-24HR 32.0010 444 100YR-24HR 32.0943 440 100YR-24HR 32.1743 437 100YR-24HR 32.2543 433 100YR-24HR 32.3343 430 100YR-24HR 32.4277 426 100YR-24HR 32.5077 423 100YR-24HR 32.5877 420 100YR-24HR 32.6677 417 100YR-24HR 32.7610 413 100YR-24HR 32.8410 410 100YR-24HR 32.9210 407 100YR-24HR 33.0010 404 100YR-24HR 33.0943 401 100YR-24HR 33.1743 398 100YR-24HR 33.2543 395 100YR-24HR 33.3343 392 100YR-24HR 33.4277 389 100YR-24HR 33.5077 386 100YR-24HR 33.5877 384 100YR-24HR 33.6677 381 100YR-24HR 33.7610 378 100YR-24HR 33.8410 376 100YR-24HR 33.9210 373 100YR-24HR 34.0010 371 100YR-24HR 34.0943 368 100YR-24HR 34.1743 365 100YR-24HR 34.2543 363 100YR-24HR 34.3343 361 100YR-24HR 34.4277 358 100YR-24HR 34.5077 356 100YR-24HR 34.5877 354 100YR-24HR 34.6677 351 100YR-24HR 34.7610 349 100YR-24HR 34.8410 347 100YR-24HR 34.9210 345 Mass Balance - Routing 11 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 35.0010 343 100YR-24HR 35.0943 340 100YR-24HR 35.1743 338 100YR-24HR 35.2543 336 100YR-24HR 35.3343 334 100YR-24HR 35.4277 332 100YR-24HR 35.5077 330 100YR-24HR 35.5877 328 100YR-24HR 35.6677 326 100YR-24HR 35.7610 324 100YR-24HR 35.8410 322 100YR-24HR 35.9210 320 100YR-24HR 36.0010 319 100YR-24HR 36.0943 317 100YR-24HR 36.1743 315 100YR-24HR 36.2543 313 100YR-24HR 36.3343 312 100YR-24HR 36.4277 310 100YR-24HR 36.5077 308 100YR-24HR 36.5877 306 100YR-24HR 36.6677 305 100YR-24HR 36.7610 303 100YR-24HR 36.8410 301 100YR-24HR 36.9210 300 100YR-24HR 37.0010 298 100YR-24HR 37.0943 296 100YR-24HR 37.1743 295 100YR-24HR 37.2543 294 100YR-24HR 37.3343 292 100YR-24HR 37.4277 290 100YR-24HR 37.5077 289 100YR-24HR 37.5877 287 100YR-24HR 37.6677 286 100YR-24HR 37.7610 284 100YR-24HR 37.8410 283 100YR-24HR 37.9210 281 100YR-24HR 38.0010 280 100YR-24HR 38.0943 278 100YR-24HR 38.1743 277 100YR-24HR 38.2543 275 100YR-24HR 38.3343 274 100YR-24HR 38.4277 272 Mass Balance - Routing 12 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 38.5077 271 100YR-24HR 38.5877 270 100YR-24HR 38.6677 268 100YR-24HR 38.7610 267 100YR-24HR 38.8410 266 100YR-24HR 38.9210 264 100YR-24HR 39.0010 263 100YR-24HR 39.0943 261 100YR-24HR 39.1743 260 100YR-24HR 39.2543 259 100YR-24HR 39.3343 258 100YR-24HR 39.4277 256 100YR-24HR 39.5077 255 100YR-24HR 39.5877 254 100YR-24HR 39.6677 253 100YR-24HR 39.7610 251 100YR-24HR 39.8410 250 100YR-24HR 39.9210 249 100YR-24HR 40.0010 248 100YR-24HR 40.0943 247 100YR-24HR 40.1743 245 100YR-24HR 40.2543 244 100YR-24HR 40.3343 243 100YR-24HR 40.4277 242 100YR-24HR 40.5077 241 100YR-24HR 40.5877 240 100YR-24HR 40.6677 239 100YR-24HR 40.7610 238 100YR-24HR 40.8410 237 100YR-24HR 40.9210 236 100YR-24HR 41.0010 234 100YR-24HR 41.0943 233 100YR-24HR 41.1743 232 100YR-24HR 41.2543 231 100YR-24HR 41.3343 230 100YR-24HR 41.4277 229 100YR-24HR 41.5077 228 100YR-24HR 41.5877 227 100YR-24HR 41.6677 226 100YR-24HR 41.7610 225 100YR-24HR 41.8410 224 100YR-24HR 41.9210 223 Mass Balance - Routing 13 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 42.0010 222 100YR-24HR 42.0943 221 100YR-24HR 42.1743 220 100YR-24HR 42.2543 220 100YR-24HR 42.3343 219 100YR-24HR 42.4277 218 100YR-24HR 42.5077 217 100YR-24HR 42.5877 216 100YR-24HR 42.6677 215 100YR-24HR 42.7610 214 100YR-24HR 42.8410 213 100YR-24HR 42.9210 212 100YR-24HR 43.0010 212 100YR-24HR 43.0943 211 100YR-24HR 43.1743 210 100YR-24HR 43.2543 209 100YR-24HR 43.3343 208 100YR-24HR 43.4277 208 100YR-24HR 43.5077 207 100YR-24HR 43.5877 206 100YR-24HR 43.6677 205 100YR-24HR 43.7610 205 100YR-24HR 43.8410 204 100YR-24HR 43.9210 203 100YR-24HR 44.0010 203 100YR-24HR 44.0943 202 100YR-24HR 44.1743 201 100YR-24HR 44.2543 201 100YR-24HR 44.3343 200 100YR-24HR 44.4277 199 100YR-24HR 44.5077 199 100YR-24HR 44.5877 198 100YR-24HR 44.6677 197 100YR-24HR 44.7610 197 100YR-24HR 44.8410 196 100YR-24HR 44.9210 195 100YR-24HR 45.0010 195 100YR-24HR 45.0943 194 100YR-24HR 45.1743 193 100YR-24HR 45.2543 193 100YR-24HR 45.3343 192 100YR-24HR 45.4277 192 Mass Balance - Routing 14 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:08 Sim Relative Time [hrs]Stored Volume (Flow Based) [ft3] 100YR-24HR 45.5077 191 100YR-24HR 45.5877 190 100YR-24HR 45.6677 190 100YR-24HR 45.7610 189 100YR-24HR 45.8410 189 100YR-24HR 45.9210 188 100YR-24HR 46.0010 188 100YR-24HR 46.0943 187 100YR-24HR 46.1743 186 100YR-24HR 46.2543 186 100YR-24HR 46.3343 185 100YR-24HR 46.4277 185 100YR-24HR 46.5077 184 100YR-24HR 46.5877 184 100YR-24HR 46.6677 183 100YR-24HR 46.7610 182 100YR-24HR 46.8410 182 100YR-24HR 46.9210 181 100YR-24HR 47.0010 181 100YR-24HR 47.0943 180 100YR-24HR 47.1743 180 100YR-24HR 47.2543 179 100YR-24HR 47.3343 179 100YR-24HR 47.4277 178 100YR-24HR 47.5077 178 100YR-24HR 47.5877 177 100YR-24HR 47.6677 177 100YR-24HR 47.7610 176 100YR-24HR 47.8410 176 100YR-24HR 47.9210 175 100YR-24HR 48.0010 175 Description: Reviewing Entity: Job #: Date:4/10/2023 Elevation Area Incremental Volume Total Volume (ft) (acre) (ac-ft) (ac-ft) 842.5 0.17 0.000 0.0 847.93 0.17 0.927 0.9 849.5 0.17 0.268 1.2 100-yr WS Volume 40,372.90 CF Total Pond Volume 52,046.09 CF Open Volume 11,673.20 CF Additional Capacity 22.43% 2021-274-S PROPOSED STORMWATER SYSTEM DETENTION POND VOLUME Job Information Old Meridian & Main City of Carmel 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:55 Background Image: Off-Site Curve Number: CN [Set] Land Cover Zone Soil Zone Curve Number [dec] Pro DD Rose Walk D 80.0 Proposed On-Site D 95.0 SW Off-Site D 90.0 Impervious: Impervious [Set] Land Cover Zone % Impervious % DCIA % Direct Ia Impervious [in]Ia Pervious [in] Pro DD Rose Walk 0.00 0.00 0.00 0.000 0.000 Proposed On-Site 0.00 0.00 0.00 0.000 0.000 SW Off-Site 0.00 0.00 0.00 0.000 0.000 2 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:55 Manual Basin: Off-Site SW Scenario:Scenario 1 - Off-Site Node:Storm Trap Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0700 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 0.0700 SW Off-Site D Comment: Manual Basin: Proposed Basin Scenario:Scenario 1 - Off-Site Node:Storm Trap Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.4300 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 6.4300 Proposed On-Site D Comment: Manual Basin: Proposed DD to Rose Walk Scenario:Scenario 1 - Off-Site Node:Proposed DD to Rose Walk Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 0.0600 Pro DD Rose Walk D 3 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:55 Comment: Node: Outlet Scenario:Scenario 1 - Off-Site Type:Time/Stage Base Flow:0.00 cfs Initial Stage:841.95 ft Warning Stage:842.95 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 841.95 0 0 0 99999.0000 841.95 Comment: Node: Proposed DD to Rose Walk Scenario:Scenario 1 - Off-Site Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:101.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 99999.0000 100.00 Comment: Node: Storm Trap Scenario:Scenario 1 - Off-Site Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:842.50 ft Warning Stage:849.50 ft Stage [ft]Volume [ac-ft]Volume [ft3] 849.50 1.19 52046 848.50 1.02 44611 847.50 0.85 37176 4 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:55 Stage [ft]Volume [ac-ft]Volume [ft3] 846.50 0.68 29741 845.50 0.51 22305 844.50 0.34 14870 843.50 0.17 7435 842.50 0.00 0 Comment: Drop Structure Link: OCS Scenario:Scenario 1 - Off-Site From Node:Storm Trap To Node:Outlet Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:267.00 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:842.50 ft Invert:841.95 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:842.50 ft Control Elevation:842.50 ft Max Depth:1.00 ft Max Width:2.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: 5 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:55 Simulation: 100YR-24HR Scenario:Scenario 1 - Off-Site Run Date/Time:4/10/2023 11:44:53 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Min Calculation Time:48.0000 0.1000 Max Calculation Time:48.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:Impervious Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Global 6 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:55 Opt: Max dZ:1.0000 ft Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (1D):0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D):Energy Comment: 1D Nodes - Max 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Old Meridian and Main (2-10, 10-100)\4/10/2023 11:52 Sim Node Name Maximum Stage [ft]Maximum Total Inflow Rate [cfs]Maximum Total Outflow Rate [cfs] 100YR-24HR Storm Trap 847.99 40.61 16.34 Description:Old Meridian & Main Reviewing Entity: Job #: Date:04/10/23 *Emergency spillway must carry the peak 100 yr flow rate to the pond 40.61 (From ICPR output) 50.76 3.00 50.76 5.00 2.25 100 yr Flood Elev. =847.93 847.93 850.18 852.00 *OVERFLOW SPILLWAY WIDTH OF 5 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 2021-274-S Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information City of Carmel APPENDIX E PROPOSED STORM SEWER Old Meridian & Main City of Carmel 2021-274-S 12/12/2022 Runoff Coefficient Runoff Curve Number Roof 0.85 98 Grass 0.30 61 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient (acres)(acres)(acres)(acres)(acres)C 100 100 - - 0.01 -0.01 0.85 101 101 - - 0.02 -0.02 0.85 102 102 - - 0.03 -0.03 0.85 103 103 - - 0.11 -0.11 0.85 105 105 - - 0.21 -0.21 0.85 106 106 - - - -- - 300 300 - 0.01 0.04 -0.05 0.74 301 301 - - 0.14 -0.14 0.85 302 302 - 0.08 0.12 -0.20 0.62 314 314 - - 0.03 -0.03 0.85 313 313 - - 0.07 0.07 0.85 303 303 - - 0.07 -0.07 0.85 304 304 - 0.00 0.12 -0.12 0.85 305 305 - - 0.12 -0.12 0.85 306 306 - 0.10 0.38 -0.48 0.74 307 307 - 0.05 0.09 -0.14 0.66 307A 307A - - - -- - 308 308 - 0.03 0.08 -0.11 0.70 309 309 - - - -- - 310 310 - - - -- - 311 311 - - - -- - 200 200 - 0.03 0.12 -0.15 0.74 201 201 - 0.03 0.06 -0.09 0.67 206 206 - 0.05 0.00 -0.05 0.30 202 202 - - 0.01 -0.01 0.85 203 203 - - - -- - 204 204 - - - -- - Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:Old Meridian & Main Reviewing Entity: Job #: Date: 10-yr Entity Data Invert Drop 0.1 INLET CASTING TO INLET CASTING INLET c AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET CASTING INLET Q CUM. Q U.S. D.S. U.S. D.S. (ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft) 100 101 30.2 RCP 0.85 0.01 0.01 0.01 0.01 5.00 5.00 - - 6.12 6.12 0.05 0.05 12 0.35 0.013 2.11 2% 2.68 0.11 1.13 0.19 851.69 851.77 847.96 847.85 101 102 46.0 RCP 0.85 0.02 0.02 0.02 0.03 5.00 5.19 - - 6.12 6.09 0.11 0.17 12 0.35 0.013 2.11 8% 2.68 0.19 1.60 0.29 851.77 851.69 847.75 847.59 102 103 75.4 RCP 0.85 0.03 0.03 0.03 0.05 5.00 5.47 - - 6.12 6.03 0.17 0.33 12 0.35 0.013 2.11 16% 2.68 0.27 1.95 0.47 851.69 851.56 847.49 847.22 103 106 35.6 RCP 0.85 0.11 0.09 0.09 0.15 5.00 5.94 - - 6.12 5.95 0.57 0.88 12 0.35 0.013 2.11 42% 2.68 0.45 2.56 0.22 851.56 851.79 847.12 847.00 105 106 48.7 RCP 0.85 0.21 0.18 0.18 0.18 5.00 5.00 - - 6.12 6.12 1.07 1.07 12 0.35 0.013 2.11 51% 2.68 0.51 2.69 0.30 849.69 851.79 845.98 845.81 106 307A 117.3 RCP - - - - 0.32 5.00 6.16 - - 6.12 5.91 - 1.90 12 0.35 0.013 2.11 90% 2.68 0.74 3.04 0.73 851.79 851.15 845.71 845.30 300 302 74.7 RCP 0.74 0.05 0.04 0.04 0.04 5.00 5.00 - - 6.12 6.12 0.23 0.23 12 0.35 0.013 2.11 11% 2.68 0.22 1.75 0.46 849.17 848.94 844.54 844.27 301 302 132.3 RCP 0.85 0.14 0.90 0.58 0.64 0.12 0.64 5.00 5.00 - - 6.12 6.12 0.73 3.94 18 0.20 0.013 4.70 84% 2.66 1.05 2.98 0.83 851.32 848.94 844.96 844.70 302 304 161.0 RCP 0.62 0.20 - -0.12 0.12 0.80 5.00 5.83 - - 6.12 5.97 0.75 4.80 24 0.20 0.013 10.12 47% 3.22 0.97 3.18 0.83 848.94 848.98 844.27 843.95 314 313 18.7 RCP 0.85 0.03 0.90 0.35 0.34 0.03 0.34 5.00 5.00 - - 6.12 6.12 0.16 2.06 12 0.35 0.013 2.11 98% 2.68 0.80 3.06 0.12 851.44 851.32 845.55 845.49 313 303 54.4 RCP 0.85 0.07 0.90 0.21 0.25 0.06 0.59 5.00 5.12 - - 6.12 6.10 0.36 3.57 15 0.40 0.013 4.09 87% 3.33 0.90 3.75 0.27 851.32 851.13 845.39 845.17 303 304 26.9 RCP 0.85 0.07 - -0.06 0.06 0.64 5.00 5.39 - - 6.12 6.05 0.36 3.90 15 0.45 0.013 4.33 90% 3.53 0.93 4.00 0.13 851.13 848.98 845.07 844.95 304 305 154.9 RCP 0.85 0.12 - -0.10 0.10 1.55 5.00 6.66 - - 6.12 5.82 0.62 9.02 24 0.20 0.013 10.12 89% 3.22 1.47 3.64 0.80 848.98 849.96 843.95 843.64 305 306 167.1 RCP 0.85 0.12 - -0.10 0.10 1.65 5.00 7.46 - - 6.12 5.68 0.62 9.38 24 0.20 0.013 10.12 93% 3.22 1.52 3.66 0.86 849.96 849.63 843.64 843.31 306 307 71.8 RCP 0.74 0.48 - -0.35 0.35 2.01 5.00 8.33 - - 6.12 5.52 2.16 11.07 30 0.20 0.013 18.34 60% 3.74 1.40 3.91 0.32 849.63 850.70 843.31 843.16 307 307A 39.9 RCP 0.66 0.14 0.90 0.27 0.33 0.09 2.33 5.00 8.65 - - 6.12 5.46 0.55 12.76 30 0.20 0.013 18.34 70% 3.74 1.53 4.04 0.18 850.70 851.15 843.16 843.09 307A 308 48.6 RCP - -- -- - 2.66 -8.83 - - - 5.43 - 14.43 30 0.20 0.013 18.34 79% 3.74 1.67 4.14 0.22 851.15 850.62 843.09 842.99 308 309 110.7 RCP 0.70 0.11 0.90 0.33 0.37 0.08 3.03 5.00 9.04 - - 6.12 5.39 0.47 16.34 30 0.20 0.013 18.34 89% 3.74 1.84 4.22 0.49 850.62 852.00 842.99 842.77 309 310 113.3 RCP - -- -- - 3.03 -9.54 - - - 5.30 - 16.07 30 0.20 0.013 18.34 88% 3.74 1.81 4.21 0.51 852.00 852.00 842.77 842.54 310 311 10.0 RCP - -0.90 1.10 0.99 - 4.02 -10.04 - - - 5.22 - 20.97 36 0.20 0.013 29.83 70% 4.22 1.85 4.57 0.04 852.00 852.00 842.54 842.52 311 312 10.0 RCP - -- -- - 4.02 -10.08 - - - 5.21 - 20.96 36 0.20 0.013 29.83 70% 4.22 1.85 4.57 0.04 852.00 - 842.52 842.50 200 201 97.2 RCP 0.74 0.15 - -0.11 0.11 0.11 5.00 5.00 - - 6.12 6.12 0.68 0.68 12 0.35 0.013 2.11 32% 2.68 0.39 2.39 0.60 849.66 851.68 845.68 845.34 201 202 68.6 RCP 0.67 0.09 - -0.06 0.06 0.17 5.00 5.60 - - 6.12 6.01 0.37 1.03 12 0.35 0.013 2.11 49% 2.68 0.49 2.67 0.43 851.68 851.93 845.24 845.00 206 202 21.4 RCP 0.30 0.05 - -0.02 0.02 0.02 5.00 5.00 - - 6.12 6.12 0.09 0.09 12 0.35 0.013 2.11 4% 2.68 0.14 1.34 0.13 847.74 851.93 843.74 843.66 202 203 45.6 RCP 0.85 0.01 - -0.01 0.01 0.19 5.00 6.03 - - 6.12 5.93 0.05 1.15 12 0.35 0.013 2.11 55% 2.68 0.53 2.74 0.28 851.93 852.00 843.56 843.41 203 204 48.6 RCP - -- -- - 0.19 -6.31 - - - 5.88 - 1.14 12 0.35 0.013 2.11 54% 2.68 0.53 2.74 0.30 852.00 852.00 843.31 843.14 204 205 10.0 RCP - -- -- - 0.19 -6.61 - - - 5.83 - 1.13 12 0.35 0.013 2.11 54% 2.68 0.52 2.73 0.06 852.00 - 843.04 843.00 TRAVEL TIME DIRECT TO INLET i FLOW DEPTH FLOW VELOCITY CAPACITY UTILIZATIONMANNING'S NSTR. PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 2021-274-S LENGTH Drop Amount: INVERTRIMENTITY DATA i PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY ELEV.ELEV.FULL FLOW VELOCITY 04/10/23 (in/hr) CHEN'S METHOD Design Storm: TO STR. DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: FLOW (in/hr) Description:Old Meridian & Main Entity:City of Carmel Job #:2021-274-S Date:04/10/23 10-yr Entity Data (dc+D)/2 Structure Coefficient (ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft.)(ft.)(ft.)(ft.)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.) 101 100 847.85 848.85 848.40 848.40 5.00 6.12 0.05 12 0.35 0.046 0.671 0.069 0.108 0.093 1.13 30 0.013 0.105 - 0.10 0.10 0.10 0.10 - 1.25 1.60 - 0.025 0.129 848.53 851.69 848.96 102 101 847.59 848.59 848.17 848.17 5.19 6.09 0.17 12 0.35 0.104 0.901 0.115 0.190 0.166 1.60 46 0.013 0.160 1.13 0.10 0.10 0.10 0.10 - 0.50 1.95 - 0.010 0.170 848.34 851.77 848.75 103 102 847.22 848.22 847.84 847.84 5.47 6.03 0.33 12 0.35 0.168 1.086 0.155 0.267 0.236 1.95 75 0.013 0.263 1.60 0.10 0.10 0.10 0.10 - 0.50 2.56 - 0.010 0.272 848.12 851.69 848.49 106 103 847.00 848.00 847.70 847.70 5.94 5.95 0.88 12 0.35 0.342 1.469 0.233 0.449 0.392 2.56 36 0.013 0.124 1.95 0.10 0.10 0.10 0.10 - 0.50 3.04 - 0.021 0.145 847.84 851.56 848.12 106 105 845.81 846.81 846.53 846.53 5.00 6.12 1.07 12 0.35 0.398 1.581 0.252 0.505 0.436 2.69 49 0.013 0.170 - 0.10 0.10 0.10 0.10 - 1.25 3.04 - 0.141 0.311 846.84 849.69 846.98 307A 106 845.30 846.30 846.09 846.09 6.16 5.91 1.90 12 0.35 0.627 2.081 0.301 0.744 0.588 3.04 117 0.013 0.408 2.56 0.10 0.10 0.10 0.10 - 0.50 4.14 - 0.021 0.429 846.52 851.79 846.71 302 300 844.27 845.27 844.87 847.02 5.00 6.12 0.23 12 0.35 0.129 0.980 0.132 0.221 0.195 1.75 75 0.013 0.260 - 0.10 0.10 0.10 0.10 - 1.25 3.18 - 0.060 0.319 847.34 849.17 845.54 302 301 844.70 846.20 845.83 847.02 5.00 6.12 3.94 18 0.20 1.325 2.979 0.445 1.052 0.760 2.98 132 0.013 0.263 - 0.10 0.10 0.10 0.10 - 1.25 3.18 - 0.172 0.435 847.45 851.32 846.46 304 302 843.95 845.95 845.34 846.64 5.83 5.97 4.80 24 0.20 1.510 3.080 0.490 0.969 0.771 3.18 161 0.013 0.320 1.75 0.10 0.10 0.10 0.10 - 0.50 3.64 - 0.055 0.375 847.02 848.94 846.27 313 314 845.49 846.49 846.29 847.03 5.00 6.12 2.06 12 0.35 0.674 2.216 0.304 0.801 0.613 3.06 19 0.013 0.065 - 0.10 0.10 0.10 0.10 - 1.25 3.75 - 0.182 0.247 847.28 851.44 846.55 303 313 845.17 846.42 846.18 846.78 5.12 6.10 3.57 15 0.40 0.952 2.544 0.374 0.905 0.763 3.75 54 0.013 0.216 3.06 0.10 0.10 0.10 0.10 - 0.50 4.00 - 0.037 0.253 847.03 851.32 846.64 304 303 844.95 846.20 845.97 846.64 5.39 6.05 3.90 15 0.45 0.976 2.595 0.376 0.927 0.799 4.00 27 0.013 0.120 3.75 0.10 0.10 0.10 0.10 - 0.50 3.64 - 0.015 0.135 846.78 851.13 846.32 305 304 843.64 845.64 845.18 846.31 6.66 5.82 9.02 24 0.20 2.479 4.125 0.601 1.472 1.072 3.64 155 0.013 0.308 3.18 0.10 0.10 0.10 0.10 - 0.50 3.66 - 0.024 0.333 846.64 848.98 845.95 306 305 843.31 845.31 844.86 845.98 7.46 5.68 9.38 24 0.20 2.565 4.240 0.605 1.522 1.094 3.66 167 0.013 0.332 3.64 0.10 0.10 0.10 0.10 - 0.50 3.91 - 0.001 0.333 846.31 849.96 845.64 307 306 843.16 845.66 844.97 845.82 8.33 5.52 11.07 30 0.20 2.830 4.229 0.669 1.401 1.114 3.91 72 0.013 0.143 3.66 0.10 0.10 0.10 0.10 - 0.50 4.04 - 0.015 0.158 845.98 849.63 845.81 307A 307 843.09 845.59 844.93 845.73 8.65 5.46 12.76 30 0.20 3.159 4.501 0.702 1.534 1.200 4.04 40 0.013 0.079 3.91 0.10 0.10 0.10 0.10 - 0.50 4.14 - 0.008 0.087 845.82 850.70 845.66 308 307A 842.99 845.49 844.88 845.58 8.83 5.43 14.43 30 0.20 3.487 4.786 0.729 1.671 1.280 4.14 49 0.013 0.097 3.04 0.10 0.10 0.10 0.10 - 0.50 4.22 - 0.061 0.158 845.73 851.15 845.59 309 308 842.77 845.27 844.70 845.35 9.04 5.39 16.34 30 0.20 3.870 5.153 0.751 1.839 1.366 4.22 111 0.013 0.220 4.14 0.10 0.10 0.10 0.10 - 0.50 4.21 - 0.005 0.226 845.58 850.62 845.49 310 309 842.54 845.04 844.47 845.12 9.54 5.30 16.07 30 0.20 3.815 5.097 0.748 1.814 1.354 4.21 113 0.013 0.225 4.22 0.10 0.10 0.10 0.10 - 0.50 4.57 - 0.001 0.226 845.35 852.00 845.27 311 310 842.52 845.52 844.76 845.08 10.04 5.22 20.97 36 0.20 4.589 5.429 0.845 1.855 1.471 4.57 10 0.013 0.020 4.21 0.10 0.10 0.10 0.10 - 0.50 4.57 - 0.024 0.044 845.12 852.00 845.54 312 311 842.50 845.50 844.74 844.74 10.08 5.21 20.96 36 0.20 4.587 5.427 0.845 1.854 1.471 4.57 10 0.013 0.020 4.57 0.10 0.10 0.10 0.10 1.00 0.50 - 0.324 0.000 0.344 845.08 852.00 845.52 201 200 845.34 846.34 846.01 846.01 5.00 6.12 0.68 12 0.35 0.284 1.350 0.210 0.390 0.343 2.39 97 0.013 0.338 - 0.10 0.10 0.10 0.10 - 1.25 2.67 - 0.111 0.449 846.46 849.66 846.68 202 201 845.00 846.00 845.71 845.71 5.60 6.01 1.03 12 0.35 0.385 1.556 0.248 0.493 0.426 2.67 69 0.013 0.239 2.39 0.10 0.10 0.10 0.10 - 0.50 2.74 - 0.011 0.250 845.96 851.68 846.24 202 206 843.66 844.66 844.23 844.29 5.00 6.12 0.09 12 0.35 0.068 0.774 0.088 0.142 0.124 1.34 21 0.013 0.074 - 0.10 0.10 0.10 0.10 - 1.25 2.74 - 0.035 0.109 844.40 847.74 844.74 203 202 843.41 844.41 844.13 844.13 6.03 5.93 1.15 12 0.35 0.421 1.627 0.259 0.528 0.453 2.74 46 0.013 0.159 2.67 0.10 0.10 0.10 0.10 - 0.50 2.74 - 0.003 0.162 844.29 851.93 844.56 204 203 843.14 844.14 843.86 843.88 6.31 5.88 1.14 12 0.35 0.418 1.621 0.258 0.525 0.451 2.74 49 0.013 0.169 2.74 0.10 0.10 0.10 0.10 - 0.50 2.73 - 0.000 0.169 844.04 852.00 844.31 205 204 843.00 844.00 843.72 843.72 6.61 5.83 1.13 12 0.35 0.415 1.615 0.257 0.522 0.448 2.73 10 0.013 0.035 2.74 0.10 0.10 0.10 0.10 1.00 0.50 - 0.116 0.000 0.151 843.88 852.00 844.04 Intensity Calculation Method: Starting Elevation: Calculation Method: INTENSITY Job Information Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE (HGL) CALCULATIONS D.S. STR. U.S. STR. D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATA UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREA WETTED PERIMETER HYDRAULIC RADIUS FLOW DEPTH VELOCITY LENGTH MANNING'S N FRICTION LOSS "A" LOSS "B" LOSS "C" LOSS TOTAL LOSS U.S. HGL ELEV. U.S. STR. CROWN"D" LOSS OUTLET STRUCTURE COEFFICIENT UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY OUTLET STRUCTURE LOSS UPSTREAM STRUCTURE LOSS U.S. STR. TOR Job Information Description: Reviewing Entity:City of Carmel Job #:2021-274-S Date:04/10/23 10-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR. STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO. TYPE TYPE (ft) (ft) (acres) (min) (in/hr) (cfs) (ft) (ft) (ft) 100 TYPE ''A'' INLET R-3472 2.57 3.73 0.85 0.01 5.00 6.12 0.05 0.00 0.03 0.03 101 TYPE ''A'' INLET R-3472 2.85 4.02 0.85 0.02 5.00 6.12 0.11 0.00 0.05 0.05 102 TYPE ''A'' INLET R-3472 3.04 4.21 0.85 0.03 5.00 6.12 0.17 0.00 0.07 0.07 103 TYPE ''A'' INLET R-3472 3.27 4.44 0.85 0.11 5.00 6.12 0.57 0.03 0.15 0.15 105 TYPE ''A'' INLET R-3472 2.54 3.71 0.85 0.21 5.00 6.12 1.07 0.12 0.22 0.22 106 TYPE ''C'' MANHOLE R-1772 4.91 6.08 - - - - - - - 0.00 300 TYPE ''A'' INLET R-3010 3.47 4.63 0.74 0.05 5.00 6.12 0.23 0.01 0.11 0.11 301 TYPE ''C'' MANHOLE R-3472 4.65 6.36 0.85 0.14 5.00 6.12 0.73 0.05 0.17 0.17 302 TYPE ''C'' MANHOLE R-3010 2.42 4.67 0.62 0.20 5.00 6.12 0.75 0.10 0.23 0.23 314 TYPE ''C'' MANHOLE R-3472 4.72 5.89 0.85 0.03 5.00 6.12 0.16 0.00 0.07 0.07 313 TYPE ''C'' MANHOLE R-3472 4.49 5.93 0.85 0.07 5.00 6.12 0.36 0.01 0.11 0.11 303 TYPE ''C'' MANHOLE R-3472 4.62 6.06 0.85 0.07 5.00 6.12 0.36 0.01 0.11 0.11 304 TYPE ''C'' MANHOLE R-3010 2.78 5.03 0.85 0.12 5.00 6.12 0.62 0.07 0.21 0.21 305 TYPE ''C'' MANHOLE R-3010 4.07 6.32 0.85 0.12 5.00 6.12 0.62 0.07 0.21 0.21 306 TYPE ''J'' MANHOLE R-3472 3.53 6.32 0.74 0.48 5.00 6.12 2.16 0.48 0.34 0.48 307 TYPE ''J'' MANHOLE R-3472 4.74 7.54 0.66 0.14 5.00 6.12 0.55 0.03 0.15 0.15 307A TYPE ''J'' MANHOLE R-1772 5.27 8.06 - - - - - - - 0.00 308 TYPE ''J'' MANHOLE R-3472 4.84 7.63 0.70 0.11 5.00 6.12 0.47 0.02 0.13 0.13 309 TYPE ''J'' MANHOLE R-1772 6.44 9.23 - - - - - - - 0.00 310 TYPE ''K'' MANHOLE R-1772 6.13 9.46 - - - - - - - 0.00 311 TYPE ''J'' MANHOLE R-1772 6.15 9.48 - - - - - - - 0.00 200 TYPE ''A'' INLET R-3010 2.81 3.98 0.74 0.15 5.00 6.12 0.68 0.08 0.22 0.22 201 TYPE ''C'' MANHOLE R-3010 5.27 6.44 0.67 0.09 5.00 6.12 0.37 0.02 0.15 0.15 206 TYPE ''A'' INLET R-4342 2.83 4.00 0.30 0.05 5.00 6.12 0.09 0.00 0.05 0.05 202 TYPE ''C'' MANHOLE R-3010 7.20 8.37 0.85 0.01 5.00 6.12 0.05 0.00 0.04 0.04 203 TYPE ''C'' MANHOLE R-1772 7.53 8.69 - - - - - - - 0.00 204 TYPE ''C'' MANHOLE R-1772 7.80 8.96 - - - - - - - 0.00 Old Meridian & Main Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Design Parameters Design Storm: APPENDIX F WATER QUALITY Description:Old Meridian & Main Reviewing Entity: Job #: Date:03/30/23 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.77 Impervious Area 4.91 Area 5.68 I = 86% (%) Rv = 0.82742003 Qa=0.83 (in.) CALCULATED CNwq CNwq =98 PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] Job Information City of Carmel 2021-274-S Aqua-Swirl Description:Old Meridian & Main Reviewing Entity: Job #: Date:12/12/22 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.11 Impervious Area 0.19 Area 0.30 I = 62% (%) Rv = 0.60584734 Qa=0.61 (in.) CALCULATED CNwq CNwq =96 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] Site Saver Basin 1 PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 2021-274-S 1000 Description:Old Meridian & Main Reviewing Entity: Job #: Date:03/30/23 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.66 Impervious Area 4.72 Area 5.38 I = 88% (%) Rv = 0.83977539 Qa=0.84 (in.) CALCULATED CNwq CNwq =99 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] Site Saver Basin 2 PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 2021-274-S 1000 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Water Quality\Old Meridian & Main WQ\3/30/2023 11:15 Background Image: Water Quality Image Curve Number: WQCN [Set] Land Cover Zone Soil Zone Curve Number [dec] Aqua-Swirl Aqua-Swirl 98.0 Site Saver 1 Site Saver 1 96.0 Site Saver 2 Site Save 2 99.0 Impervious: WQ [Set] Land Cover Zone % Impervious % DCIA % Direct Ia Impervious [in]Ia Pervious [in] Aqua-Swirl 0.00 0.00 0.00 0.000 0.000 Site Saver 1 0.00 0.00 0.00 0.000 0.000 Site Saver 2 0.00 0.00 0.00 0.000 0.000 Manual Basin: Aqua-Swirl Scenario:Scenario1 Node:Aqua-Swirl Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.6800 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 5.6800 Aqua-Swirl Aqua-Swirl Comment: 2 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Water Quality\Old Meridian & Main WQ\3/30/2023 11:15 Manual Basin: Site Saver 1 Basin Scenario:Scenario1 Node:Site Saver 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.3000 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 0.3000 Site Saver 1 Site Saver 1 Comment: Manual Basin: Site Saver Basin 2 Scenario:Scenario1 Node:Site Saver 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.3800 ac Area [ac]Land Cover Zone Soil Zone Rainfall Name 5.3800 Site Saver 2 Site Save 2 Comment: Node: Aqua-Swirl Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:101.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 99999.0000 100.00 Comment: 3 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Water Quality\Old Meridian & Main WQ\3/30/2023 11:15 Node: Site Saver 1 Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:101.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 99999.0000 100.00 Comment: Node: Site Saver 2 Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:101.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 99999.0000 101.00 Comment: Simulation: 01IN-24HR Scenario:Scenario1 Run Date/Time:3/30/2023 11:00:16 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Min Calculation Time:30.0000 0.1000 Max Calculation Time:30.0000 4 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Water Quality\Old Meridian & Main WQ\3/30/2023 11:15 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set:WQCN Green-Ampt Set: Vertical Layers Set: Impervious Set:WQ Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:1.00 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (1D):0.0050 ft Min Node Srf Area (1D): 100 ft2 Energy Switch (1D):Energy Comment: 1D Nodes - Max 1 W:\Edward Rose Properties\2021-274-S Edward Rose- Old Meridian & Main St\Design\Calcs\ICPR\Water Quality\Old Meridian & Main WQ\3/30/2023 11:13 Scenario Sim Node Name Maximum Total Inflow Rate [cfs] Scenario1 01IN-24HR Aqua-Swirl 5.09 Scenario1 01IN-24HR Site Saver 1 0.28 Scenario1 01IN-24HR Site Saver 2 5.16 Description: Entity: Job #: Date:04/10/23 Top Width (ft):- Velocity (ft/s):3.23 Cross Sectional Area (ft2):1.58 Wetted Perimeter (ft):3.15 Hydraulic Radius (ft):0.50 Flow Rate (cfs):5.09 Maximum Flow Rate (cfs): 10.88 Depth of Flow (ft):1.00 Slope of Channel (ft/ft):0.0020 Manning's Roughness Coefficient:0.013 Freeboard (ft):- Side Slope (x:1):- Location of Channel:Diversion Structure Geometry:Circular Solve For:Depth 1-inch, 24hr Diameter (ft):2 Bottom Width (ft):- 2021-274-S PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information Old Meridian & Main City of Carmel City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 01/02/19 Version 13.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that remove 80% or more of Test Particles PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) Stormceptor® 2,3 STC 450 0.37 N/A 8 STC 900 0.83 N/A 8 STC1200 0.83 N/A 10 STC 1800 0.83 N/A 15 STC 2400 1.38 N/A 12 STC 3600 1.38 N/A 17 STC 4800 2.30 N/A 15 STC 6000 2.30 N/A 18 STC 7200 3.22 N/A 15 STC 11000 4.59 N/A 15 STC 13000 4.59 N/A 18 STC 16000 6.43 N/A 15 Downstream Defender® 2 4 Foot Diameter 1.3 N/A 18 6 Foot Diameter 3.58 N/A 24 8 Foot Diameter 7.35 N/A 30 10 Foot Diameter 12.85 N/A 36 VortSentry®2,3 VS30 0.28 N/A 36 VS40 0.58 N/A 36 VS50 1.01 N/A 36 VS60 1.60 N/A 36 VS70 2.35 N/A 36 VS80 3.28 N/A 36 Vortechs®2,3 1000 0.49 N/A 30 2000 1.00 N/A 30 3000 1.75 N/A 30 4000 2.76 N/A 30 5000 4.05 N/A 30 7000 5.66 N/A 30 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 9000 7.59 N/A 30 11000 9.88 N/A 30 16000 15.59 N/A 30 PC1319 or 1319 CIP 19.04 N/A 30 PC1421 or 1421 CIP 22.92 N/A 30 1522 CIP 27.23 N/A 30 1624 CIP 32.00 N/A 30 1726 CIP 37.24 N/A 30 1827 CIP 42.96 N/A 30 1929 CIP 49.17 N/A 30 2030 CIP 55.90 N/A 30 2131 CIP 63.15 N/A 30 2233 CIP 70.94 N/A 30 2334 CIP 79.28 N/A 30 2436 CIP 88.18 N/A 30 2538 CIP 97.66 N/A 30 2639 CIP 107.72 N/A 30 2740 CIP 118.37 N/A 30 2842 CIP 129.64 N/A 30 2943 CIP 141.53 N/A 30 3045 CIP 154.05 N/A 30 3146 CIP 167.21 N/A 30 3349 CIP 195.49 N/A 30 3958 CIP 296.83 N/A 30 4060 CIP 316.23 N/A 30 Aqua-Swirl™ 2,3 AS-2 0.26 N/A 24 AS-3 0.50 N/A 32 AS-4 0.98 N/A 32 AS-5 1.47 N/A 32 AS-6 2.32 N/A 32 AS-7 3.40 N/A 32 AS-8 4.75 N/A 32 AS-9 6.38 N/A 32 AS-10 8.30 N/A 32 AS-11 10.54 N/A 32 AS-12 13.10 N/A 32 AS-13 16.00 N/A 32 Page 1 of 4 PHILIP D. MURPHY DEPARTMENT OF ENVIRONMENTAL PROTECTION CATHERINE R. McCABE Governor Mail Code - 401-02B Commissioner Water Pollution Management Element SHEILA Y. OLIVER Bureau of Nonpoint Pollution Control Lt. Governor P.O. Box 420 – 401 E. State St. Trenton, NJ 08625-0420 Tel: (609) 633-7021 / Fax: (609) 777-0432 http://www.state.nj.us/dep/dwq/bnpc_home.htm March 14, 2019 Dan Fajman General Manager – Water Quality StormTrap Inc. 1287 Windham Parkway Romeoville, Illinois 60446 Re: MTD Lab Certification StormTrap SiteSaver® On-line Installation TSS Removal Rate 50% Dear Mr. Fajman: The Stormwater Management rules under N.J.A.C. 7:8-5.5(b) and 5.7 (c) allow the use of manufactured treatment devices (MTDs) for compliance with the design and performance standards at N.J.A.C. 7:8-5 if the pollutant removal rates have been verified by the New Jerse y Corporation for Advanced Technology (NJCAT) and have been certified by the New Jersey Department of Environmental Protection (NJDEP). StormTrap Inc. has requested a Laboratory Certification for the SiteSaver® Hydrodynamic Separator. The projects falls under the “Procedure for Obtaining Verification of a Stormwater Manufactured Treatment Device from New Jersey Corporation for Advance Technology” dated January 25, 2013. The applicable protocol is the “New Jersey Laboratory Testing Protocol to Assess Total Suspended Solids Removal by a Hydrodynamic Sedimentation Manufactured Treatment Device” dated January 25, 2013. NJCAT verification documents submitted to the NJDEP indicate that the requirements of the aforementioned protocol have been met or exceeded. The NJCAT letter also included a recommended certification TSS removal rate and the required maintenance plan. The NJCAT Verification Report with the Verification Appendix (dated March 2019) for this device is published online at http://www.njcat.org/verification-process/technology-verification-database.html. The NJDEP certifies the use of the StormTrap SiteSaver® at a TSS removal rate of 50% when designed, operated and maintained in accordance with the information provided in the Verification Appendix and the following conditions: Page 2 of 4 1. The maximum treatment flow rate (MTFR) for the manufactured treatment device (MTD) is calculated using the New Jersey Water Quality Design Storm (1.25 inches in 2 hrs) in N.J.A.C. 7:8-5.5. 2. The StormTrap SiteSaver® stormwater treatment device shall be installed using the same configuration reviewed by NJCAT and shall be sized in accordance with the criteria specified in item 6 below. 3. This StormTrap SiteSaver® stormwater treatment device cannot be used in series with another MTD or a media filter (such as a sand filter) to achieve an enhanced removal rate for total suspended solids (TSS) removal under N.J.A.C. 7:8-5.5. 4. Additional design criteria for MTDs can be found in Chapter 9.6 of the New Jersey Stormwater Best Management Practices (NJ Stormwater BMP) Manual which can be found on-line at www.njstormwater.org. 5. The maintenance plan for a site using this device shall incorporate, at a minimum, the maintenance requirements for the StormTrap SiteSaver®. A copy of the maintenance plan is attached to this certification. However, it is recommended to review the maintenance website at http://stormtrap.com/products/sitesaver/sitesaver-maintenance-manual/ for any changes to the maintenance requirements. 6. Sizing Requirements: The example below demonstrates the sizing procedure for the StormTrap SiteSaver®: Example: A 0.25-acre impervious site is to be treated to 50% TSS removal using a StormTrap SiteSaver®. The impervious site runoff (Q) based on the New Jersey Water Quality Design Storm was determined to be 0.79 cubic feet/second (cfs). Maximum Treatment Flow Rate (MTFR) Evaluation: The site runoff (Q) was based on the following: time of concentration = 10 minutes i = 3.2 in/hr (page 5-8, Fig. 5-3 of the NJ Stormwater BMP Manual) c = 0.99 (runoff coefficient for impervious) Q = ciA = 0.99 x 3.2 x 0.25 = 0.79 cfs Given the site runoff is 0.79 cfs and based on Table A-1 below, the StormTrap SiteSaver® model STSS-1 with an MTFR of 1.08 cfs would be the smallest model approved that could be used for this site that could remove 50% of the TSS from the impervious area without exceeding the MTFR. The sizing table corresponding to the available system models is noted below. Additional specifications regarding each model can be found in the Verification Appendix under Table A-1. Page 3 of 4 Table A-1 StormTrap SiteSaver® Models and associated MTFRs StormTrap SiteSaver Models1 Number of Inclined Plates NJDEP TSS MTFR2 (cfs) 50% Maximum Sediment Storage Volume (ft3) STSS-1 1 1.08 28 STSS-2 2 2.16 28 STSS-3 3 3.24 28 STSS-4 4 4.32 28 STSS-5 5 5.40 28 STSS-6 6 6.48 28 STSS-7 7 7.56 28 STSS-8 8 8.64 28 STSS-9 9 9.72 28 STSS-10 10 10.80 28 STSS-11 11 11.88 28 STSS-12 12 12.96 28 STSS-13 13 14.04 28 STSS-14 14 15.12 28 STSS-15 15 16.20 28 STSS-16 16 17.28 28 STSS-17 17 18.36 28 STSS-18 18 19.44 28 1 Physical exterior (6.83’W x 15’L) and interior (6’W x 14’L) dimensions are the same for all St ormTrap SiteSaver models. 2 Based on 1.08 cfs per inclined plate. Be advised a detailed maintenance plan is mandatory for any project with a Stormwater BMP subject to the Stormwater Management Rules, N.J.A.C. 7:8. The plan must include all the items id entified in the Stormwater Management Rules, N.J.A.C. 7:8-5.8. Such items include, but are not limited to, the list of inspection and maintenance equipment and tools, specific corrective and preventative maintenance tasks, indication of problems in the system, and training of maintenance personnel. Additional information can be found in Chapter 8: Maintenance and Retrofit of Stormwater Management Measures. If you have any questions regarding the above information, please contact Brian Salvo of my office at (609) 633-7021. Sincerely, Gabriel Mahon, Chief Bureau of Nonpoint Pollution Control Page 4 of 4 c: Chron File Richard Magee, NJCAT Nancy Kempel, Section Chief, BNPC Jim Murphy, Supervisor, BNPC Vince Mazzei, NJDEP-DLUR Brian Salvo, NJDEP-BNPC Attachment: Maintenance Plan SiteSaver® Manufacturer’s Instruction Manual Regular inspections are recommended to ensure that the system is functioning as designed. Please contact your Authorized SiteSaver Representative if you have questions regarding the inspection and maintenance of the SiteSaver system. SiteSaver does not require entry into the system for maintenance; however, it is prudent to note that prior to entry into any underground storm sewer or underground structure, appropriate OSHA and local safety regulations and guidelines should be followed. Inspection Scheduling The frequency of inspections and maintenance is site specific. Within the first year of operation, it is recommended that the unit be inspected every six months to determine the rate of pollutant accumulation. SiteSaver systems are recommended for inspection whenever the upstream and downstream catch basins and stormwater pipes of the stormwater collection system are inspected or maintained. This will minimize the cost of the inspection if it is done at the same time. If checked on an annual basis, the inspection should be conducted before the stormwater season begins to ensure that the system is functioning properly for the upcoming storm season. Inspection Process Inspections should be done such that a sufficient time has lapsed since the most recent rain event to allow for a static water condition. Visually inspect the system at all manhole locations. For debris accumulation, visually inspect the netting component (if utilized) to determine bag capacity. Nets containing only minor quantities of debris may be retained in place. It is recommended to replace the nets when they appear 1/2 - 2/3 full. Failure to replace nets and/or remove floatables from bypass screening (if applicable) will lead to hydraulic relief, drain down deficiencies, and decrease the long-term functionality of the system. For sediment accumulation, utilize either a sludge sampler or a sediment pole to measure and document the amount of sediment accumulation. To determine the amount of sediment in the system with a sludge sampler follow the manufacturer’s instructions. If utilizing a sediment pole, first insert the pole to the top of the sediment layer and record the depth. Then, insert the pole to the bottom of the system and record the depth. The difference in the two measurements corresponds to the amount of sediment in the system. Eight-inches of sediment accumulation corresponds to the designed sediment storage capacity, four-inches equates to 50% capacity, etc. Finally, inspect the inlet pipe opening to ensure that the silt level or any foreign objects are not blocking the pipe. Maintenance Process – Debris Removal Maintenance should be done utilizing proper personal protective equipment such as: safety glasses, hard-hat, gloves, first aid kit, etc. Maintenance should occur only when a sufficient time has lapsed since the most recent rain event to allow for a static water condition for the duration of the maintenance process. For floatable debris removal, lift the netting bag by the frame, moving it upwards along the netting support frame. To ease lifting the nets to the surface, gaff hooks or a service vehicle (crane/hoist/boom truck) may be used. Slowly raise the netting frame allowing water in the net to drain as it is raised to allow it to drip dry. Once the netting component is fully removed from the system, it should be properly disposed of per local, state, and federal guidelines and regulations. Typically, the netting component can be disposed of in a common dumpster receptacle. For sediment removal, the SiteSaver is designed with clear access at both the inlet and outlet. A vacuum truck, or similar trailer mounted equipment, can be used to remove the sediment, hydrocarbons, and water within the unit. For more effective removal, it is recommended to use sewer jetting equipment or a spray lance to force the sediment to the vacuum hose. When the floor is sufficiently cleaned, fill the system back to its normal water elevation (to the pipe inverts). Maintenance Process – Net Replacement Install a new net assembly by sliding the netting frame down the support frame and ensure the netting lays over the plate assembly. To order additional disposable nets, contact your local SiteSaver representative. New nets come with tie wraps temporarily holding the net material to the frame component for easy handling and storage. It is not recommended to remove the tie wraps until the net is ready to be installed. The frame is tapered from top (widest part) to bottom, and is also tapered from front (towards the sewer) to back. Cut the tie wraps that secures the netting material to the frame for shipment and lower the net down the guide rails. If debris has accumulated in the net support frame, remove the objects so the new net seats fully in the channel when installed. If utilizing oil sorption socks, insert them into the net cavity prior to lowering the net down the guide rails. The oil sorption socks are designed to absorb approx. ¼ gallon of hydrocarbons; it is typically recommended to use enough socks to absorb a gallon of hydrocarbons per treated cfs. When lowering the net the following details should be exercised when placing the net: • Watch the lowering to make sure that there are no unexpected entanglements. • Be careful not to let the toe of the net get caught under the frame when it reaches the bottom of the support frame. This is typically accomplished by holding the toe of the net until after the net has started to prop into place. • Finally, secure the access openings and properly dispose of the sediment per local, state, and federal guidelines and regulations. In the case of only floatables removal, a vacuum truck is not required. However, a vacuum truck is required if the maintenance event is to include oil removal and/or sediment removal. Proof of inspections and maintenance is the responsibility of the owner. All inspection reports and data should be kept on site or at a location where they will be accessible for years in the future. Some municipalities require these inspection and cleaning reports to be forwarded to the proper governmental permitting agency on an annual basis. Refer to your local and national regulations for any additional maintenance requirements and schedules not contained herein. Inspections should be a part of the standard operating procedure. It is good practice to keep records of rainfall events between maintenance events and the weight of material removed, even if no report is required. Design Parameters: Water Quality Flow WQF 0.28 ft3/s gravity constant g 981.5 cm/s2 density of water ρwater 1.00 g/cm3 viscosity of water µwater 0.01 g/cm·sec Settling Surface Area Provided Areaprovided 86.04 ft2 Particle Settling Velocity Stokes Law (νs): Inclined Plate Settling Equations1: Fluid Velocity (u): Q = N = d = w = Inclined Plate Removal Efficiency (L): θ = Particle Size (µm)Particle Size Distribution (%) Density of Particle (g/cm3) Particle Settling Velocity (ft/s) Removal Efficiency at MTFR (%) 53 3 2.65 0.0082916 2.8 75 15 2.65 0.0166 13.8 88 25 2.65 0.0229 23.0 106 40.8 2.65 0.0332 37.5 125 15 2.65 0.0461 13.8 150 1 2.65 0.0664 0.9 212 0.2 2.65 0.1327 0.2 92.0 OK-110 Particle Size Distribution SiteSaver STSS-4 - Old Meridian & Main East 1) Tchobanoglous, G., Stensel, H. D., Tsuchihashi, R., Burton, F. L., Abu-Orf, M., Bowden, G., & Pfrang, W. (2014). Inclined Plate and Tube Settling. In Wastewater engineering: Treatment and resource recovery (5th ed., pp. 356–360). essay, McGraw-Hill Education. Proprietary Note: These calculations are provided for the sole use of the intended recipient(s) and may contain confidential and privileged information. Any unauthorized review, use, disclosure or distribution is strictly prohibited. Flowrate (ft3/s) Quantity of Plates distance between plates (ft) Channel width (ft) Design Storm Calculations - OK-110 Particle Size Distribution Plate Angle (°) System Removal Efficiency (%) = Design Parameters: Water Quality Flow WQF 5.16 ft3/s gravity constant g 981.5 cm/s2 density of water ρwater 1.00 g/cm3 viscosity of water µwater 0.01 g/cm·sec Settling Surface Area Provided Areaprovided 150.57 ft2 Particle Settling Velocity Stokes Law (νs): Inclined Plate Settling Equations1: Fluid Velocity (u): Q = N = d = w = Inclined Plate Removal Efficiency (L): θ = Particle Size (µm)Particle Size Distribution (%) Density of Particle (g/cm3) Particle Settling Velocity (ft/s) Removal Efficiency at MTFR (%) 53 3 2.65 0.0082916 2.8 75 15 2.65 0.0166 13.8 88 25 2.65 0.0229 23.0 106 40.8 2.65 0.0332 37.5 125 15 2.65 0.0461 13.8 150 1 2.65 0.0664 0.9 212 0.2 2.65 0.1327 0.2 92.0 OK-110 Particle Size Distribution SiteSaver STSS-7 - Old Meridian & Main West 1) Tchobanoglous, G., Stensel, H. D., Tsuchihashi, R., Burton, F. L., Abu-Orf, M., Bowden, G., & Pfrang, W. (2014). Inclined Plate and Tube Settling. In Wastewater engineering: Treatment and resource recovery (5th ed., pp. 356–360). essay, McGraw-Hill Education. Proprietary Note: These calculations are provided for the sole use of the intended recipient(s) and may contain confidential and privileged information. Any unauthorized review, use, disclosure or distribution is strictly prohibited. Flowrate (ft3/s) Quantity of Plates distance between plates (ft) Channel width (ft) Design Storm Calculations - OK-110 Particle Size Distribution Plate Angle (°) System Removal Efficiency (%) = APPENDIX G OFFSITE DRAINAGE CALCULATIONS Lot 4 1 L o t 1 2 NORTH MERIDIAN HEIGHTS VIVIAN DR CATHERINE DR LYNNE DR SONNA DR W M A I N S T G R A N D B L V D W M A I N S T O L D M E RIDIA N S T ArcGIS WebMap Parcels Street Centerlines Carmel Private INDOT BMP Structures Storm Structures Storm Pipe City Boundary 10' Contours 5' Contours 2022 Photography Red: Red Green: Green Blue: Blue March 29, 2023 0 0.06 0.110.03 mi 0 0.09 0.170.04 km 1:2,400 ArcGIS WebApp Builder Old Meridian & Main Offsite Analysis City of Carmel 2021-274-S 5/16/2023 Runoff Coefficient Runoff Curve Number Roof 0.85 98 Grass 0.30 61 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area 10-yr Release Rate Total Area Weighted Runoff Coefficient (acres)(acres)(acres)CFS (acres)C Lynne, Catherine, Sonia, Vivan Lynne, Catherine, Sonia, Vivan 0.07 25.41 1.64 -27.13 0.33 St. Vincent Development St. Vincent Development - - - 0.44 9.08 - Undeveloped parcels SW of St Vincent Undeveloped parcels SW of St Vincent - 7.20 0.60 -7.80 0.34 Anthony Properties Anthony Properties - 3.41 2.70 -6.11 0.54 West Main and Old Meridian ROW West Main and Old Meridian ROW - 1.39 5.92 -7.30 0.75 Olivia on Main Olivia on Main - - - 1.56 4.28 - Basin Structure Runoff Coefficient and Runoff Curve Number Calculation Job Information Description: Entity: Job #: Date: Project:By:-Date:- Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.024 Flow Length, L (L < 300 ft)ft 300 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.01 Tt = .007 (nL)0.8 hr 0.13 + + = 0.13 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 933 - - Watercourse slope, s ft/ft 0.010 - - Average velocity, V ft/s 1.61 - - Tt =L hr 0.16 + - + - = 0.16 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.29 min 17.25 *A velocity of 5 ft/s was assumed for pipe travel time. Time of Concentration (Tc) or Travel Time (Tt) Old Meridian & Main Offsite Analysis City of Carmel 7.80 Undeveloped Acres to 48" Pipe Project:By:-Date:- Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.024 Flow Length, L (L < 300 ft)ft 300 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.01 Tt = .007 (nL)0.8 hr 0.12 + + = 0.12 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 2729.4951 - - Watercourse slope, s ft/ft 0.008 - - Average velocity, V ft/s 1.42 - - Tt =L hr 0.53 + - + - = 0.53 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.65 min 38.84 *A velocity of 5 ft/s was assumed for pipe travel time. Time of Concentration (Tc) or Travel Time (Tt) Old Meridian & Main Offsite Analysis City of Carmel 27.13 Undeveloped Acres to 48" Pipe Description:Old Meridian & Main Offsite Analysis Reviewing Entity:City of Carmel Job #:2021-274-S Date:05/16/23 10-yr Entity Data Chen's Method Entity Data (ac.) (min.) (in/hr) (in/hr) (cfs) Lynne, Catherine, Sonia, Vivan 27.13 0.33 38.84 - 2.89 26.25 St. Vincent Development 9.08 - -- - 0.44 Undeveloped parcels SW of St Vincent 7.80 0.34 17.25 - 4.51 12.03 Anthony Properties 6.11 0.54 10 - 5.22 17.33 West Main and Old Meridian ROW 7.30 0.75 13 - 4.92 26.82 Olivia on Main 4.28 - -- - 1.56 Total 84.43 Area Intensity Tc Q Runoff Coefficient Proposed Runoff Basin Rational Method Runoff Calculation Design Parameters Design Storm: Intensity Calculation Method: Job Information Description:Old Meridian & Main Offsite Analysis Reviewing Entity: Job #: Date: 10-yr Entity Data Match Invert - INLET CASTING TO INLET CASTING INLET c AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET CASTING INLET Q CUM. Q U.S. D.S. U.S. D.S. (ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft) 500 502 145.0 RCP - -0.50 48.34 24.17 - 24.17 27.53 27.53 - - 3.49 3.49 - 84.43 48 0.55 0.013 106.53 79% 8.48 2.69 9.40 0.29 851.93 848.97 844.33 843.54 501 502 9.0 RCP 0.73 0.68 - -0.50 0.50 0.50 10.00 10.00 - - 5.22 5.22 2.60 2.60 12 1.59 0.013 4.49 58% 5.72 0.55 5.93 0.03 849.29 848.97 844.39 844.25 502 503 170.0 RCP - -0.73 0.68 0.50 - 25.16 10.00 27.82 - - 5.22 3.46 - 87.19 48 0.55 0.013 106.53 82% 8.48 2.75 9.46 0.33 848.97 851.19 843.54 842.60 503 504 55.0 RCP - -0.63 4.46 2.82 - 27.99 20.00 28.15 - - 4.24 3.43 - 96.05 48 0.55 0.013 106.53 90% 8.48 2.97 9.60 0.11 851.19 850.53 842.60 842.30 504 511 62.9 RCP - -- -- - 27.99 -28.26 - - - 3.42 - 95.76 48 0.55 0.013 106.53 90% 8.48 2.96 9.59 0.12 850.53 849.85 842.30 841.95 511 512 20.0 RCP - -0.50 6.33 3.17 - 31.16 20.00 28.38 - - 4.24 3.41 - 106.23 48 0.26 0.013 73.24 145% 5.83 CAPACITY! - 0.06 849.85 - 841.95 841.90 TRAVEL TIME DIRECT TO INLET i FLOW DEPTH FLOW VELOCITY CAPACITY UTILIZATIONMANNING'S NSTR. PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 2021-274-S LENGTH Drop Amount: INVERTRIMENTITY DATA i PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY ELEV.ELEV.FULL FLOW VELOCITY 05/16/23 (in/hr) CHEN'S METHOD Design Storm: TO STR. DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: FLOW (in/hr) Description:Old Meridian & Main Offsite Analysis Entity:City of Carmel Job #:2021-274-S Date:12/12/22 10-yr Entity Data (dc+D)/2 Structure Coefficient (ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft.)(ft.)(ft.)(ft.)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.) 502 500 843.54 847.54 846.93 848.44 27.53 3.49 84.43 48 0.55 8.980 7.688 1.168 2.688 2.785 9.40 145 0.013 0.793 - 0.10 0.10 0.10 0.10 - 1.25 9.46 - 1.716 2.509 850.95 851.93 848.33 502 501 844.25 845.25 845.09 848.44 10.00 5.22 2.60 12 1.59 0.439 1.663 0.264 0.546 0.691 5.93 9 0.013 0.142 - 0.10 0.10 0.10 0.10 - 1.25 9.46 - 0.682 0.824 849.27 849.29 845.39 503 502 842.60 846.60 846.02 847.50 27.82 3.46 87.19 48 0.55 9.221 7.826 1.178 2.753 2.830 9.46 170 0.013 0.930 9.40 0.10 0.10 0.10 0.10 - 0.50 9.60 - 0.008 0.938 848.44 848.97 847.54 504 503 842.30 846.30 845.78 847.18 28.15 3.43 96.05 48 0.55 10.010 8.312 1.204 2.971 2.971 9.60 55 0.013 0.301 9.46 0.10 0.10 0.10 0.10 - 0.50 9.59 - 0.021 0.321 847.50 851.19 846.60 511 504 841.95 845.95 845.44 846.84 28.26 3.42 95.76 48 0.55 9.983 8.294 1.204 2.964 2.966 9.59 63 0.013 0.344 9.60 0.10 0.10 0.10 0.10 - 0.50 8.45 - 0.001 0.344 847.18 850.53 846.30 512 511 841.90 845.90 845.46 845.46 28.38 3.41 106.23 48 0.26 12.566 12.566 1.000 4.000 3.119 8.45 20 0.013 0.109 9.59 0.10 0.10 0.10 0.10 1.00 0.50 - 1.110 0.160 1.378 846.84 849.85 845.95 "B" LOSS "C" LOSS TOTAL LOSS U.S. HGL ELEV. U.S. STR. CROWN"D" LOSS OUTLET STRUCTURE COEFFICIENT UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY OUTLET STRUCTURE LOSS UPSTREAM STRUCTURE LOSS U.S. STR. TORVELOCITY LENGTH MANNING'S N FRICTION LOSS "A" LOSSSLOPE AREA WETTED PERIMETER HYDRAULIC RADIUS FLOW DEPTH PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE (HGL) CALCULATIONS D.S. STR. U.S. STR. D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATA UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER Intensity Calculation Method: Starting Elevation: Calculation Method: INTENSITY Job Information Design Parameters Design Storm: Job Information Description: Reviewing Entity:City of Carmel Job #:2021-274-S Date:05/16/23 10-yr 50% Entity Data SPECIFIED SPECIFIED CASTING PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR. STRUCTURE CASTING TYPE COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO. TYPE TYPE CHANGES (ft) (ft) (acres) (min) (in/hr) (cfs) (ft) (ft) (ft) 500 TYPE ''K'' MANHOLE R-1772 3.18 7.60 - - - - - - - 0.00 501 TYPE ''C'' MANHOLE R-3010 R-3287-15 3.73 4.90 0.73 0.68 10.00 5.22 2.60 0.11 0.38 0.38 502 TYPE ''L'' MANHOLE R-1772 1.02 5.43 - - - - - - - 0.00 503 TYPE ''L'' MANHOLE R-1772 4.17 8.59 - - - - - - - 0.00 504 TYPE ''K'' MANHOLE R-1772 3.82 8.23 - - - - - - - 0.00 511 TYPE ''L'' MANHOLE R-1772 3.48 7.90 - - - - - - - 0.00 Design Parameters Design Storm: Old Meridian & Main Offsite Analysis Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): INLET CAPACITY CALCULATIONS Neenah R-3287-15 Project: HWC Job Number:2021-274-S Typical Street Width = 21 ft South half of street Typical AlleyWidth = -ft 50% Clogged Perimeter Area Single Inlet 5.67 1.6 Weir Flow (d<0.3') Q = 3.0P(d)^3/2 Double Inlet 15.8 3 Orifice Flow (d>0.4') Q =4.89A(d)^1/2 Gutter Spread= (Depth-Cd)/Sx Casting Depth (Casting Low Point Below Edge of Pavement), Cd (ft)= 0.083 Additional sump depth =0 Str. # Q # of Depth Depth Street Cross Slope Gutter Spread Gutter Spread Street Clear Travel Lane Inlets Weir Orifice (weir) (orifice) Width Width (cfs) (ft) (ft) (%) (ft) (ft) (ft) (ft) 501 2.60 1 0.29 0.11 2.00 10.14 1.37 21 10.4 Old Meridian and Main Description: Entity: Job #: Date:05/16/23 <-- Channel Depth is 3.32 feet, so there is adequate capacity 2021-274-S PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information Old Meridian & Main Offsite Analysis City of Carmel Side Slope (x:1):3.0000 Location of Channel:Northeast Channel Geometry:Trapezoidal Solve For:Depth 10-year Diameter (ft):- Bottom Width (ft):2.0000 Slope of Channel (ft/ft):0.0130 Manning's Roughness Coefficient:0.022 Freeboard (ft):1.0000 Flow Rate (cfs):106.23 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.83 Top Width (ft):18.98 Velocity (ft/s):7.75 Cross Sectional Area (ft2): 13.71 Wetted Perimeter (ft):13.57 Hydraulic Radius (ft):1.01