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Home My WebLink AboutDrainage Report 1215 Rangeline Road Carmel, IN Drainage Report February 16, 2022 Woolpert 1215 Rangeline Road, Carmel, IN 2 February 16, 2022 Table of Contents Introduction .............................................................................................................. 3 Pre-Developed Analysis .......................................................................................... 3 Post-Developed Analysis ........................................................................................ 4 Storm Sewer ............................................................................................................. 4 Water Quality ........................................................................................................... 5 Conclusion ................................................................................................................. 5 Exhibits Exhibit 1 – Existing Detention Basin Map Exhibit 2 – Proposed Detention Basin Map Appendices Appendix A – Hydrologic Information Appendix A1 – Soils, FEMA, and Wetlands maps Appendix B – Hydraulic Calculations Appendix B1 – Existing Peak Discharge Calculations Appendix B2 – Proposed Detention Calculations Appendix B3 – Storm Sewer Calculations Appendix B4 – Water Quality Calculations Appendix B5 – Emergency Overflow Calculations Woolpert 1215 Rangeline Road, Carmel, IN 3 February 16, 2022 Introduction This report outlines the storm water management system to serve the 1215 Rangeline Road Development in Carmel, Indiana. The development consists of a 18,700 SF building and 21,550 SF parking garage with underground detention and associated utilities. Pre-Developed Analysis The approximate 1.21 acre site is located in Carmel, Indiana which is located within Hamilton County. The project will be governed by Carmel Stormwater Ordinances. The drainage and stormwater facilities have been designed to be in accordance with these ordinances. The proposed development is contained within a single watershed which ultimately drains to White River - Carmel Creek. The proposed site was previously a drugstore with associated parking and utilities. The existing site is collected via inlets on site and is discharged to the existing right- of-way through a 24” storm line. A map of the existing and proposed detention basins are provided as Exhibits 1 and 2, respectively. Areas outside of the basin perimeter shown on Exhibits 1 and 2 maintain the existing drainage conditions and have therefore not been included in the allowable release rate or detention calculations. Per coordination with the client and CRC, a reduction in runoff from the 10 and 100 year storm events in the post-developed conditions to the existing 10 and 100 year release rates of the pre- developed conditions would be acceptable due to the site being impervious in existing conditions. Therefore the allowable release rate for the post-developed conditions shall be such that: 10 yr. post-developed ≤ 10 yr. pre-developed 100 yr. post-developed ≤ 100 yr. pre-developed The existing and proposed peak discharge rates were determined using the SCS Unit Hydrograph Method and the Type II 24 hour rainfall distribution. PondPack V8i was utilized in order to determine the peak flows. Calculations are provided in Appendix B1. Table 1: Existing Peak Discharges/Allowable Release Rates 10-Year Peak Discharge (cfs) 100-Year Peak Discharge (cfs) Existing Basin: 5.73 9.88 The proposed site does not lie in a floodway according to FIRM map 18057C0228G from the FEMA database, eff. November 19, 2014. Please see the firm map attached in Appendix A1. Woolpert 1215 Rangeline Road, Carmel, IN 4 February 16, 2022 The U.S. Department of Agriculture, Soil Conservation Service identifies the watershed to contain three soil classifications. A copy of the Natural Resources Conservation Service (NRCS) can be seen in Appendix A1. The National Wetland Inventory (NWI) indicates that there are no existing wetlands located at the project site. Please see the attached map in Appendix A1. Post-Developed Analysis The majority of the proposed site will drain through inlets to the offline aquaswirl and to the underground detention system. The remaining storm runoff will sheet flow to the existing right- of-way inlets in S Rangeline Road and Executive Drive. Each underground detention system has been sized to detain runoff from the 100-yr storm event from the underground detention basin. The detention system also includes an isolator row to serve as the secondary form of water quality treatment. The release rates shown in the attached Proposed Conditions Calculations utilize a 12” orifice for the underground detention system and sheet flow for direct discharge. The proposed release rates are also summarized below in Table 2. The detention system contains an outlet control structure with a weir wall that spans the manhole. The proposed Outlet Structure 1.6 utilizes an 18” orifice at the base of the weir wall per the City of Carmel Stormwater Technical Standards. The top of weir wall in Structure 1.6 has been set to 842.60 in order to allow flows greater than that resulting from the 100 yr storm event to bypass the orifice. It was determined that a volume of 0.021 ac-ft would be required. The proposed detention system includes 15 Stormtech SC-740 chambers with a total storage volume of 0.034 ac-ft. A new 24” storm pipe will be utilized to outlet the detention system to the 24” trunk line that flows to South Rangeline Road. Pondpack V8i was used to model the post-developed conditions and calculations have been provided in Appendix B2. Table 2: Proposed Peak Discharges 10-Year Peak Discharge (cfs) 100-Year Peak Discharge (cfs) Proposed Basin 5.53 9.24 Results: The proposed, 10-year and 100-year discharge rates are less than the allowable release rates. Storm Sewer The proposed storm sewer network is designed to handle the proposed stormwater runoff in accordance with the Carmel Stormwater Technical Standards Manual. The proposed 10-year hydraulic grade lines are contained within the pipes, and the 100-year hydraulic grade lines are contained within the castings. Stormcad was utilized to size the proposed storm sewer. Calculations are provided in Appendix B3. Woolpert 1215 Rangeline Road, Carmel, IN 5 February 16, 2022 Water Quality Per the “Carmel Stormwater Technical Standards Manual Chapter 700”, Best Management Practices (BMP’s) must be capable of removing 80% TSS from the stormwater in order to meet water quality standards. To meet this standard, an offline Aquaswirl AS-4 in addition to isolation chambers, are used and are sized to appropriately treat the runoff routed through the storm system. The outlet structures with weir walls and orifices are used in the underground detention to stage the appropriate water quality volume at a minimum. Water quality calculations can be seen in Appendix B4. Conclusion The proposed storm sewer system, underground detention, and aquaswirl have been designed to be in accordance with Carmel Stormwater Technical Standards Manual and the determination of the review staff. Therefore, no adverse impacts are anticipated as a result of the proposed development. APPENDIX A1 1215 Ran g eli ne Road Vic inity Map Legend 800 ft N➤➤N Image Landsat / Copernicus Image Landsat / Coper nic us Image Landsat / Coper nic us Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/29/2021 Page 1 of 4442405044240604424070442408044240904424100442411044241204424130442405044240604424070442408044240904424100442411044241204424130574560574570574580574590574600574610574620574630574640574650574660574670574680 574560 574570 574580 574590 574600 574610 574620 574630 574640 574650 574660 574670 574680 39° 57' 50'' N 86° 7' 37'' W39° 57' 50'' N86° 7' 31'' W39° 57' 47'' N 86° 7' 37'' W39° 57' 47'' N 86° 7' 31'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:613 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 22, Sep 9, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/29/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 0.9 68.2% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 0.4 31.3% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 0.0 0.5% Totals for Area of Interest 1.4 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/29/2021 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/29/2021 Page 4 of 4 Approximate Site Location 1215 Rangeline Road Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community Wetlands Estuarine an d Marin e D eepwa ter Estuarine an d Marin e Wetlan d Freshwater Emergent Wetland Freshwater Forested/Shrub We tla nd Freshwater Pond Lake Other Riverine December 3 1, 202 1 0 0.1 0.20.05 mi 0 0.15 0.30.075 km 1:5,727 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. Site Location APPENDIX B1 1215 RANGELINE ROADEXISTING BASIN MAP333 North Alabama StreetSuite 200Indianapolis, IN 46204317.299.7500FAX: 317.291.5805N 81948 - Proscenium II TAB 3/17/2022 Curve Number Calculations Existing Site Existing ROW Cover Type CN Area (ac.) Cover Type CN Area (ac.) Grass C 74 0.12 Grass C 74 0.02 Impervious 98 1.09 Impervious 98 0.10 Total Area = 1.21 Total Area = 0.12 Weighted CN = 96 Weighted CN = 94 Underground Detention Proposed Site Proposed ROW Cover Type CN Area (ac.) Cover Type CN Area (ac.) Cover Type CN Area (ac.) Grass D 80 0.00 Grass D 80 0.06 Grass D 80 0.01 Impervious 98 0.98 Impervious 98 0.16 Impervious 98 0.11 Total Area = 0.98 Total Area = 0.22 Total Area = 0.12 Weighted CN = 98 Weighted CN = 93 Weighted CN = 97 Project Summary 1215 RangelineTitle BACEngineer Company 12/14/2021Date Notes Page 1 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/29/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterExisting Conditions.ppc Table of Contents 2Master Network Summary Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 5.7311.9000.34010City of Carmel - Synthetic Curve, 10 yrs Existing Site 9.8811.9000.603100City of Carmel - Synthetic Curve, 100 yrs Existing Site Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 5.7311.9000.34010City of Carmel - Synthetic Curve, 10 yrs Outfall 9.8811.9000.603100City of Carmel - Synthetic Curve, 100 yrs Outfall Page 2 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/29/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterExisting Conditions.ppc Index Master Network Summary...2 M Page 3 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/29/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterExisting Conditions.ppc APPENDIX B2 VAN1215 RANGELINE ROADPROPOSED BASIN MAP333 North Alabama StreetSuite 200Indianapolis, IN 46204317.299.7500FAX: 317.291.5805N Proposed PondPack Model Diagram Proposed Underground Detention Calculations Project Summary 1215 Rangeline Underground Detention Title TABEngineer Company 12/30/2021Date Underground Detention designNotes Page 1 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Table of Contents 4Outlet Input Data, 10 years (City of Carmel - Synthetic Curve, 10 yrs)Composite Outlet Structure - 1 3Elevation vs. Volume Curve, 100 years (City of Carmel - Synthetic Curve, 100 yrs)Underground Detention 2Master Network Summary Proposed Underground Detention Calculations Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 4.7611.9000.29310City of Carmel - Synthetic Curve, 10 yrs Proposed Site 8.0911.9000.508100City of Carmel - Synthetic Curve, 100 yrs Proposed Site 0.9811.9000.05610City of Carmel - Synthetic Curve, 10 yrs Direct Discharge 1.7511.9000.103100City of Carmel - Synthetic Curve, 100 yrs Direct Discharge Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 5.5311.9500.34910City of Carmel - Synthetic Curve, 10 yrs O-1 9.2411.9500.611100City of Carmel - Synthetic Curve, 100 yrs O-1 Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)4.7611.9000.29310City of Carmel - Synthetic Curve, 10 yrs Underground Detention (IN) 0.015841.774.6011.9500.29310City of Carmel - Synthetic Curve, 10 yrs Underground Detention (OUT) (N/A)(N/A)8.0911.9000.508100City of Carmel - Synthetic Curve, 100 yrs Underground Detention (IN) 0.024842.607.5911.9500.508100City of Carmel - Synthetic Curve, 100 yrs Underground Detention (OUT) Page 2 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Scenario: City of Carmel - Synthetic Curve, 100 yrs Storm Event: TypeII 24hr (6.5 in)Label: Underground Detention Return Event: 100 yearsSubsection: Elevation vs. Volume Curve Elevation-Volume Pond Volume (ac-ft) Pond Elevation (ft) 0.000840.36 0.001840.44 0.001840.53 0.002840.61 0.002840.69 0.003840.78 0.004840.86 0.005840.94 0.006841.03 0.007841.11 0.008841.19 0.009841.28 0.010841.36 0.011841.44 0.012841.53 0.013841.61 0.014841.69 0.015841.78 0.016841.86 0.017841.94 0.018842.03 0.019842.11 0.020842.19 0.021842.28 0.022842.36 0.022842.44 0.023842.53 0.024842.61 0.025842.69 0.026842.78 0.027842.86 0.028842.94 0.028843.03 0.029843.11 0.030843.19 0.030843.28 0.031843.36 0.031843.44 0.032843.53 0.033843.61 0.033843.69 0.034843.78 0.034843.86 Page 3 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Scenario: City of Carmel - Synthetic Curve, 10 yrs Storm Event: TypeII 24hr (3.8 in)Label: Composite Outlet Structure - 1 Return Event: 10 yearsSubsection: Outlet Input Data Requested Pond Water Surface Elevations ft840.36Minimum (Headwater) ft0.50Increment (Headwater) ft843.86Maximum (Headwater) Outlet Connectivity E2 (ft) E1 (ft) OutfallDirectionOutlet IDStructure Type 843.86840.36Culvert - 1ForwardOrifice - 1Orifice-Circular 843.86840.36TWForwardCulvert - 1Culvert-Circular (N/A)(N/A)TailwaterTailwater Settings Page 4 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Scenario: City of Carmel - Synthetic Curve, 10 yrs Storm Event: TypeII 24hr (3.8 in)Label: Composite Outlet Structure - 1 Return Event: 10 yearsSubsection: Outlet Input Data Structure ID: Culvert - 1 Structure Type: Culvert-Circular 1Number of Barrels in24.0Diameter ft312.00Length ft312.00Length (Computed Barrel) ft/ft0.004Slope (Computed) Outlet Control Data 0.013Manning's n 0.200Ke 0.012Kb 0.000Kr ft0.00Convergence Tolerance Inlet Control Data Form 1Equation Form 0.0045K 2.0000M 0.0317C 0.6900Y 1.093T1 ratio (HW/D) 1.195T2 ratio (HW/D) -0.500Slope Correction Factor Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... ft842.55T1 Elevation ft³/s15.55T1 Flow ft842.75T2 Elevation ft³/s17.77T2 Flow Page 5 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Scenario: City of Carmel - Synthetic Curve, 10 yrs Storm Event: TypeII 24hr (3.8 in)Label: Composite Outlet Structure - 1 Return Event: 10 yearsSubsection: Outlet Input Data Structure ID: Orifice - 1 Structure Type: Orifice-Circular 1Number of Openings ft840.36Elevation in18.0Orifice Diameter 0.600Orifice Coefficient Structure ID: TW Structure Type: TW Setup, DS Channel Free OutfallTailwater Type Convergence Tolerances 30Maximum Iterations ft0.01Tailwater Tolerance (Minimum) ft0.50Tailwater Tolerance (Maximum) ft0.01Headwater Tolerance (Minimum) ft0.50Headwater Tolerance (Maximum) ft³/s0.001Flow Tolerance (Minimum) ft³/s10.000Flow Tolerance (Maximum) Page 6 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Index Underground Detention (Elevation vs. Volume Curve, 100 years (City of Carmel - Synthetic Curve, 100 yrs))...3 U Master Network Summary...2 M Composite Outlet Structure - 1 (Outlet Input Data, 10 years (City of Carmel - Synthetic Curve, 10 yrs))...4, 5, 6 C Page 7 of 727 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Project: Chamber Model - SC-740 Units -Imperial Number of chambers - 15 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 840.36 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in Area of system -777 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 42 0.00 0.00 25.90 25.90 1501.36 843.86 41 0.00 0.00 25.90 25.90 1475.46 843.78 40 0.00 0.00 25.90 25.90 1449.56 843.69 39 0.00 0.00 25.90 25.90 1423.66 843.61 38 0.00 0.00 25.90 25.90 1397.76 843.53 37 0.00 0.00 25.90 25.90 1371.86 843.44 36 0.05 0.82 25.57 26.39 1345.96 843.36 35 0.16 2.44 24.92 27.37 1319.56 843.28 34 0.28 4.23 24.21 28.44 1292.20 843.19 33 0.60 9.06 22.28 31.34 1263.76 843.11 32 0.80 12.03 21.09 33.12 1232.42 843.03 31 0.95 14.26 20.20 34.46 1199.31 842.94 30 1.07 16.12 19.45 35.57 1164.85 842.86 29 1.18 17.71 18.82 36.52 1129.28 842.78 28 1.27 18.98 18.31 37.29 1092.76 842.69 27 1.36 20.33 17.77 38.10 1055.47 842.61 26 1.45 21.81 17.18 38.99 1017.37 842.53 25 1.52 22.87 16.75 39.62 978.38 842.44 24 1.58 23.73 16.41 40.14 938.76 842.36 23 1.64 24.63 16.05 40.68 898.62 842.28 22 1.70 25.49 15.70 41.20 857.94 842.19 21 1.75 26.29 15.38 41.68 816.74 842.11 20 1.80 27.04 15.08 42.13 775.07 842.03 19 1.85 27.82 14.77 42.59 732.94 841.94 18 1.89 28.40 14.54 42.94 690.35 841.86 17 1.93 29.01 14.30 43.31 647.41 841.78 16 1.97 29.62 14.05 43.67 604.10 841.69 15 2.01 30.15 13.84 43.99 560.43 841.61 14 2.04 30.67 13.63 44.30 516.44 841.53 13 2.07 31.12 13.45 44.57 472.13 841.44 12 2.10 31.57 13.27 44.84 427.56 841.36 11 2.13 31.98 13.11 45.09 382.72 841.28 10 2.15 32.31 12.98 45.28 337.63 841.19 9 2.18 32.66 12.84 45.49 292.34 841.11 8 2.20 32.98 12.71 45.69 246.85 841.03 7 2.21 33.11 12.66 45.77 201.17 840.94 6 0.00 0.00 25.90 25.90 155.40 840.86 5 0.00 0.00 25.90 25.90 129.50 840.78 4 0.00 0.00 25.90 25.90 103.60 840.69 3 0.00 0.00 25.90 25.90 77.70 840.61 2 0.00 0.00 25.90 25.90 51.80 840.53 1 0.00 0.00 25.90 25.90 25.90 840.44 StormTech SC-740 Cumulative Storage Volumes 1215 Rangeline - Carmel, IN 507 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Proposed Underground Detention Calculations Scenario: City of Carmel - Synthetic Curve, 100 yrs Storm Event: TypeII 24hr (6.5 in)Label: Underground Detention Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.0000.000 0.0000.0000.0000.0000.0000.250 0.0000.0000.0000.0000.0000.500 0.0000.0000.0000.0000.0000.750 0.0000.0000.0000.0000.0001.000 0.0000.0000.0000.0000.0001.250 0.0000.0000.0000.0000.0001.500 0.0000.0000.0000.0000.0001.750 0.0000.0000.0000.0000.0002.000 0.0000.0000.0000.0000.0002.250 0.0000.0000.0000.0000.0002.500 0.0000.0000.0000.0000.0002.750 0.0000.0000.0000.0000.0003.000 0.0000.0000.0000.0000.0003.250 0.0000.0000.0000.0000.0003.500 0.0000.0000.0000.0000.0003.750 0.0000.0000.0000.0000.0004.000 0.0000.0000.0000.0000.0004.250 0.0000.0000.0000.0000.0004.500 0.0000.0000.0000.0000.0004.750 0.0000.0000.0000.0000.0005.000 0.0010.0010.0010.0010.0015.250 0.0010.0010.0010.0010.0015.500 0.0010.0010.0010.0010.0015.750 0.0010.0010.0010.0010.0016.000 0.0010.0010.0010.0010.0016.250 0.0010.0010.0010.0010.0016.500 0.0010.0010.0010.0010.0016.750 0.0010.0010.0010.0010.0017.000 0.0010.0010.0010.0010.0017.250 0.0010.0010.0010.0010.0017.500 0.0010.0010.0010.0010.0017.750 0.0010.0010.0010.0010.0018.000 0.0010.0010.0010.0010.0018.250 0.0010.0010.0010.0010.0018.500 0.0010.0010.0010.0010.0018.750 0.0010.0010.0010.0010.0019.000 0.0010.0010.0010.0010.0019.250 0.0010.0010.0010.0010.0019.500 0.0010.0010.0010.0010.0019.750 Page 1 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/14/2022 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Scenario: City of Carmel - Synthetic Curve, 100 yrs Storm Event: TypeII 24hr (6.5 in)Label: Underground Detention Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0010.0010.0010.0010.00110.000 0.0020.0020.0010.0010.00110.250 0.0020.0020.0020.0020.00210.500 0.0020.0020.0020.0020.00210.750 0.0030.0030.0020.0020.00211.000 0.0030.0030.0030.0030.00311.250 0.0090.0070.0050.0040.00411.500 0.0240.0210.0170.0140.01111.750 0.0060.0080.0120.0180.02312.000 0.0040.0040.0050.0050.00512.250 0.0030.0030.0030.0030.00412.500 0.0020.0020.0030.0030.00312.750 0.0020.0020.0020.0020.00213.000 0.0020.0020.0020.0020.00213.250 0.0020.0020.0020.0020.00213.500 0.0010.0010.0010.0010.00113.750 0.0010.0010.0010.0010.00114.000 0.0010.0010.0010.0010.00114.250 0.0010.0010.0010.0010.00114.500 0.0010.0010.0010.0010.00114.750 0.0010.0010.0010.0010.00115.000 0.0010.0010.0010.0010.00115.250 0.0010.0010.0010.0010.00115.500 0.0010.0010.0010.0010.00115.750 0.0010.0010.0010.0010.00116.000 0.0010.0010.0010.0010.00116.250 0.0010.0010.0010.0010.00116.500 0.0010.0010.0010.0010.00116.750 0.0010.0010.0010.0010.00117.000 0.0010.0010.0010.0010.00117.250 0.0010.0010.0010.0010.00117.500 0.0010.0010.0010.0010.00117.750 0.0010.0010.0010.0010.00118.000 0.0010.0010.0010.0010.00118.250 0.0010.0010.0010.0010.00118.500 0.0010.0010.0010.0010.00118.750 0.0010.0010.0010.0010.00119.000 0.0010.0010.0010.0010.00119.250 0.0000.0010.0010.0010.00119.500 0.0000.0000.0000.0000.00019.750 0.0000.0000.0000.0000.00020.000 Page 2 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/14/2022 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Scenario: City of Carmel - Synthetic Curve, 100 yrs Storm Event: TypeII 24hr (6.5 in)Label: Underground Detention Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.00020.250 0.0000.0000.0000.0000.00020.500 0.0000.0000.0000.0000.00020.750 0.0000.0000.0000.0000.00021.000 0.0000.0000.0000.0000.00021.250 0.0000.0000.0000.0000.00021.500 0.0000.0000.0000.0000.00021.750 0.0000.0000.0000.0000.00022.000 0.0000.0000.0000.0000.00022.250 0.0000.0000.0000.0000.00022.500 0.0000.0000.0000.0000.00022.750 0.0000.0000.0000.0000.00023.000 0.0000.0000.0000.0000.00023.250 0.0000.0000.0000.0000.00023.500 0.0000.0000.0000.0000.00023.750 0.0000.0000.0000.0000.00024.000 0.0000.0000.0000.0000.00024.250 0.0000.0000.0000.0000.00024.500 0.0000.0000.0000.0000.00024.750 0.0000.0000.0000.0000.00025.000 0.0000.0000.0000.0000.00025.250 0.0000.0000.0000.0000.00025.500 0.0000.0000.0000.0000.00025.750 0.0000.0000.0000.0000.00026.000 0.0000.0000.0000.0000.00026.250 0.0000.0000.0000.0000.00026.500 0.0000.0000.0000.0000.00026.750 0.0000.0000.0000.0000.00027.000 0.0000.0000.0000.0000.00027.250 0.0000.0000.0000.0000.00027.500 0.0000.0000.0000.0000.00027.750 0.0000.0000.0000.0000.00028.000 0.0000.0000.0000.0000.00028.250 0.0000.0000.0000.0000.00028.500 0.0000.0000.0000.0000.00028.750 0.0000.0000.0000.0000.00029.000 0.0000.0000.0000.0000.00029.250 0.0000.0000.0000.0000.00029.500 0.0000.0000.0000.0000.00029.750 0.0000.0000.0000.0000.00030.000 0.0000.0000.0000.0000.00030.250 Page 3 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/14/2022 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Scenario: City of Carmel - Synthetic Curve, 100 yrs Storm Event: TypeII 24hr (6.5 in)Label: Underground Detention Return Event: 100 yearsSubsection: Time vs. Volume Time vs. Volume (ac-ft) Output Time increment = 0.050 hours Time on left represents time for first value in each row. Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Volume (ac-ft) Time (hours) 0.0000.0000.0000.0000.00030.500 0.0000.0000.0000.0000.00030.750 0.0000.0000.0000.0000.00031.000 0.0000.0000.0000.0000.00031.250 0.0000.0000.0000.0000.00031.500 0.0000.0000.0000.0000.00031.750 0.0000.0000.0000.0000.00032.000 0.0000.0000.0000.0000.00032.250 0.0000.0000.0000.0000.00032.500 0.0000.0000.0000.0000.00032.750 0.0000.0000.0000.0000.00033.000 0.0000.0000.0000.0000.00033.250 0.0000.0000.0000.0000.00033.500 0.0000.0000.0000.0000.00033.750 0.0000.0000.0000.0000.00034.000 0.0000.0000.0000.0000.00034.250 0.0000.0000.0000.0000.00034.500 0.0000.0000.0000.0000.00034.750 (N/A)(N/A)(N/A)(N/A)0.00035.000 Page 4 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/14/2022 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc Proposed Underground Detention Calculations Index Underground Detention (Time vs. Volume, 100 years (City of Carmel - Synthetic Curve, 100 yrs))...1, 2, 3, 4 U Page 5 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/14/2022 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed Underground Detention.ppc APPENDIX B3 BAC 1.4 1.5 1.9 1.10 Cover Type C Value Area (ac.) Cover Type C Value Area (ac.) Cover Type C Value Area (ac.) Cover Type C Value Area (ac.) Grass 0.45 0.01 Grass 0.45 0.00 Grass 0.45 0.00 Grass 0.45 0.00 Pavement 0.85 0.05 Pavement 0.85 0.01 Pavement 0.85 0.00 Pavement 0.85 0.13 Roof 0.9 0.00 Roof 0.9 0.00 Roof 0.9 0.27 Roof 0.9 0.15 Total Area = 0.06 Total Area = 0.01 Total Area = 0.27 Total Area = 0.28 Weighted C Value = 0.78 Weighted C Value = 0.85 Weighted C Value = 0.90 Weighted C Value = 0.88 1.11 1.12 2.0 2.1 Cover Type C Value Area (ac.) Cover Type C Value Area (ac.) Cover Type C Value Area (ac.) Cover Type C Value Area (ac.) Grass 0.45 0.00 Grass 0.45 0.00 Grass 0.45 0.01 Grass 0.45 0.01 Pavement 0.85 0.06 Pavement 0.85 0.14 Pavement 0.85 0.06 Pavement 0.85 0.00 Roof 0.9 0.00 Roof 0.9 0.00 Roof 0.9 0.00 Roof 0.9 0.00 Total Area = 0.06 Total Area = 0.14 Total Area = 0.07 Total Area = 0.01 Weighted C Value = 0.85 Weighted C Value = 0.85 Weighted C Value = 0.79 Weighted C Value = 0.45 3.1 3.2 Cover Type C Value Area (ac.) Cover Type C Value Area (ac.) Grass 0.45 0.01 Grass 0.45 0.01 Pavement 0.85 0.15 Pavement 0.85 0.13 Roof 0.9 0.00 Roof 0.9 0.00 Total Area = 0.16 Total Area = 0.14 Weighted C Value = 0.83 Weighted C Value = 0.82 1215 Rangeline - Carmel, IN 12/30/2021 1.5 0.01 ACRES TC = 5 MIN. C = 0.85 3.1 0.16 ACRES TC = 5 MIN. C = 0.83 1.9 0.27 ACRES TC = 5 MIN. C = 0.90 1.11 0.06 ACRES TC = 5 MIN. C = 0.85 1.10 0.28 ACRES TC = 5 MIN. C = 0.88 1.12 0.14 ACRES TC = 5 MIN. C = 0.85 3.2 0.06 ACRES TC = 5 MIN. C = 0.82 2.0 0.07 ACRES TC = 5 MIN. C = 0.79 2.1 0.01 ACRES TC = 5 MIN. C = 0.45 1.4 0.01 ACRES TC = 5 MIN. C = 0.78 1215 RANGELINE ROADPROPOSED INLET MAP333 North Alabama StreetSuite 200Indianapolis, IN 46204317.299.7500FAX: 317.291.5805 StormCAD Model Diagram: FlexTable: Catch Basin Table Hydraulic Grade Line (In) (ft) Flow (Captured) (cfs) Elevation (Invert) (ft) Elevation (Rim) (ft) LabelID 840.200.00839.14844.70CB-1.032 841.320.05840.15846.06CB-1.536 841.320.78840.46845.75CB-2.037 841.320.03840.87846.82CB-2.138 842.280.00841.77845.27CB-3.239 842.280.82841.47845.27CB-3.140 842.281.52841.15845.26CB-1.1046 842.290.73841.50845.26CB-1.1247 842.280.31841.42845.31CB-1.1150 841.180.29839.98846.80CB-1.459 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 10-Year FlexTable: Catchment Table Flow (Total Out) (cfs) Runoff MethodArea (User Defined) (acres) Time of Concentration (hours) Runoff Coefficient (Rational) Outflow ElementLabelID 0.31Rational Method0.0600.0830.850CB-1.11CM-1.1152 0.73Rational Method0.1400.0830.850CB-1.12CM-1.1253 0.00Rational Method0.0000.0830.820CB-3.2CM-3.254 0.03Rational Method0.0100.0830.450CB-2.1CM-2.155 0.78Rational Method0.1600.0830.790CB-2.0CM-2.057 0.05Rational Method0.0100.0830.850CB-1.5CM-1.558 0.29Rational Method0.0600.0830.780CB-1.4CM-1.460 1.52Rational Method0.2800.0830.880CB-1.10CM-1.1061 1.50Rational Method0.2700.0830.900MH-1.9CM-1.963 0.82Rational Method0.1600.0830.830CB-3.1CM-3.164 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 10-Year FlexTable: Conduit Table System Flow Time (min) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow / Capacity (Design) (%) Capacity (Full Flow) (cfs) Flow (cfs) Velocity (Critical) (ft/s) Velocity (ft/s) Length (Unified) (ft) Manning's n Diameter (in) Slope (Calculated) (ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Stop Node Start Node LabelID 7.866840.03840.20113.34.995.655.433.2013.30.01318.00.002839.11839.14O-1CB-1.0CO-1.065 7.829840.20840.28104.95.395.655.433.467.60.01318.00.003839.24839.26CB-1.0MH-1.1CO-1.188 5.222842.27842.2835.57.202.554.413.7232.50.01218.00.004841.02841.15MH-1.9CB-1.10CO-1.1084 5.173842.28842.2824.94.201.043.602.848.30.01215.00.004841.25841.28CB-1.10MH-1.11CO-1.1185 4.980842.28842.2813.62.320.312.732.0611.10.01212.00.004841.38841.42MH-1.11CB-1.11CO-1.1187 4.980842.28842.2930.62.400.733.392.6931.10.01212.00.004841.38841.50MH-1.11CB-1.12CO-1.1286 7.209840.28840.83102.35.545.675.443.57132.80.01318.00.003839.26839.63MH-1.1MH-1.2CO-1.289 7.049840.83840.97122.94.625.685.443.2131.00.01318.00.002839.73839.79MH-1.2MH-1.3CO-1.370 6.815840.97841.18121.34.695.695.443.2245.20.01318.00.002839.89839.98MH-1.3CB-1.4CO-1.471 6.624841.18841.32115.74.695.425.373.0735.20.01318.00.002840.08840.15CB-1.4CB-1.5CO-1.572 0.000841.32841.55142.83.224.605.293.7544.30.01315.00.002840.25840.36CB-1.5MH-1.6CO-1.677 5.499841.41842.2719.424.844.825.2110.8812.00.01218.00.048840.86841.43O-2MH-1.9CO-1.980 6.284841.32841.3219.04.090.783.332.5752.30.01315.00.004840.25840.46CB-1.5CB-2.0CO-2.075 4.980841.32841.321.22.260.031.470.9876.80.01312.00.004840.56840.87CB-2.0CB-2.1CO-2.176 5.384842.27842.2711.07.380.813.282.7419.00.01218.00.004841.02841.10MH-1.9MH-3.0CO-3.081 4.980842.27842.2818.44.440.823.382.7666.90.01215.00.004841.20841.47MH-3.0CB-3.1CO-3.182 4.980842.28842.280.02.440.000.000.0050.00.01212.00.004841.57841.77CB-3.1CB-3.2CO-3.283 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-166612/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 10-Year FlexTable: Manhole Table Hydraulic Grade Line (In) (ft) Flow (Total Out) (cfs) Flow (Local In) (cfs) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) LabelID 840.285.650.00839.26844.30844.30MH-1.133 840.835.670.00839.63846.00846.00MH-1.234 840.975.680.00839.79847.28847.28MH-1.335 842.270.810.00841.10845.60845.60MH-3.041 842.274.820.00840.92845.64845.64MH-1.944 841.554.604.60840.36845.67845.67MH-1.645 842.281.040.00841.28845.30845.30MH-1.1162 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 10-Year FlexTable: Outfall Table System Flow Time (min) Flow (Total Out) (cfs) Hydraulic Grade (ft) Elevation (Invert) (ft) Elevation (Ground) (ft) LabelID 7.9355.65840.03839.11841.38O-131 5.5184.81841.41840.86845.71O-248 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 10-Year FlexTable: Catch Basin Table Hydraulic Grade Line (In) (ft) Flow (Captured) (cfs) Elevation (Invert) (ft) Elevation (Rim) (ft) LabelID 840.250.00839.14844.70CB-1.032 841.390.08840.15846.06CB-1.536 841.411.16840.46845.75CB-2.037 841.410.04840.87846.82CB-2.138 842.480.00841.77845.27CB-3.239 842.481.22841.47845.27CB-3.140 842.492.27841.15845.26CB-1.1046 842.521.09841.50845.26CB-1.1247 842.500.47841.42845.31CB-1.1150 841.260.43839.98846.80CB-1.459 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 100-Year FlexTable: Catchment Table Flow (Total Out) (cfs) Runoff MethodArea (User Defined) (acres) Time of Concentration (hours) Runoff Coefficient (Rational) Outflow ElementLabelID 0.47Rational Method0.0600.0830.850CB-1.11CM-1.1152 1.09Rational Method0.1400.0830.850CB-1.12CM-1.1253 0.00Rational Method0.0000.0830.820CB-3.2CM-3.254 0.04Rational Method0.0100.0830.450CB-2.1CM-2.155 1.16Rational Method0.1600.0830.790CB-2.0CM-2.057 0.08Rational Method0.0100.0830.850CB-1.5CM-1.558 0.43Rational Method0.0600.0830.780CB-1.4CM-1.460 2.27Rational Method0.2800.0830.880CB-1.10CM-1.1061 2.23Rational Method0.2700.0830.900MH-1.9CM-1.963 1.22Rational Method0.1600.0830.830CB-3.1CM-3.164 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 100-Year FlexTable: Conduit Table System Flow Time (min) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow / Capacity (Design) (%) Capacity (Full Flow) (cfs) Flow (cfs) Velocity (Critical) (ft/s) Velocity (ft/s) Length (Unified) (ft) Manning's n Diameter (in) Slope (Calculated) (ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Stop Node Start Node LabelID 7.640840.07840.25123.94.996.185.563.5013.30.01318.00.002839.11839.14O-1CB-1.0CO-1.065 7.603840.25840.34114.75.396.185.563.507.60.01318.00.003839.24839.26CB-1.0MH-1.1CO-1.188 5.396842.47842.4952.67.203.784.894.1232.50.01218.00.004841.02841.15MH-1.9CB-1.10CO-1.1084 5.352842.49842.4936.84.201.553.983.168.30.01215.00.004841.25841.28CB-1.10MH-1.11CO-1.1185 4.980842.49842.5020.22.320.473.020.6011.10.01212.00.004841.38841.42MH-1.11CB-1.11CO-1.1187 4.980842.49842.5245.62.401.093.761.3931.10.01212.00.004841.38841.50MH-1.11CB-1.12CO-1.1286 6.974840.34840.92112.15.546.215.573.52132.80.01318.00.003839.26839.63MH-1.1MH-1.2CO-1.289 6.827840.92841.06134.64.626.225.573.5231.00.01318.00.002839.73839.79MH-1.2MH-1.3CO-1.370 6.613841.06841.26132.94.696.235.573.5345.20.01318.00.002839.89839.98MH-1.3CB-1.4CO-1.471 6.436841.26841.39124.44.695.835.483.3035.20.01318.00.002840.08840.15CB-1.4CB-1.5CO-1.572 0.000841.39841.61142.83.224.605.293.7544.30.01315.00.002840.25840.36CB-1.5MH-1.6CO-1.677 5.527841.56842.4728.924.847.175.7812.1612.00.01218.00.048840.86841.43O-2MH-1.9CO-1.980 6.132841.39841.4128.44.091.163.702.8752.30.01315.00.004840.25840.46CB-1.5CB-2.0CO-2.075 4.980841.41841.411.82.260.041.631.1176.80.01312.00.004840.56840.87CB-2.0CB-2.1CO-2.176 5.341842.47842.4716.47.381.213.643.0819.00.01218.00.004841.02841.10MH-1.9MH-3.0CO-3.081 4.980842.47842.4827.54.441.223.743.0966.90.01215.00.004841.20841.47MH-3.0CB-3.1CO-3.182 4.980842.48842.480.02.440.000.000.0050.00.01212.00.004841.57841.77CB-3.1CB-3.2CO-3.283 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-166612/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 100-Year FlexTable: Manhole Table Hydraulic Grade Line (In) (ft) Flow (Total Out) (cfs) Flow (Local In) (cfs) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) LabelID 840.346.180.00839.26844.30844.30MH-1.133 840.926.210.00839.63846.00846.00MH-1.234 841.066.220.00839.79847.28847.28MH-1.335 842.471.210.00841.10845.60845.60MH-3.041 842.477.170.00840.92845.64845.64MH-1.944 841.614.604.60840.36845.67845.67MH-1.645 842.491.550.00841.28845.30845.30MH-1.1162 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 100-Year FlexTable: Outfall Table System Flow Time (min) Flow (Total Out) (cfs) Hydraulic Grade (ft) Elevation (Invert) (ft) Elevation (Ground) (ft) LabelID 7.7036.18840.07839.11841.38O-131 5.5437.17841.56840.86845.71O-248 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterStorm Sizing.stsw 100-Year APPENDIX B4 1215 Rangeline Water Quality Flow Rate Calculation Project Summary 1215 RangelineTitle BACEngineer Company 12/30/2021Date Notes Page 1 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed WQ.ppc Table of Contents 2Master Network Summary 1215 Rangeline Water Quality Flow Rate Calculation Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 1.1311.9000.06511" SCS Type IIProposed Site Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 1.1311.9000.06511" SCS Type IIOutfall Page 2 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed WQ.ppc 1215 Rangeline Water Quality Flow Rate Calculation Index Master Network Summary...2 M Page 3 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/30/2021 PondPack CONNECT Edition [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterProposed WQ.ppc City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 11/23/2021 Version 20 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl Concentrator AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 2-4 0.70 1.53 6 2.5-5 1.10 2.40 6 3-6 1.59 3.47 6 4-6 2.11 4.60 6 4-8 2.82 6.15 6 5-10 4.40 9.60 6 BioClean Debris Separating Baffle Box (DSBB) 6-12 6.34 13.83 6 APPENDIX B5 Emergency Overflow Project Description Headwater ElevationSolve For Input Data cfs10.11Discharge ft842.60Crest Elevation ft0.00Tailwater Elevation ft^(1/2)/s3.33Weir Coefficient ft4.0Crest Length 0Number Of Contractions Results ft843.43Headwater Elevation ft0.83Headwater Height Above Crest ft-842.60Tailwater Height Above Crest ft²3.3Flow Area ft/s3.04Velocity ft5.7Wetted Perimeter ft4.00Top Width Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/11/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterEmergency Overflow.fm8