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HomeMy WebLinkAboutDrainage Report CIVIL ENGINEERS  LAND DEVELOPMENT CONSULTANTS  DRAINAGE CONSULTANTS  CERTIFIED FLOODPLAIN MANAGER 14020 Mississinewa Drive  Carmel, Indiana 46033  Phone: 317.324.8695  www.Fritz-Eng.com F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\Drainage Report Rev1\FES-2204001 Drainage Report.docx STORMWATER TECHNICAL INFORMATION REPORT LAKEFRONT COURT 2 Project Location: SW CORNER OF LAKEFRONT COURT AND CARMEL DRIVE LOT 2 CARMEL SCIENCE & TECHNOLOGY PARK CARMEL, IN 46032 Prepared For: DAVID RAUSCH STUDIO 170 S. Main Street Zionsville, IN 46077 Date: April 20, 2022 Last Revised: July 7, 2022 TABLE OF CONTENTS TABLE OF CONTENTS .................................................................................................. 2 PROJECT DESCRIPTION .............................................................................................. 3 FEMA MAP OVERVIEW ................................................................................................. 3 WATERSHED DESCRIPTION ........................................................................................ 3 SOILS OVERVIEW ......................................................................................................... 3 TABLE 1 – PROJECT SOILS 3 ZONING INFORMATION ................................................................................................ 3 DEVELOPMENT STANDARDS ...................................................................................... 4 EXISTING CONDITIONS ................................................................................................ 4 TABLE 3 – EXISTING PEAK DISCHARGE RATES 5 PROPOSED CONDITIONS ............................................................................................. 5 STORMWATER DETENTION ......................................................................................... 6 STORMWATER QUALITY .............................................................................................. 6 TABLE 4 – WATER QUALITY UNIT SELECTION 6 STORMWATER PIPE DESIGN ....................................................................................... 6 TABLE 5 – COMPARISON OF PROPOSED VS MASTER PLAN PARAMETERS 7 SUMMARY ...................................................................................................................... 7 REFERENCES ................................................................................................................ 8 APPENDICES ................................................................................................................. 8 APPENDIX A – LOCATION MAP APPENDIX B – FEMA MAP APPENDIX C – SOILS DATA & MAP APPENDIX D – EXISTING DRAINAGE ANALYSIS APPENDIX E – PROPOSED DRAINAGE ANALYSIS APPENDIX F – WATER QUALITY CALCULATIONS APPENDIX G –MASTERPLAN APPROVED DRAINAGE REPORT PROJECT DESCRIPTION David Rausch Studio is proposing a new commercial medical office facility at the on the southwest corner of Carmel Drive and Lakefront Court, commonly known as Lot 2 of Block 11 Carmel Science & Technology Park in Carmel, Indiana. The facility will consist of a new building of approximately 8,000 sf, single story, with associated parking and utility service improvements. Access to the site will be provided from Lakefront Court along the southwestern corner of the site. For reference, the project site is located at approximately latitude 39°57’53''N and longitude 86º08’35”W. FEMA MAP OVERVIEW The project site is located within the FEMA Community Panel Map #18057C0209G dated November 19, 2014. Review of the map indicates the site is located within the Flood Designation ‘Zone X’ (unshaded). Therefore, the site is not subject to Flood Control Ordinance requirements. The FEMA Map is included in Appendix B. WATERSHED DESCRIPTION The project site is located within the ‘White River-Carmel Creek‘ watershed as provided on the IndianaMap GIS system. The 14-digit Hydrologic Unit Codes (HUC) for this watershed Is 05120201090040. SOILS OVERVIEW The project site contains the soils listed in the following Table. The Hydrologic Soil Group (HSG) for each soil is also provided. The appropriate limits of each soil type are depicted in the Soils Map provided in Appendix C. TABLE 1 – PROJECT SOILS ZONING INFORMATION The site is within the corporate limits of the City of Carmel. The underlying Zoning Classification is M-3. The proposed use is permitted in the Zoning District. Soil Symbol Soil Name, Description HSG YshAH Shoals silt loam-Urban B/D YbvA Brookston silty clay loam-Urban B/D UcfA Urban land-Crosby silt loam C/D DEVELOPMENT STANDARDS The project site is located within the City of Carmel, Hamilton County, Indiana. Therefore, the proposed drainage improvements are subject to the standards of design and construction of the City of Carmel. Runoff will be modeled using Rational Method and HydroCAD version 10.00-24 utilizing the Type II rainfall distribution and rainfall depths from Table 201-3 of the Camel Stormwater Technical Standards Manual (Manual). EXISTING CONDITIONS The proposed development site is currently undeveloped within the overall Carmel Science & Technology Park development. The subject site is part of a larger overall development known as the Carmel Science & Technology Park – Block 11. The master plan drainage analysis for this site was provided in the Drainage Calculations prepared by The Schneider Corporation in 2005-2006. Specifically, this Lot 2 was included in the master plan proposed basin 622. Basin 622 corresponds to the existing inlet noted in this analysis as ex4. This drainage area includes the west & north halves of Lakefront Court as well as the subject site. The master plan parameters for basin 622 are as follows: TABLE 2 – MASTER PLAN PARAMETERS FOR SUBJECT SITE Since the proposed project site is 0.96 acres and the remaining portions of basin 622 were predominantly roadway, we can deduce that the parameters for our site can use the same runoff coefficient and time of concentration in our comparative analysis. The above basins was assumed in developed conditions to have a 100% impervious coverage as provided in the master drainage analysis. Although stormwater detention was not specifically noted in the master planned design report, it is understood that the detention basin to the east of Lakefront Court was analyzed and provides the necessary stormwater detention for the fully developed park including the subject lot. The project site is part of a previously approved master planned storm sewer system that was designed and constructed to accommodate the commercial development of the subject parcel. As such, the primary focus of the existing conditions are how the existing conditions drain to that master planned system. The existing site has essentially two distinct drainage patterns as described below. Peak Runoff Rate, cfs Basin Name Area, Ac. Runoff Coefficient, ‘c’ Time of Concentration, min. 622 1.29 0.90 5 EX1 - sheet drains the majority of the site to the north/northeast into an inlets within the Carmel Drive & Lakefront Court road drainage systems. EX2 - sheet drains the remainder of the site to the west into the adjoining property where it enters that private stormwater system before connecting to the existing drainage system in Lakefront Court. TABLE 3 – EXISTING PEAK DISCHARGE RATES For clarity, a map of the existing drainage sheds and infrastructure is illustrated in Appendix D. PROPOSED CONDITIONS This project is proposing a new Medical Office facility of approximately 8,000 sf along southwest corner of Lakefront Court and Carmel Drive in Carmel, Indiana. The facility will consist of a single story new commercial building, along with associated parking and utility service infrastructure. Since the aforementioned master plan drainage systems included specific parameters for this development, the below are details how the proposed improvements fit within the previously approved drainage systems. Calculations for onsite stormwater infrastructure including pipe sizing for the 10-year Rational Method peak runoffs have been provided. The proposed improvements are consistent with the City of Carmel stormwater management standards. Runoff calculations for the proposed conditions are computed in Appendix using the minimum 5-minute Time of Concentration. A map of the proposed basins is provided in Appendix E. Peak Runoff Rate, cfs Basin Name 2-yr 10-yr 25-yr 100-yr EX1 1.01 cfs 1.34 cfs 1.57 cfs 2.00 cfs EX2 0.09 cfs 0.12 cfs 0.15 cfs 0.19 cfs TOTAL 1.10 1.46 1.72 2.19 STORMWATER DETENTION As noted above, it is understood that the master plan analysis included this site within the detention basin analysis for the pond to the east of Lakefront Court. As a result, no further detention analysis is required. Reference Appendix G for the master plan drainage calculations. STORMWATER QUALITY The proposed site was included in the master drainage analysis for the downstream drainage system including Stormwater Quality. An AquaSwirl AS-6 was installed in the master plan storm sewer system just east of the bend in Lakefront Court. However, Carmel Stormwater Technical Standards have changed since the master plan approval and now, Section 701.01 of the Manual requires that all stormwater leaving a site shall be treated by a minimum of two different BMP’s. Therefore, onsite stormwater quality will be provided in the form of an AquaSwirl XC-4. The XC-4 was designed based on the contributing drainage area, CNwq=98.5 as outlined in Section 701.04 of the Manual and a 1” , 24 hour rainfall with a SCS Type II distribution. The XC-4 is placed online and therefore must be capable of passing the peak 10-year design rate as well. The City of Indianapolis Stormwater Unit Selection Guide provides the following parameters as compared to the calculated parameters: TABLE 4 – WATER QUALITY UNIT SELECTION Reference Appendix F for the water quality modeling and analysis. Reference Appendix G for the master plan drainage calculations. STORMWATER PIPE DESIGN The proposed site was included in the Block 11 Carmel Science & Technology Park master drainage analysis for the downstream drainage system including stormwater Area, Ac. WQ CN Time of Concentration, min. Peak WQ Flow, 1”, SCS Type II, 24 hr rain Peak 10- year design flow to unit TOTAL TO WQ UNIT 0.63 99 6 0.83 cfs 2.92 cfs Indianapolis Selection Guide Parameters, AquaSwirl XC-4 1.86 cfs 3.79 cfs OK OK piping from the site and Lakefront Court to the downstream detention basin noted above. Due to the existing downstream pipe network, the proposed improvements are less intense than those assumed for the master plan analysis for the downstream storm sewer pipe design. TABLE 5 – COMPARISON OF PROPOSED VS MASTER PLAN PARAMETERS Both of the above demonstrate that the proposed improvements are within the master plan design parameters and the downstream drainage system will have sufficient capacity to convey runoff from the proposed improvements. Inlet grate capacity calculations were performed for the onsite stormwater inlets to demonstrate sufficient capacity for the 10 year overland design flow to each with a maximum of 6” of ponding and each inlet 50% clogged. These calculations are provided based on removal of the underground roof drain connections since that flow in the pipe sizing calculations is not overland and therefore does not contribute to the inlet grate flow. Calculations for onsite stormwater infrastructure including pipe sizing for the 10-year Rational Method peak runoffs have been provided in Appendix E. A map of the proposed basins is provided in Appendix E. SUMMARY David Rausch Studio is proposing a new commercial medical office facility at the on the southwest corner of Carmel Drive and Lakefront Court, commonly known as Lot 2 of Block 11 Carmel Science & Technology Park in Carmel, Indiana. The facility will consist of a new building of approximately 8,000 sf, single story, with associated parking and utility service improvements. Access to the site will be provided from Lakefront Court along the southwestern corner of the site. The above demonstrates that the proposed improvements are within the parameters of both previously approved analyzes. As a result of the onsite drainage analysis, the proposed improvements are not anticipated to have adverse impacts on the surrounding or downstream drainage systems. Basin Name Area, Ac. Runoff Coefficient, ‘c’ Time of Concentration, min. 622 (MASTERPLAN) 1.29 0.90 5 ex4 1.27 0.65 7 REFERENCES 1. Hamilton County Soils Map (Web Soil Survey) 2. FEMA Flood Insurance Rate Maps, FEMA Website 3. Indiana Drainage Handbook 4. Carmel Stormwater Technical Standards 5. Hamilton County Surveyor’s Office Technical Standards & Details APPENDICES APPENDIX A – LOCATION MAP APPENDIX B – FEMA MAP APPENDIX C – SOILS DATA & MAP APPENDIX D – EXISTING DRAINAGE ANALYSIS APPENDIX E – PROPOSED DRAINAGE ANALYSIS APPENDIX F – WATER QUALITY CALCULATIONS APPENDIX G –MASTERPLAN APPROVED DRAINAGE REPORT APPENDIX A – LOCATION MAP DUMPSTERENCLOSUREPATIO N SITE VICINITY & ZONING MAP NOT TO SCALE SITE LOCATION M3 N SITE LOCATION COUNTY LOCATION MAP M3 M3 M3 M3 APPENDIX B – FEMA MAP National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 4/19/2022 at 5:40 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°8'54"W 39°58'8"N 86°8'17"W 39°57'40"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 APPENDIX C – SOILS DATA & MAP Hydrologic Soil Group—Hamilton County, Indiana (LAKEFRONT COURT 2) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/10/2022 Page 1 of 44424190442420044242104424220442423044242404424250442426044241904424200442421044242204424230442424044242504424260573120573130573140573150573160573170573180573190573200573210573220573230 573120 573130 573140 573150 573160 573170 573180 573190 573200 573210 573220 573230 573240 39° 57' 55'' N 86° 8' 37'' W39° 57' 55'' N86° 8' 32'' W39° 57' 52'' N 86° 8' 37'' W39° 57' 52'' N 86° 8' 32'' 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: 1:555 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 (LAKEFRONT COURT 2) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/10/2022 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 0.0 3.9% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 0.2 23.9% YshAH Shoals silt loam-Urban land complex, 0 to 2 percent slopes, frequently flooded, brief duration B/D 0.6 72.2% Totals for Area of Interest 0.8 100.0% Hydrologic Soil Group—Hamilton County, Indiana LAKEFRONT COURT 2 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/10/2022 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 LAKEFRONT COURT 2 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/10/2022 Page 4 of 4 APPENDIX D – EXISTING DRAINAGE ANALYSIS PART OF LOT 2 LOT 3 LAKEFRONT COURT LAKEFRONT COURTCARM E L D R I V E FER T I G R E G U L A T E D D R A I N ( C L O S E D D R A I N ) STORM TABLE EX1 0.88 Ac. EX2 0.08 Ac. ex4 ex5 EXISTING DETENTIONPONDPROJECT NO. CHECK:DRAWN: PLAN DATE: DESIGN: 14020 Mississinewa Drive Carmel, Indiana 46033 P: 317.324.8695 F: 317.324.8717 www.Fritz-Eng.com Fritz Engineering Services, LLC PROJECT: PROJECT LOCATION: SECTION, TOWNSHIP, RANGE: LAKEFRONT COURT 2 4/20/2022 2204001 LAKEFRONT COURT CARMEL, INDIANA 46032 HAMILTON COUNTY S36, T18N, R3E SHEET NAME SHEET NO. 00 60'120' SCALE: 1" = 60' N EXH-1 EXISTING BASIN MAP AF AF KG LEGEND: PAVEMENT/GRAVEL GRASS/LANDSCAPE AREA BUILDING BASIN LIMITS PROJECT NAME:LAKEFRONT COURT 2 FES PROJECT #:2204001 DATE:4/20/2022 STRUCTURE/BASIN I.D. TOTAL DRAINAGE AREA % Grass % Gravel/Pvmt % Rooftop Weighted (Ac.)0.25 0.85 0.90 C EX-1 0.88 Ac.100%0%0%W eighted C= 0.25 38,149 SF 38,149 SF SF SF EX-2 0.08 Ac.100%0%0%Weighted C= 0.25 3,534 SF 3,534 SF SF SF TOTAL EXISTING 0.96 Ac.100%0%0%W eighted C= 0.25 41,683 SF 41,683 SF SF SF RUNOFF COEFFICIENTS CALCULATIONS WEIGHTED RUNOFF COEFFICIENTS F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design PROJECT NAME:LAKEFRONT COURT 2 FES PROJECT #:2204001 DATE:4/20/2022 UP DOWN BASIN c A c*A Tc SUM Tc I Q I Q I Q I Q #(acres)(min)(c*A)(min)(in/hr)(cfs)(in/hr)(cfs)(in/hr)(cfs)(in/hr)(cfs) 603 602 603 0.76 0.44 Ac.0.33 5 min.0.33 5.0 min.4.63 in/hr 1.54 cfs 6.12 in/hr 2.04 cfs 7.18 in/hr 2.39 cfs 9.13 in/hr 3.04 cfs 602 601 602 0.82 0.19 Ac.0.16 5 min.0.49 6.0 min.4.48 in/hr 0.72 cfs 5.92 in/hr 2.92 cfs 6.94 in/hr 3.43 cfs 8.83 in/hr 4.36 cfs 601 ex4 601 0.85 0.00 Ac.0.00 5 min.0.49 6.0 min.4.48 in/hr 0.00 cfs 5.92 in/hr 2.92 cfs 6.94 in/hr 3.43 cfs 8.83 in/hr 4.36 cfs ex4 ex5 OFFSITE-E 0.78 0.31 Ac.0.25 5 min.0.74 7.0 min.4.34 in/hr 1.06 cfs 5.73 in/hr 4.23 cfs 6.72 in/hr 4.97 cfs 8.55 in/hr 6.32 cfs EX-1 EX-1 0.25 0.88 Ac.0.22 5 min.0.22 5.0 min.4.63 in/hr 1.01 cfs 6.12 in/hr 1.34 cfs 7.18 in/hr 1.57 cfs 9.13 in/hr 2.00 cfs EX-2 EX-2 0.25 0.08 Ac.0.02 5 min.0.02 5.0 min.4.63 in/hr 0.09 cfs 6.12 in/hr 0.12 cfs 7.18 in/hr 0.15 cfs 9.13 in/hr 0.19 cfs DESIGN STORMS 10 25 100 COMPOSITE BASINS ADDITIONAL CALCULATIONS RATIONAL METHOD PEAK RUNOFF STRUCTURE BASINS 2 F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design APPENDIX E – PROPOSED DRAINAGE ANALYSIS PART OF LOT 2 LOT 3First Financial Bank NALAKEFRONT COURT LAKEFRONT COURTCARM E L D R I V E FER T I G R E G U L A T E D D R A I N ( C L O S E D D R A I N ) STORM TABLE LOT 5 Carmel Drive Professional Partners LLC LOT 4 Carmel Practice LLC REI Real Estate Services LLCMidwest Independent Trans System Operator Inc ///////////////////////////////////////////////////////////////PIV ex4 ex5 603 602 601 EXISTING DETENTIONPONDDIR-W 0.02 Ac. DIR-E 0.30 Ac. OFFSITE-E 0.31 Ac. PROJECT NO. CHECK:DRAWN: PLAN DATE: DESIGN: 14020 Mississinewa Drive Carmel, Indiana 46033 P: 317.324.8695 F: 317.324.8717 www.Fritz-Eng.com Fritz Engineering Services, LLC PROJECT: PROJECT LOCATION: SECTION, TOWNSHIP, RANGE: LAKEFRONT COURT 2 5/18/2022 2204001 LAKEFRONT COURT CARMEL, INDIANA 46032 HAMILTON COUNTY S36, T18N, R3E SHEET NAME SHEET NO. 00 60'120' SCALE: 1" = 60' N EXH-2 PROPOSED BASIN MAP AF AF KG LEGEND: PAVEMENT/GRAVEL GRASS/LANDSCAPE AREA BUILDING BASIN LIMITS 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods PROJECT NAME:LAKEFRONT COURT 2 FES PROJECT #:2204001 DATE:7/7/22 DESIGN STORM:10 Year COMPOSITE BASINS TRAVEL UP DOWN BASIN c A c*A Tc I Q SUM Tc I Q TIME # (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min) 603 602 603 0.76 0.44 Ac.0.33 5 min. 6.12 in/hr 2.04 cfs 0.33 5 min. 6.12 in/hr 2.04 cfs 0.9 min. 602 601 602 0.82 0.19 Ac.0.16 5 min. 6.12 in/hr 0.98 cfs 0.49 6 min. 5.92 in/hr 2.92 cfs 0.0 min. 601 ex4 601 0.85 0.00 Ac.0.00 5 min. 6.12 in/hr 0.00 cfs 0.49 6 min. 5.92 in/hr 2.92 cfs 0.1 min. ex4 ex5 OFFSITE-E 0.78 0.31 Ac.0.25 5 min. 6.12 in/hr 1.50 cfs 0.74 7 min. 5.73 in/hr 4.23 cfs 0.1 min. STRUCTURE BASINS STORM SEWER DESIGN CALCULATIONS RATIONAL METHOD PEAK RUNOFF F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\Drainage Report Rev1\FES_Storm_Sewer_Design PROJECT NAME:LAKEFRONT COURT 2 FES PROJECT #:2204001 DATE:7/7/2022 DESIGN STORM:10 Year DESIGN MANN. CAP. FULL ACTUAL ACTUAL UP DOWN Q L DIA. SLOPE MTRL COEFF. Q VEL. DEPTH VEL. (cfs) (ft) (in) % n (cfs) (ft/s) (in) (ft/s) UP DOWN UP DOWN UP DOWN 603 602 2.04 188 LF 12 in.0.41%RCP 0.013 2.29 cfs 2.92 ft/s 8.8 in.3.30 ft/s 840.88 840.95 837.20 836.43 2.5 3.4 602 601 2.92 8 LF 12 in.0.75%RCP 0.013 3.09 cfs 3.95 ft/s 9.1 in.4.50 ft/s 840.95 840.93 834.83 834.77 5.0 5.0 601 ex4 2.92 24 LF 12 in.1.12%RCP 0.013 3.77 cfs 4.82 ft/s 7.8 in.5.31 ft/s 840.93 836.91 834.67 834.41 5.1 1.3 ex4 ex5 4.23 29 LF 18 in.1.28%RCP 0.013 11.90 cfs 6.76 ft/s 7.4 in.6.15 ft/s 836.91 836.88 834.26 833.89 1.0 1.3 STORM SEWER DESIGN CALCULATIONS PIPE SIZING CALCULATIONS RIM ELEV. STRUCTURE COVER (ft) INVERT ELEV. F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\Drainage Report Rev1\FES_Storm_Sewer_Design PROJECT NAME:LAKEFRONT COURT 2 FES PROJECT #:2204001 DATE:7/7/2022 STRUCTURE/BASIN I.D. TOTAL DRAINAGE AREA % Grass % Gravel/Pvmt % Rooftop Weighted (Ac.) 0.25 0.85 0.90 C RUNOFF COEFFICIENTS CALCULATIONS WEIGHTED RUNOFF COEFFICIENTS DIR-W 0.02 Ac.100%0%0%Weighted C= 0.25 862 SF 862 SF SF SF DIR-E 0.30 Ac.94%6%0%Weighted C= 0.29 13,262 SF 12,460 SF 802 SF SF 603 0.44 Ac.18%57%26%Weighted C= 0.76 19,085 SF 3,375 SF 10,810 SF 4,900 SF 602 0.19 Ac.7%55%38%Weighted C= 0.82 8,474 SF 590 SF 4,684 SF 3,200 SF 601 0.00 Ac.0%100%0%Weighted C= 0.85 SF SF SF SF TOTAL PROPOSED ONSITE 0.96 Ac.41%39%19%Weighted C= 0.61 41,683 SF 17,287 SF 16,296 SF 8,100 SF OFFSITE-E 0.31 Ac.11%89%0%Weighted C= 0.78 13,626 SF 1,500 SF 12,126 SF SF TOTAL TO ex4 1.27 Ac.34%51%15%Weighted C= 0.65 (TOTAL ONSITE + OFFSITE-E)55,309 SF 18,787 SF 28,422 SF 8,100 SF 120 SF F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\Drainage Report Rev1\FES_Storm_Sewer_Design PROJECT NAME:LAKEFRONT COURT 2 FES PROJECT #:2204001 DATE:7/7/2022 STRUCTURE/BASIN I.D. TOTAL DRAINAGE AREA % Grass % Gravel/Pvmt % Rooftop Weighted (Ac.) 0.25 0.85 0.90 C RUNOFF COEFFICIENTS CALCULATIONS WEIGHTED RUNOFF COEFFICIENTS TOTAL TO WQ UNIT 0.63 Ac.14%56%29%Weighted C= 0.77 (603 +602)27,559 SF 3,965 SF 15,494 SF 8,100 SF 83 SF F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\Drainage Report Rev1\FES_Storm_Sewer_Design PROJECT NAME:LAKEFRONT COURT 2 FES PROJECT #:2204001 DATE:7/7/2022 Enter Appropriate Information for Inlet Grate Capacity Grate # Grate Type Open Area, sf Perimeter, ft.Head, ft Capacity, cfs 50% Clogged Capacity, cfs Weir Transitional Orifice R-3286-8V V 0.7 4.4 0.50 2.55 1.28 1.22 Check 2.55 5.13 R-3010 A,C 1.0 4.6 0.50 3.40 1.70 1.46 Check 3.40 5.37 Full Capacity, cfs AREA INLET CAPACITY CALCULATIONS (Sag / Low Point) Maximum Overland Flow to Inlet/Casting (not including underground roof drains), cfs Sufficient Capacity Provided? F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\Drainage Report Rev1\FES_Storm_Sewer_Design PROJECT NAME:LAKEFRONT COURT 2 FES PROJECT #:2204001 DATE:7/7/2022 UP DOWN BASIN c A c*A Tc SUM Tc I Q I Q I Q I Q # (acres) (min) (c*A) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) 603 602 603 0.76 0.44 Ac.0.33 5 min. 0.33 5.0 min. 4.63 in/hr 1.54 cfs 6.12 in/hr 2.04 cfs 7.18 in/hr 2.39 cfs 9.13 in/hr 3.04 cfs 602 601 602 0.82 0.19 Ac.0.16 5 min. 0.49 6.0 min. 4.48 in/hr 0.72 cfs 5.92 in/hr 2.92 cfs 6.94 in/hr 3.43 cfs 8.83 in/hr 4.36 cfs 601 ex4 601 0.85 0.00 Ac.0.00 5 min. 0.49 6.0 min. 4.48 in/hr 0.00 cfs 5.92 in/hr 2.92 cfs 6.94 in/hr 3.43 cfs 8.83 in/hr 4.36 cfs ex4 ex5 OFFSITE-E 0.78 0.31 Ac.0.25 5 min. 0.74 7.0 min. 4.34 in/hr 1.06 cfs 5.73 in/hr 4.23 cfs 6.72 in/hr 4.97 cfs 8.55 in/hr 6.32 cfs EX-1 EX-1 0.25 0.88 Ac.0.22 5 min. 0.22 5.0 min. 4.63 in/hr 1.01 cfs 6.12 in/hr 1.34 cfs 7.18 in/hr 1.57 cfs 9.13 in/hr 2.00 cfs EX-2 EX-2 0.25 0.08 Ac.0.02 5 min. 0.02 5.0 min. 4.63 in/hr 0.09 cfs 6.12 in/hr 0.12 cfs 7.18 in/hr 0.15 cfs 9.13 in/hr 0.19 cfs DESIGN STORMS 10 25 100 COMPOSITE BASINS ADDITIONAL CALCULATIONS RATIONAL METHOD PEAK RUNOFF STRUCTURE BASINS 2 F:\2022\2204001 - Lakefront Court 2\02 Civil\Engr\Drainage\Drainage Report Rev1\FES_Storm_Sewer_Design Hydraflow Summary Report 1 Line No.Line ID Flow Rate Line Size (Rise x Span) Line Type Line Length Invert Elev. Down Invert Elev. Up Line Slope HGL Down HGL Up Minor Loss HGL Junct (cfs)(in)(ft)(ft)(ft)(%)(ft)(ft)(ft)(ft) 1 Pipe - (3)2.92 12 Cir 24 834.41 834.67 1.10 835.14 835.40 n/a 835.40 2 Pipe - (2)2.92 12 Cir 8 834.77 834.83 0.73 835.50 835.56 n/a 835.56 3 Pipe - (1)2.04 12 Cir 188 836.43 837.20 0.41 837.12 837.89 0.19 838.08 APPENDIX F – WATER QUALITY CALCULATIONS Type II 24-hr WQ Rainfall 1in-24hr Rainfall=1.00"WQ Unit Sizing Printed 4/19/2022Prepared by Fritz Engineering HydroCAD® 10.10-6a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Water Quality Drainage Area Runoff = 0.83 cfs @ 11.96 hrs, Volume= 0.041 af, Depth> 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall 1in-24hr Rainfall=1.00" Area (ac) CN Description * 0.630 98.5 WQ Curven Number from Figure 701-1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, From Storm Calcs 06/28/07 Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event Water Quality Curve Number7072747678808284868890929496981000 102030405060708090100Percent ImperviousnessWater Quality Curve Number (CNwq) City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 01/28/2022 Version 22 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-3 1.02 2.27 9 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 1S Water Quality Drainage Area Routing Diagram for WQ Unit Sizing Prepared by Fritz Engineering, Printed 4/19/2022 HydroCAD® 10.10-6a s/n 10557 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Lakefront Court - WQ Analysis WQ Unit Sizing Printed 4/19/2022Prepared by Fritz Engineering Page 2HydroCAD® 10.10-6a s/n 10557 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 WQ Rainfall 1in-24hr Type II 24-hr Default 24.00 1 1.00 2 Lakefront Court - WQ Analysis WQ Unit Sizing Printed 4/19/2022Prepared by Fritz Engineering Page 3HydroCAD® 10.10-6a s/n 10557 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.630 98.5 WQ Curven Number from Figure 701-1 (1S) 0.630 98.5 TOTAL AREA Lakefront Court - WQ Analysis Type II 24-hr WQ Rainfall 1in-24hr Rainfall=1.00"WQ Unit Sizing Printed 4/19/2022Prepared by Fritz Engineering Page 4HydroCAD® 10.10-6a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.630 ac Runoff Depth>0.78"Subcatchment 1S: Water Quality Drainage Area Tc=6.0 min CN=98.5 Runoff=0.83 cfs 0.041 af Total Runoff Area = 0.630 ac Runoff Volume = 0.041 af Average Runoff Depth = 0.78" Lakefront Court - WQ Analysis Type II 24-hr WQ Rainfall 1in-24hr Rainfall=1.00"WQ Unit Sizing Printed 4/19/2022Prepared by Fritz Engineering Page 5HydroCAD® 10.10-6a s/n 10557 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: Water Quality Drainage Area Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQ Rainfall 1in-24hr Rainfall=1.00" Runoff Area=0.630 ac Runoff Volume=0.041 af Runoff Depth>0.78" Tc=6.0 min CN=98.5 0.83 cfs Lakefront Court - WQ Analysis Multi-Event TablesWQ Unit Sizing Printed 4/19/2022Prepared by Fritz Engineering Page 6HydroCAD® 10.10-6a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 1S: Water Quality Drainage Area Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ Rainfall 1in-24hr 1.00 0.83 0.041 0.78 APPENDIX G –MASTERPLAN APPROVED DRAINAGE REPORT