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HomeMy WebLinkAboutDrainage Report TLF, Inc. Project No. 2019-193 Drainage Report for Carmel Clay Schools – Carmel High School Performing Arts Addition and Renovations 520 E. Main Street Carmel, Indiana 46032 January 13, 2021 Revised, March 9, 2021 Prepared by: TLF, Inc. 3901 West 86th Street, Suite 200 Indianapolis, IN 46268 Phone (317) 334-1500 Submitted by: Pete M. Rankovich, PE Herb Windhorst TLF, Inc. Project No. 2019-266 Table of Contents Project Narrative I. Project Location II. Project Description III. Existing Drainage Conditions IV. Proposed Drainage Conditions V. Storm Sewer Design VI. Storm Water Detention VII. Storm Water Quality VIII. Summary and Conclusions Appendices Appendix A - Maps · Site Location Map – Exhibit A. · Soils Map and Data – Exhibit A.2 · Flood Insurance Rate Map – Exhibit A.3 Appendix B – Site Drainage Conditions · Existing Drainage Conditions – Exhibit B.1 · Proposed Drainage Conditions and Inlet Basin Areas – Exhibit B.2 Appendix C - Proposed Storm Sewer Calculations · Rainfall Data – Exhibit C.1 · Storm Sewer Structure Data Table – Exhibit C.2 · Casting Capacity Calculations – Exhibit C.3 · Hydraulic Grade Line Calculations – Exhibit C.4 Appendix D - Proposed Water Quality Calculations · Water Quality HydroCAD Model · Water Quality Unit Selection Table · Water Quality BMP Detail TLF, Inc. Project No. 2019-266 Project Narrative I. Project Location The proposed project is located at 520 East Main Street on the Carmel High School Campus, Carmel, Indiana per the Site Location Map – Exhibit A.1. The project area does not lie within a floodway or floodplain per FEMA panel 18057C0226G effective November 19, 2014 and the Flood Insurance Rate Map provided on Exhibit A.3 in Appendix A. II. Project Description The proposed project is located on the south side of the existing 38-acre Carmel High School Campus near the southeast property corner. The proposed site improvements will consist of a new 18,240 square foot building addition with associated site improvements will disturb approximately 0.86 acres of land. As part of this project the associated infrastructure modifications include; a storm sewer main relocation, connection of new building storm laterals, re-connection of existing building lateral, addition of a sanitary lateral and fire protection lateral line reroutes. III. Existing Drainage Conditions The existing 0.98 acre project area is comprised of 0.77 acres of impervious surfaces (parking lots, sidewalks and access drives) and 0.21 acres pervious areas (lawn and plantings in mulch beds). The storm water runoff in the parking lot and access drives drain to multiple storm inlets within those areas, along with existing roof drains connect an existing 24” RCP storm sewer main located along the south and east sides of the existing building. The storm sewer system flows west to east on the east in a 24” RCP, then to the north at the southeast corner of the project area. The 24” main along the east side of the property then connects, along with off-site drainage from the south to a 42” main, north east and downstream of the of the project area. The 42” main flows in a northerly direction to Cool Creek at the north property line. Table 1: Existing Runoff Rates Area 10-yr Runoff 100-yr Runoff (ac) (cfs) (cfs) 0.98 4.37 6.52 The weighted Runoff Coefficient is 0.73, based on calculations shown on Exhibit B.1. The existing drainage conditions and patterns are provided on the Existing Drainage Conditions Exhibit B.1, in Appendix B. The site soils mainly consist of Crosby silt loam, fine-loamy subsoil-Urban land complex, see Soil Map and related soil data are shown on Exhibit A.2 in Appendix A. TLF, Inc. Project No. 2019-266 IV. Proposed Drainage Conditions The project consists of a new 18,240 square foot building addition, the removal of parking lot area and replacement with a 20’ access drive, the removal and replacement of the east access drive to accommodate finished grades. The proposed developed site conditions will increase the total amount of impervious area by 0.08 acres. The existing 24” storm sewer main will be removed, rerouted to the south outside of new building addition footprint, and replaced with a new 30” RCP, and reconnected to the existing downstream 24” main (to remain in place) along the east side of the project area. This storm sewer main does not convey off-site drainage. The new 30” storm main has a capacity of approximately 30cfs, which exceeds the existing 24” storm sewer capacity. Refer to the Storm Sewer Calculations Table – Exhibit C.2. Table 2: Proposed Runoff Rates Area 10-yr Runoff 100-yr Runoff (ac) (cfs) (cfs) 0.98 4.61 6.88 The weighted Runoff Coefficient is 0.77, based on calculations shown on Exhibit B.2. The developed drainage conditions and patterns are provided on the Proposed Conditions Plan – Exhibit B.2, in Appendix B. V. Storm Sewer Design The proposed storm sewer is designed to convey the 10-yr stormwater runoff flows from the proposed Inlet basins, based on 5 minute time of concentration (Tc). The storm sewer has been designed via the rational method in accordance with the City of Carmel Storm water Technical Standards Manual. The full capacity of the existing on-site 24” storm sewer was used as inflow to the proposed relocated 30” storm sewer. The new (rerouted) 30” storm sewer has roughly 150% more capacity than the existing 24” main being replaced. The storm lines conveying flow from the existing storm inlets to the main are designed per the Rational Method for a 10-yr storm event. The Proposed Storm Sewer Exhibits, calculations, and pipe sizes are provided in Exhibit C.2, in Appendix C. Corresponding Inlet basin areas are shown on the Proposed Condition Plan Exhibit B.2, in Appendix B. VI. Storm Water Detention The proposed site improvements related to the redevelopment of this project area include multiple (existing and proposed) storm lateral discharge points to the storm sewer main in a relatively condensed area. The available space for the implementation of storm water detention is not available. Based on early design coordination meetings with the City of Carmel Engineering, and based on a small increase of 0.08 acres of impervious area, the City agreed that the project would provide detention in an area where additional space was available. Additional detention was provided by the previously submitted Carmel High School Parking Lot Addition Project (PZ-2020-00170 TAC). An additional 0.12 acres of impervious area was added to the previously approved HydroCAD model to account for this and other future upcoming projects. This project is adding 0.08 acres. VII. Storm Water Quality The proposed site improvements will utilize a manufactured water quality device (Contech Cascade Separator CS-5) to meet the water quality requirements of the 1-inch 24-hour event of 1.38 cfs. The stormwater quality calculations are provided in Appendix D. TLF, Inc. Project No. 2019-266 VIII. Summary and Conclusions The project will increase impervious surface area by 0.08 acres within the 0.98 acre Project Area located at the 38-acre Carmel High School Campus. The increase in storm water runoff for the localized 0.98-acre project area will be 0.24 cfs, based on an increase in the Runoff Coefficient of form 0.73 to 0.77 and a time of concentration (Tc) of 5 minutes. The new (rerouted) 30” storm sewer capacity has roughly 150% more capacity than the existing 24” main being replaced. The storm lines conveying flow from the existing storm inlets to the main are designed per the Rational Method for a 10-yr storm event. This project will disturb approximately 0.86 acres of the overall site. Erosion control measures will be implemented before construction begins and maintained during construction to comply with IDEM Rule 5, Notice of Intent for Construction and Land Disturbance. TLF, Inc. Project No. 2019-266 Appendix A Maps E. Main StreetKeystone PkwyPROJECT SITE PROJECT SITE PROJECT SITE TLF, Inc. Project No. 2019-266 Appendix B Site Drainage Conditions TBM#1 = 856.00 E MAIN STREET LOT 1 LOT 48 TOTAL PROJECT AREA = 0.98 ACRES EXISTING: C = (0.30x0.21+0.85x0.77) / 0.98 = 0.73 EXISTING: 10 YR Q = 0.73x6.12x0.98 = 4.37 CFS EXISTING: 100 YR Q = 0.73x9.12x0.98 = 6.52 CFS 20 6002040 INLETS, VALVES, AND MARKS MADE UPON THE GROUND BY ALSO BE OTHER EXISTING UNDERGROUND UTILITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR EXACT LOCATIONS OF EXISTING UNDERGROUND UTILITIES SHALL BE VERIFIED BY CONTRACTOR PRIOR TO ANY AND WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE OTHERS) AND ARE SPECULATIVE IN NATURE. THERE MAY ALL CONSTRUCTION. THE LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES EVIDENCE (INCLUDING, BUT NOT LIMITED TO, MANHOLES, SHOWN ON THE PLAN ARE BASED UPON ABOVE GROUND CAUTION !! Know what's below. before you dig.Call R Call 811 or 1-800-382-5544 Before You Begin Any Digging Project. Call 48 hours or 2 working days before you dig. It's Fast, It's Easy and It's the Law in the state of Indiana! CARMEL TAC REVIEW 01/13/2021A 19700317 No. COPYRIGHT 2021 BY FANNING/HOWEY ASSOCIATES, INC. WWW.FHAI.COM ARCHITECT PROJECT NUMBER: 220114.00 CARMEL HIGH SCHOOL PERFORMING ARTS ADDITION AND RENOVATIONS CARMEL CLAY SCHOOLS 520 E MAIN STREET CARMEL, IN 46032 PROJECT ISSUE DATE: 03/08/2021 DRAWN BY: HHW 317-848-0966 350 E NEW YORK ST# 300, INDIANAPOLIS, IN 46204 REV. NO.DESCRIPTION DATE CONSULTANT CONSTRUCTION DOCUMENTS EX-DRN EXISTING CONDITIONS PLAN TBM#1 = 856.00 E MAIN STREET LOT 1 LOT 48 PROPOSED BUILDING ADDITION 18,240 SFT. FINISH FLOOR ELEV. = 851.55 (EAST) FINISH FLOOR ELEV. = 852.89 (WEST) FIRE LANE NO PARKING FIRE LANE NO PARKING FIRE LANE NO PARKINGSANSAN SANTOTAL PROJECT AREA = 0.98 ACRES PROPOSED: C = (0.30x0.13+0.85x0.85) / 0.98 = 0.77 PROPOSED: 10 YR Q = 0.77x6.12x0.98 = 4.61 CFS PROPOSED: 100 YR Q = 0.77x9.12x0.98 = 6.88 CFS ST-203 0.13 ACRES C = (0.30x0.05+0.85x0.08) / 0.13 = 0.63 ST-205 0.10 ACRES C = (0.30x0.04+0.85x0.06) / 0.10 = 0.63 HATCHED AREA INDICATES UNDISTURBED DRAINAGE AREA (0.12 ACRES) CONTRIBUTING TO INLETS 20 6002040 INLETS, VALVES, AND MARKS MADE UPON THE GROUND BY ALSO BE OTHER EXISTING UNDERGROUND UTILITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR EXACT LOCATIONS OF EXISTING UNDERGROUND UTILITIES SHALL BE VERIFIED BY CONTRACTOR PRIOR TO ANY AND WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE OTHERS) AND ARE SPECULATIVE IN NATURE. THERE MAY ALL CONSTRUCTION. THE LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES EVIDENCE (INCLUDING, BUT NOT LIMITED TO, MANHOLES, SHOWN ON THE PLAN ARE BASED UPON ABOVE GROUND CAUTION !! Know what's below. before you dig.Call R Call 811 or 1-800-382-5544 Before You Begin Any Digging Project. Call 48 hours or 2 working days before you dig. It's Fast, It's Easy and It's the Law in the state of Indiana! CARMEL TAC REVIEW 01/13/2021A 19700317 No. COPYRIGHT 2021 BY FANNING/HOWEY ASSOCIATES, INC. WWW.FHAI.COM ARCHITECT PROJECT NUMBER: 220114.00 CARMEL HIGH SCHOOL PERFORMING ARTS ADDITION AND RENOVATIONS CARMEL CLAY SCHOOLS 520 E MAIN STREET CARMEL, IN 46032 PROJECT ISSUE DATE: 03/08/2021 DRAWN BY: HHW 317-848-0966 350 E NEW YORK ST# 300, INDIANAPOLIS, IN 46204 REV. NO.DESCRIPTION DATE CONSULTANT CONSTRUCTION DOCUMENTS PRO-DRN PROPOSED CONDITIONS PLAN TLF, Inc. Project No. 2019-266 Appendix C Proposed Storm Sewer Calculations Description:Carmel High School Reviewing Entity:City of Carmel Job #:2020-266 Date:- Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 0.83 0.95 1.11 1.37 1.60 1.87 180 3 0.59 0.72 0.84 1.04 1.22 1.42 360 6 0.35 0.43 0.50 0.62 0.72 0.85 720 12 0.20 0.24 0.29 0.35 0.41 0.48 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data Job Information Description:Carmel PACReviewing Entity:Job #:Date:10-yrEntity DataInvert Drop0.1INLET CASTING TO INLETCASTING INLETc AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET CASTING INLET Q CUM. QU.S. D.S. 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)(ft)(ft)EX 20119.84RCP - - 0.85 3.412.90 - 2.905.005.00 - - 6.12 6.12 - 17.7424 0.770.013 19.85 89% 6.32 1.47 7.14 0.05851.46851.92 844.29844.134.92 5.54201 20237.00RCP - - - -- - 2.90-5.05 - - - 6.11 - 17.7130 0.550.013 30.28 58% 6.17 1.37 6.41 0.10851.92851.36 844.01 843.81 5.11 4.75202 20485.70RCP - - - -- - 2.90-5.15 - - - 6.09 - 17.6630 0.550.013 30.42 58% 6.20 1.37 6.43 0.23851.36850.77 843.71 843.24 4.85 4.74203 20410.08RCP 0.63 0.13 - -0.08 0.08 0.085.005.00 - - 6.12 6.12 0.50 0.5012 0.500.013 2.52 20% 3.21 0.30 2.50 0.05850.42850.77 846.45846.402.80 3.20204 206105.32RCP - - - -- - 2.98-5.38 - - - 6.05 - 18.0330 0.550.013 30.42 59% 6.20 1.39 6.46 0.28850.77850.51 843.14 842.56 4.84 5.15205 2069.75RCP 0.63 0.10 - -0.06 0.06 0.065.005.00 - - 6.12 6.12 0.39 0.3912 0.500.013 2.52 15% 3.21 0.26 2.32 0.05850.23850.51 846.01845.963.05 3.38206 20781.74RCP - - - -- - 3.04-5.67 - - - 6.00 - 18.2630 0.550.013 30.42 60% 6.20 1.40 6.48 0.22850.51850.52 842.46 842.01 5.25 5.71207 20828.09RCP - - - -- - 3.04-5.89 - - - 5.96 - 18.1430 0.550.013 30.42 60% 6.20 1.39 6.47 0.08850.52860.60 841.91841.765.81 16.05208 209146.73RCP - - 0.85 0.090.08 - 3.12-5.96 - - - 5.95 - 18.5524 0.690.013 18.79 99% 5.98 1.62 6.82 0.41860.60 851.58841.65840.6416.70 8.69ELEV.ELEV.FULL FLOW VELOCITY03/09/21(in/hr)CHEN'S METHODDesign Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOW(in/hr)STR.PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCity of Carmel2020-193COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYTRAVEL TIMEDIRECT TO INLETiFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S N Job Information Description: Reviewing Entity:City of Carmel Job #:2020-193 Date:- 100-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) EX TYPE ''C'' MANHOLE R-1772 4.92 7.17 - - - - - - - 0.00 201 TYPE ''J'' MANHOLE R-1772 5.22 8.01 - - - - - - - 0.00 202 TYPE ''J'' MANHOLE R-1772 4.96 7.75 - - - - - - - 0.00 203 EXISTING CURB INLET R-3010 2.80 3.97 0.63 0.13 5.00 9.12 0.75 0.10 0.23 0.23 204 TYPE ''J'' MANHOLE R-1772 4.86 7.65 - - - - - - - 0.00 205 EXISTING CURB INLET R-3010 3.05 4.22 0.63 0.10 5.00 9.12 0.57 0.06 0.20 0.20 206 TYPE ''J'' MANHOLE R-1772 5.27 8.06 - - - - - - - 0.00 207 TYPE ''J'' MANHOLE R-1772 5.82 8.61 - - - - - - - 0.00 208 TYPE ''J'' MANHOLE R-1772 16.70 18.95 - - - - - - - 0.00 Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Carmel PAC Intensity Calculation Method: Description:Carmel PACEntity:City of CarmelJob #:2020-193Date:-10-yr10-yrPond Discharge 4.39Entity Data(dc+D)/2Structure 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.)201 EX 844.13 846.13 845.89 846.11 5.00 6.12 17.74 24 0.77 2.483 4.131 0.601 1.475 1.517 7.14 20 0.013 0.152 - 0.10 0.10 0.10 0.10 - 1.25 6.41 - 0.991 1.143 847.25 851.46 846.29202 201 843.81 846.31 845.78 845.83 5.05 6.11 17.71 30 0.55 2.764 4.175 0.662 1.374 1.424 6.41 37 0.013 0.201 7.14 1.10 1.10 1.10 1.10 - 0.50 6.43 - 0.077 0.278 846.11 851.92 846.51204 202 843.24 845.74 845.20 845.36 5.15 6.09 17.66 30 0.55 2.748 4.162 0.660 1.367 1.422 6.43 86 0.013 0.469 6.41 2.10 2.10 2.10 2.10 - 0.50 6.46 - 0.002 0.471 845.83 851.36 846.21204 203 846.40 847.40 847.05 847.05 5.00 6.12 0.50 12 0.50 0.200 1.165 0.172 0.302 0.294 2.50 10 0.013 0.050 - 3.10 3.10 3.10 3.10 - 1.25 6.46 - 0.121 0.171 847.22 850.42 847.45206 204 842.56 845.06 844.53 844.78 5.38 6.05 18.03 30 0.55 2.792 4.198 0.665 1.385 1.438 6.46 105 0.013 0.576 6.43 4.10 4.10 4.10 4.10 - 0.50 6.48 - 0.003 0.579 845.36 850.77 845.64206 205 845.96 846.96 846.59 846.59 5.00 6.12 0.39 12 0.50 0.166 1.080 0.154 0.264 0.256 2.32 10 0.013 0.048 - 5.10 5.10 5.10 5.10 - 1.25 6.48 - 0.104 0.153 846.74 850.23 847.01207 206 842.01 844.51 843.99 844.34 5.67 6.00 18.26 30 0.55 2.819 4.220 0.668 1.396 1.447 6.48 82 0.013 0.447 6.46 6.10 6.10 6.10 6.10 - 0.50 6.47 - 0.002 0.449 844.78 850.51 844.96208 207 841.76 844.26 843.73 844.18 5.89 5.96 18.14 30 0.55 2.805 4.209 0.666 1.390 1.442 6.47 28 0.013 0.154 6.48 7.10 7.10 7.10 7.10 - 0.50 6.82 - 0.001 0.155 844.34 850.52 844.41209 208 840.64 842.64 842.42 842.42 5.96 5.95 18.55 24 0.69 2.721 4.471 0.609 1.617 1.551 6.82 147 0.013 1.007 6.47 8.10 8.10 8.10 8.10 1.00 0.50 - 0.722 0.036 1.765 844.18 860.60 843.65U.S. STR. CROWN"D" LOSSOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSSU.S. STR. TOR"A" LOSS "B" LOSS "C" LOSSTOTAL LOSSU.S. HGL ELEV.UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREAWETTED PERIMETEHYDRAULIC RADIUSFLOW DEPTH VELOCITY LENGTH MANNING'S NFRICTION LOSSD.S. STR. U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATAIntensity Calculation Method:Starting Elevation:Calculation Method:INTENSITYPROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE CALCULATIONSJob InformationDesign ParametersDesign Storm: TLF, Inc. Project No. 2019-266 Appendix D Proposed Water Quality Calculations WQ WQ 0.98 Acres Routing Diagram for 2020-193_Proposed WQ_2021-03-01 Prepared by {enter your company name here}, Printed 3/1/2021 HydroCAD® 10.10-5a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2020-193_Proposed WQ_2021-03-01 Printed 3/1/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-5a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.980 99 (WQ) 0.980 99 TOTAL AREA Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2020-193_Proposed WQ_2021-03-01 Printed 3/1/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-5a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: WQ 0.98 Acres Runoff = 1.38 cfs @ 11.95 hrs, Volume= 0.068 af, Depth> 0.83" 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 1in - 24HR Rainfall=1.00" Area (ac) CN Description * 0.980 99 0.980 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment WQ: WQ 0.98 Acres Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr WQ 1in - 24HR Rainfall=1.00" Runoff Area=0.980 ac Runoff Volume=0.068 af Runoff Depth>0.83" Tc=5.0 min CN=99 1.38 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 02/11/2020 Version 17.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual 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) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 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 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 1 Installed in the configuration as reviewed by NJCAT only 800-328-2047 320-852-7500 320-852-7067 FAX 8301 State Highway 29 North, Alexandria, MN 56308OUTSIDE BOTTOMELEV. 838.59'TOP OF SYSTEMELEV. 850.32' OUTLET 1 INVERTELEV. 843.76'INLET 1 INVERTELEV. 843.76'RIM ELEV. 852.00+/- INLET 112"Ø RCP(20"Ø OPENING)OUTLET 112"Ø RCP(20"Ø OPENING)SOLIDSSTORAGESUMPPERMANENTPOOLCASCADECYLINDERINSERTCONTRACTOR TO PROVIDEGRADE RINGS/RISERSCONTRACTOR TO GROUT TOFINISHED GRADE5'-2"8'-3"1'-8"6'-0"ØELEVATION VIEWINLET 1OUTLET 15'Ø I.D.6'Ø O.D.30"Ø x 4"FRAME AND COVERPLAN VIEW(INTERNALS NOT SHOWN)CASCADEFIBERGLASSINTERNALS1'-1" OFFSET1'-1" OFFSETSECTION FOR PIPE ORIENTATION(TOP SLAB NOT SHOWN)03/04/21DATE:APPROVED:CHECKED:SHEET:\\PSUWQKTWCRMF01.QUIKRETE.NET\MERLIN\PROJECT\ACTIVE\670900\670951\670951-20-CASCADE\DRAWINGS\670951-020-CS-5-CONFAB.DWG 3/4/2021 9:57 AM OFMAKDRAWN:DESIGNED:The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by CONTECH Construction Products Inc. or one of its affiliated companies ("CONTECH"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of CONTECH. Failure to comply is done at the user's own risk and CONTECH expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to CONTECH immediately for re-evaluation of the design. CONTECH accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.670951SEQUENCE No.:20PROJECT No.:MAKMAKMAK11www.ContechES.com REVISION DESCRIPTIONDATEMARK BYPROPOSALCONTECHDRAWINGNCILAYOUT 1AGENERAL NOTES1.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2.FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH REPRESENTATIVE. www.ContechES.com3.CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANDINFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETSREQUIREMENTS OF PROJECT.4.STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', ANDGROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TOCONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITHTHE CONTECH LOGO.5.CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 ANDAASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA.ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGNCONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.B.CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SETTHE CASCADE SEPARATOR MANHOLE STRUCTURE.C.CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.D.CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.E.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TOFLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.STRUCTURE WEIGHTAPPROXIMATE HEAVIEST PICK = 11000 LBS.OF 4 PIECESMAXIMUM FOOTPRINT = 6'ØCS-5 - 670951-20 CARMEL HDS UNIT CARMEL, IN for SYSTEM: BMP 1B MATERIAL LIST (PROVIDED BY CONTECH)COUNTDESCRIPTIONINSTALLED BY1CS-5 FIBERGLASS CYLINDER INSERT, STD.CONTECH4CS-5 ALUMINUM INSTALLATION BRACKETCONTECH1SEALANT FOR JOINTSCONTRACTOR130"Ø x 4" FRAME & COVER, EJ#41600484, OR EQUIV.CONTRACTOR