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HomeMy WebLinkAboutDrainage Report 10-16-19 Lakeside R&D Center Drainage Report 635 West Carmel Drive Carmel, IN 46032 Original: October 16, 2019 Prepared For: Atapco Carmel, Inc. Prepared By: Kimley-Horn and Associates, Inc. 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Contact: Andy Taylor, P.E. Phone: (317) 218-9560 KH Project Number: 1701100000 Lakeside R&D Center Page 2 October 16, 2019 Table of Contents 1.0. Project Summary .......................................................................................... 3 2.0. Introduction .................................................................................................. 3 3.0. Existing Conditions ........................................................................................ 3 4.0. Proposed Conditions ..................................................................................... 4 5.0 Appendices ................................................................................................... 6 Appendix A: Aerial Photography ................................................................................................................ 7 Appendix B: FEMA Firmette ....................................................................................................................... 8 Appendix C: NRCS Web Soil Survey ............................................................................................................ 9 Appendix D: Existing Drainage Conditions ............................................................................................... 10 Appendix E: Proposed Drainage Conditions ............................................................................................ 11 Appendix F: Proposed Storm Sewer Design ............................................................................................. 12 Appendix G: Stormwater Quality Design .................................................................................................. 13 Lakeside R&D Center Page 3 October 16, 2019 1.0. Project Summary Project Name: Lakeside R&D Center Location: 635 West Carmel Drive, Carmel, IN 46032 Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Detention Basin Sizing: Master Planned Stormwater Quality: Master Planned/AquaSwirl™ AS-3 Stormwater Quantity: Master Planned Design Standards: The City of Carmel Stormwater Technical Standards Manual (Revised March 21, 2008) 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Atapco Carmel, Inc. to prepare construction documents and provide civil engineering services for the proposed Lakeside R&D Center, a proposed ±20,000 square foot building located to the southeast of the intersection of South Guilford Road and West Carmel Drive in Carmel, IN. The area disturbed for this project is approximately 1.54 acres in size. This drainage report documents the hydrologic and hydraulic calculations used to design the onsite storm sewer system. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Map 18057C0209G dated November 19, 2014 provided in Appendix B, the site resides within “Zone X” which corresponds to areas determined to be outside of the 0.2% annual chance floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists of Brookston silty clay loam, 0 to 2 percent slopes (Br), and Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes (CrA). Refer to Appendix C for the NRCS Web Soil Survey soil report. Existing Site Features The project site is within the Atapco Redevelopment PUD District and is located to the southeast of the intersection of South Guilford Road and West Carmel Drive in Carmel, IN. The site is currently vacant. An aerial of the project site has been included in Appendix A. The existing site predominately drains south Lakeside R&D Center Page 4 October 16, 2019 from Carmel Drive Right of Way towards the developed paved area, before ultimately are detained by the existing wet pond to the west. Refer to Appendix D for additional information regarding existing drainage. The table below indicates the existing runoff from the site for the 10 Year and 100 Year storm events using the SCS TR-20 Method. Storm Event Discharge Rate (cfs) 10-YR 24 HR 3.09 100-YR 24-HR 6.26 Table 1: Existing Discharge Rates 4.0. Proposed Conditions The proposed project includes the development of a ±20,000 square foot building and associated parking, utilities, and drives to serve the building on a proposed ±1.59-acre property. A total of 1.54 acres will be disturbed. Proposed onsite private storm inlets, sewers, and swales have been designed to carry site drainage from the pavement, roof, and grassed areas to the existing wet pond to the west. Refer to Appendix E for a proposed drainage area map. The master drainage was previously designed to account for the project site as almost completely impervious, as the site used to contain a previous building prior to its demolition. With the addition of grassed, pervious area (Proposed Curve Number = 94) and no changes to existing drainage patterns, it is assumed that the proposed design conforms with the previous, master planned drainage design. In addition, all proposed impervious areas are to be treated by the proposed Aqua-Swirl™ before leaving the site. Due to this, no adverse impacts are anticipated to affect any adjacent or downstream properties. The table below indicates the proposed runoff from the site to the detention pond for the 10 year and 100 year storm events using the SCS TR-20 Method (not accounting for storm sewer collection and master planned detention). Storm Event Discharge Rate (cfs) 10-YR 24 HR 7.50 100-YR 24-HR 13.17 Table 2: Proposed Discharge Rates Lakeside R&D Center Page 5 October 16, 2019 Stormwater Quality Water quality for the proposed site will be provided by both the master planned wet detention pond to the west of the site and a proposed Aqua-Swirl™ AS-3 (Refer to Appendix G for Stormwater Quality Design). Conclusions The proposed drainage design for this project has been designed to meet the intent of the City of Carmel Stormwater Technical Standards Manual and comply with the existing drainage design. No adverse impacts are anticipated to affect any adjacent or downstream properties. Lakeside R&D Center Page 6 October 16, 2019 5.0 Appendices Lakeside R&D Center October 16, 2019 Appendix A: Aerial Photography PROJECT SITE Lakeside R&D Center October 16, 2019 Appendix B: FEMA Firmette Lakeside R&D Center October 16, 2019 Appendix C: NRCS Web Soil Survey Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/13/2019 Page 1 of 44424140442416044241804424200442422044242404424260442416044241804424200442422044242404424260573430573450573470573490573510573530573550573570573590573610 573430 573450 573470 573490 573510 573530 573550 573570 573590 573610 39° 57' 55'' N 86° 8' 24'' W39° 57' 55'' N86° 8' 16'' W39° 57' 51'' N 86° 8' 24'' W39° 57' 51'' N 86° 8' 16'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 40 80 160 240 Feet 0 10 20 40 60 Meters Map Scale: 1:859 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 19, Sep 7, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 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 2/13/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 0.4 15.7% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 1.9 84.3% Totals for Area of Interest 2.3 100.0% 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. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/13/2019 Page 3 of 4 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 2/13/2019 Page 4 of 4 Lakeside R&D Center October 16, 2019 Appendix D: Existing Drainage Conditions Flex Office Carmel Corporate 10/7/2019 Runoff Coefficient Runoff Curve Number Roof 0.9 98 Grass 0.3 80 Pavement 0.85 98 Roof Area Pervious Area Pavement Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)C CN EXISTING - 0.00 1.09 0.46 1.54 0.46 85 PROPOSED - 0.46 0.33 0.76 1.54 0.75 94 Runoff Coefficient and Runoff Curve Number Calculation Job Information Connor Strege 170110000 Basin Structure Description: Entity: Job #: Date: Project:By:CVS Date:10/7/2019 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.005 Tt = .007 (nL)0.8 hr 0.46 + + = 0.46 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved Paved Paved Flow length, L ft 1.96 4.926 242.784 Watercourse slope, s ft/ft 0.014 0.077 0.007 Average velocity, V (Figure 3-1) ft/s 2.39 5.62 1.74 Tt =L hr 0.00 + 0.00 + 0.04 = 0.04 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.50 min 29.93 Time of Concentration (Tc) or Travel Time (Tt) Flex Office Carmel Corporate Carmel, Indiana EXISTING E E E T S W E T T T TR D TT D D C A R M E L D R I V E 840 84 0 840 840 840 840©FLEX OFFICE CARMEL CORPORATEEXISTING BASIN MAPCARMEL, INDIANASHEET NUMBER 1 OF 1 10/16/19 NORTH Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110000 Printed 10/9/2019Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Runoff = 3.09 cfs @ 12.24 hrs, Volume= 0.297 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.544 85 Matches Value From Spreadsheet 1.544 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.9 Direct Entry, Matches Value From Spreadsheet Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110000 Printed 10/9/2019Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Runoff = 6.26 cfs @ 12.23 hrs, Volume= 0.610 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.544 85 Matches Value From Spreadsheet 1.544 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.9 Direct Entry, Matches Value From Spreadsheet Lakeside R&D Center October 16, 2019 Appendix E: Proposed Drainage Conditions Flex Office Carmel Corporate 10/7/2019 Runoff Coefficient Runoff Curve Number Roof 0.9 98 Grass 0.3 80 Pavement 0.85 98 Roof Area Pervious Area Pavement Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)C CN EXISTING - 0.00 1.09 0.46 1.54 0.46 85 PROPOSED - 0.46 0.33 0.76 1.54 0.75 94 Runoff Coefficient and Runoff Curve Number Calculation Job Information Connor Strege 170110000 Basin Structure Description: Entity: Job #: Date: E T S W E T T T TR D TT D D C A R M E L D R I V E 840 84 0 840 840 840 840©FLEX OFFICE CARMEL CORPORATEPROPOSED BASIN MAPCARMEL, INDIANASHEET NUMBER 1 OF 1 10/16/19 NORTH Type II 24-hr 10 Yr-24 Hr Rainfall=3.83"170110000 Printed 10/9/2019Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Proposed Runoff = 7.50 cfs @ 11.97 hrs, Volume= 0.406 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 1.544 94 Matches Value From Spreadsheet 1.544 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 Direct Entry, Matches Value From Spreadsheet Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170110000 Printed 10/9/2019Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Proposed Runoff = 13.17 cfs @ 11.97 hrs, Volume= 0.740 af, Depth= 5.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 1.544 94 Matches Value From Spreadsheet 1.544 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 Direct Entry, Matches Value From Spreadsheet Lakeside R&D Center October 16, 2019 Appendix F: Proposed Storm Sewer Design 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 CBLC B L CBL CBL CBL CBL E T S W E T T T TR D TT D D C A R M E L D R I V E B A S I N R 1 0. 4 8 A C R E S BASIN D3 0.44 ACRES ©FLEX OFFICE CARMEL CORPORATESTORM SEWER BASIN MAPCARMEL, INDIANASHEET NUMBER 1 OF 1 10/16/19 NORTH PROJECT:BY:DATE:Entity:RATIONAL METHOD STORM SEWER DESIGN10-Year10-YearInvert Drop0.15(dc+D)/210-Year-50%CASTING SEWER HGL CASTING SEWER HGLAREA AREA10-Year 10-Year 10-Year 10-Year 10-Year 10-YearU.S. D.S. U.S. D.S.U.S. D.S(ft)(deg) (acres) (acres) (min)(min) (in/hr) (in/hr) (in/hr) (cfs) (cfs) (cfs) (in) (%) (cfs) (ft/sec) (ft/sec) (ft/sec) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (%)R1 D3360.97 RCP Unpaved - 180 NO - - 0.87 0.48 5.00- 0.42 0.42 5.00 6.12 6.126.12- 2.562.5612 0.740.013 3.06 3.90 4.36 4.36839.50837.54 835.84833.18- - 0.00 2.50 3.20 84%D3 D125.24 RCP Paved - >90 NO 0.67 0.44 - - 5.000.29 0.29 0.71 6.54 6.12 5.845.841.79 4.164.1615 0.550.013 4.79 3.90 4.40 4.40837.54838.25 833.60833.460.08 0.25 0.25 2.50 3.35 87%D1 EX141.28 RCP Paved - >90 NO - - - - 5.00- - 0.71 6.65 6.12 5.825.82- 4.154.1518 0.200.013 4.70 2.66 3.00 3.00838.25-832.11832.03 - - 0.00 4.43 - 88%ORIFICE FLOW DEPTHWEIR FLOW DEPTHCASTING CAPACITY CAPACITY UTILIZATIONCOVERINVERTRIMELEV.ELEV.FULL FLOWCLOGGING (%)INVERT DROPDRAINAGE AREAUPSTREAM STRUCTUREDOWNSTREAM STRUCTUREPIPE LENGTHcTcHGL STARTING ELEVATIONDIRECT TO INLETPIPE MATERIALPAVEMENTCONDITIONCURBCONDITIONSTORM SEWER FREQUENCYCASTINGFlex Office Carmel CorporateConnor Strege7-Oct-19City of CarmelSTORM CASTING DESIGN REQUIREMENTSHYDRAULIC GRADELINE FREQUENCYINVERT CONNECTIVITYOUTLETDEFLECTIONANGLEcMAX INLET DEPTHSTORM CASTING DESIGN REQUIREMENTSCASTING CAPACITY FREQUENCYMAXIMUM HEAD (ft)INTENSITYc*APONDING DEPTHCASTING INLET CUMULATIVE FULL PIPE CAPACITYFLOW VELOCITYPIPE SIZE PIPE SLOPE MANNING'S NFLOWCUMULATIVETcSTREET INLET?VELOCITYHGL FLOWVELOCITY Lakeside R&D Center October 16, 2019 Appendix G: Stormwater Quality Design Description:Flex Office Carmel Corporate Reviewing Entity: Job #: Date:10/07/19 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.16 Impervious Area 0.75 Area 0.91 I = 83% (%) Rv = 0.79255412 Qa=0.79 (in.) CALCULATED CNwq CNwq =98 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information Connor Strege 170110000 Type II 24-hr 1 In-24 Hr Rainfall=1.00"170110000 Printed 10/9/2019Prepared by Kimley-Horn HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: CNwq Runoff = 1.14 cfs @ 11.98 hrs, Volume= 0.060 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 In-24 Hr Rainfall=1.00" Area (ac) CN Description * 0.915 98 Matches Value From Spreadsheet 0.915 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 Direct Entry, Matches Value From Spreadsheet WQv Diversion Calculations Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.013Roughness Coefficient %0.350Channel Slope in12.0Diameter cfs1.14Discharge Results in6.3Normal Depth ft²0.4Flow Area ft1.6Wetted Perimeter in3.1Hydraulic Radius ft1.00Top Width in5.4Critical Depth %52.4Percent Full %0.592Critical Slope ft/s2.74Velocity ft0.12Velocity Head ft0.64Specific Energy 0.747Froude Number cfs2.27Maximum Discharge cfs2.11Discharge Full %0.102Slope Full SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in6.3Normal Depth in5.4Critical Depth %0.350Channel Slope %0.592Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/9/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Aqua-Swirl™ Model Swirl Chamber Diameter Water Quality Treatment Flow2 Oil/Debris Storage Capacity Sediment Storage Capacity (ft.)(cfs)(gal)(ft3) On/Offline CFD1 812 AS-3 3.25 10 16 1.8 110 20 AS-4 4.25 12 18 3.2 190 32 AS-5 5.00 12 24 4.4 270 45 AS-6 6.00 14 30 6.3 390 65 AS-7 7.00 16 36 8.6 540 90 AS-8 8.00 18 42 11.2 710 115 AS-9 9.00 20 48 14.2 910 145 AS-10 10.0 22 54 17.5 1130 180 AS-12 12.0 24 48 25.2 1698 270 AS-XX Custom -- -- >26 -- -- *Higher water quality treatment flow rates can be designed with multiple swirls. 1) 2) 10 Aqua-Swirl™ Sizing Chart (English) The design and orientation of the Aqua-Filter™ generally entails some degree of customization. For assistance in design and specific sizing using historical rainfall data, please refer to an AquaShield™ representative or visit our website at www.AquaShieldInc.com. CAD details and specifications are available upon request. Maximum Stub-Out Pipe Outer Diameter (in.) The Aqua-Swirl™ Conveyance Flow Diversion (CFD)provides full treatment of the "first flush," while the peak design storm is diverted and channeled through the main conveyance pipe. Please refer to your local representative for more information. Many regulatory agencies are establishing "water quality treatment flow rates"for their areas based on the initial movement of pollutants into the storm drainage system. The treatment flow rate of the Aqua-Swirl™ system is engineered to meet or exceed the local water quality treatment criteria. This "water quality treatment flow rate" typically represents approximately 90% to 95% of the total annual runoff volume. AS-2 2.50 1.1 37