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HomeMy WebLinkAboutDrainage Report 10-23-19201300730 Drainage Computations Summary For Indianapolis Rehabilitation Institute Pennsylvania Street and City Center Drive Carmel, Indiana 46033 Prepared By: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, Indiana 46256 Submitted by: Joshua Cribelar, PE Nathan Horgan Submitted: April 17, 2019 Revised: May 24, 2019 Revised: June 14, 2019 Revised: July 15, 2019 Revised: August 29, 2019 Revised: October 7, 2019 Revised: October 23, 2019 i 2018.02759 TABLE OF CONTENTS PROJECT NARRATIVE I. Project Description II. Existing Conditions III. Proposed Conditions IV. Storm Sewer Design V. Stormwater Quality Design VI. Emergency Overflow VII. Summary and Conclusions APPENDICES Appendix A Maps · Project Location Map · Soils Map and Data · Flood Insurance Rate Map Appendix B Existing Conditions · Existing Conditions Map · Existing Conditions Map – Point Blank Site · Existing Time of Concentration (TC) Calculation · Existing Runoff Curve Number (CN) Calculation · Existing Conditions HydroCAD Model Appendix C Proposed Conditions · Proposed Conditions Map · Proposed Runoff Curve Number (CN) Calculation · Proposed Conditions HydroCAD Model (5.75” Orifice) · Proposed Conditions HydroCAD Model (6” Orifice) · Emergency Overflow Calculation Appendix D Proposed Storm Sewer · Proposed Storm Sewer Basin Map · Municipality Rainfall Data · Runoff Coefficient (c) Calculation · 10-Year Rational Method Storm Sewer Calculation · Hydraulic Grade Line (HGL) Calculation · Casting Capacity Calculation Appendix E Water Quality Appendix F Existing Conditions: Point Blank Drainage Report Health and Wellness Suites of Carmel 2019-04-17 1 2018.02759 DRAINAGE COMPUTATIONS SUMMARY for Indianapolis Rehabilitation Institute Pennsylvania Street and City Center Drive Carmel, Indiana 46033 I. PROJECT DESCRIPTION The proposed project is located on an approximately 4.79 acre site located north of the Point Blank gun range, which is approximately 1,000 ft from the intersection between Pennsylvania Street and City Center Drive in Carmel Indiana. The site is currently undeveloped, with trees and shrub scattered around the site. There is a telephone tower located on the northeast corner of the site. The project consists of the construction of a 46,559± sft building, parking facilities, utility connections, stormwater infrastructure and the expansion of the detention pond on the Point Blank property to the south. The property is zoned as B-3. The site is not located within special flood hazard zone as indicated on the Flood Insurance Rate Map Number 18057C0209G for Hamilton County, Indiana, dated November 19, 2014 (Refer to Appendix A for the FIRM). The adjacent land uses for the project site have been included below. Adjacent Land Uses: · North: Commercial · South: Commercial · East: Commercial · West: Commercial II. EXISTING CONDITIONS The existing site is undeveloped, sheet draining from the north to the south, where it drains into the existing pond on the adjacent property. From there it is conveyed through a RCP system across the City Center Drive where it eventually routes to the W.R. Fertig Legal Drain. There are no significant offsite flows that shed onto the site. The existing condition was analyzed using a HydroCAD model (refer to Appendix B) and runoff rates are included for reference only, as they do not pertain to the proposed design. The results are tabulated in Table 1 below. Table 1: Pre-Development Runoff Rate Storm Event Pre-Developed Peak Discharge (cfs) 10-year 11.33 100-year 24.80 2019-04-17 2 2018.02759 As the proposed conditions utilize the expansion of the existing pond to the south, the existing condition of that site is summarized here also. The site is approximately 4.28 acres and fully developed, with a building of 16,350 sft. The existing pond provides storage to 4.01 acres of the Point Blank site, and an additional 0.89 acres from the right-of-way. The site uses a storm sewer pipe system to convey storm water to the existing pond, where the release rates have been restricted to allow 0.1 cfs/acre and 0.25 cfs/acre in the 10- and 100-year storm events. The pond has a maximum stage of 840.99’. The building sits at an elevation of 846.75’ and the lowest top-of- rim elevation of 843.50’. Refer to Appendix F for the Drainage Report of the Point Blank Site. III. PROPOSED CONDITIONS The proposed development will utilize yard drains, swales and inlets to convey surface water to an RCP system and transport it to the south of the site. The site has relatively high elevations on the north side when compared with the south, so to drain the area around the building effectively yard drains will be utilized on the north side of the building. The east portion of the site will convey water to a swale along the eastern property line where it drains to an inlet on the south end of the swale. The water is conveyed to the south of the site where it outlets into the existing wet detention pond, which will be expanded to meet the required storage for both sites. See Appendix C for the proposed condition calculations. The outlet control structure will be rebuilt to accommodate the extra storage and maintain the allowable release rates. The allowable release rates into the W.R. Fertig Legal Drain are 0.1 cfs/acre and 0.25 cfs/acre for the 10- and 100-year, respectively. The proposed site consists of 4.79 acres that contribute to the expanded pond and the Point Blank property consists of 4.90 acres, which results in a combined allowable release rate of 0.97 cfs for the 10-year event and 2.42 cfs for the 100-year event. To meet these requirements, the outlet control structure was redesigned. The initial orifice is required to be 5.75” to meet the allowable release rates. However, per Section 302.06.7 of the Stormwater Technical Standards Manual (STSM), the minimum orifice size is 6”. The table below includes release rates and maximum stages for both the 5.75” orifice and the 6” orifice, and supporting calculations for both have been included in Appendix C. The inclusion of the 5.75” orifice in this report is to verify that the pond could be kept within the required release rates. Per Section 302.06.11 of the STSM, 10% additional storage is required for sediment accumulation. The storage required for the 100-year storm event, in the 6” orifice design, is 2.932 acre-feet. An additional 10% requires 3.225 acre-feet, and this storage would result in over 2.15’ of freeboard. Table 2. Developed and Allowable Release Rates Storm Event Allowable Release Rate (cfs) Existing Release Rate (cfs) Proposed Release Rate, 5.75” Orifice (cfs) Proposed Release Rate, 6” Orifice (cfs) Existing Maximum Stage (feet) Proposed Maximum Stage, 5.75” Orifice (feet) Proposed Maximum Stage, 6” Orifice (feet) 10-year 0.97 0.34 0.94 1.04 840.19 840.31 840.29 100-year 2.42 0.94 2.37 2.38 840.99 841.43 841.42 2019-04-17 3 2018.02759 Carmel requires that ponds be designed so that 90 percent of the maximum storage volume is restored within 48 hours after a 100-year storm event. Due to this site discharging into a legal drain and given the restricting requirements for discharge, this requirement cannot be met on this site. The detention pond holds a maximum of 2.932 acre-feet during the 100-year storm event, and after 48 hours holds 0.488 acre-feet (refer to Appendix C for a Time-Storage table). This results in 83.35 percent of the maximum storage volume restored after 48 hours. IV. STORM SEWER DESIGN The storm sewer system has been designed based on the 10-year storm event in accordance with the City of Carmel Stormwater Technical Standards Manual. The storm sewer system has been designed to accept flow from the full buildout of the site. A proposed storm sewer basins map and supporting calculations can be found in Appendix D. V. STORMWATER QUALITY A mechanical BMP unit is proposed to treat the stormwater prior to being discharged into the wet detention pond. Using a HydroCAD simulation, the unit was sized to treat the first flush runoff. The site was modeled using a Water Quality Curve Number of 97 and a time of concentration of 8 minutes. The result was a treatment flow of 4.84 cfs. Using the Aqua-Swirl sizing chart (refer to Appendix E) an Aqua-Swirl AS-9 unit was chosen in an online arrangement. VI. EMERGENCY OVERFLOW There are two detention ponds, one to the northwest and one to the southwest, which both overflow into the pond at Point Blank. The northwest pond is designed to overflow onto the proposed site and sheet drain to the existing pond to the south. The pond to the southwest is designed to overflow across the access drive on the western edge of the Point Blank property into the detention pond. The southwest pond’s overflow route is not interrupted by the construction of the proposed site, but the overflow route of the pond to the northwest requires re-routing. The proposal is to grade a swale along the northwest property line and use a dual 24” RCP pipe culvert to convey the water beneath the road and grade a second swale to convey the water to the southwest pond. Calculations for both the swale and the culvert pipe can be found in Appendix D. Note that the culvert pipes do not meet the requirement to be less than 90% capacity due to the fact these pipes are not designed to meet the 10-year storm event, but an event exceeding the 100-year storm. During storms exceeding the 100-year event, the proposed detention pond has been designed to overflow at the southeast corner of the pond and route along the west side of the Point Blank property to the southeast corner, where it will be transported along City Center Drive via a 36” storm sewer. The weir size is based on 1.25 the contributing flow to the basin. The contributing flow is based on all of the runoff from sites that overflow to the proposed pond. See the table below for the tabulated summary of contributing flows. The relevant reports can be found in Appendix F. 2019-04-17 4 2018.02759 The emergency overflow weir has been set to the height originally specified in the Point Blank project of 842.00’. However it will be extended by an additional 10’ to ensure the water remains below the lowest top-of- rim on either property. Table 3: Emergency Overflow Basin Peak Inflow To Pond (cfs) NW Pond 57.92 SW Pond 115.49 Point Blank 37.49 Proposed Site 35.60 TOTAL 246.50 VII. SUMMARY AND CONCLUSIONS The proposed project will decrease the runoff rate from the site, and the runoff will be stored adequately in the extended wet detention pond. Accordingly, we believe the proposed improvements will not adversely affect the site, the downstream properties or the City of Carmel. 2019-04-17 2018.02759 APPENDIX A MAPS PROJECT LOCATION MAP Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2019 Page 1 of 44424370442439044244104424430442445044244704424490442451044243704424390442441044244304424450442447044244904424510572370572390572410572430572450572470572490572510572530572550572570572590 572370 572390 572410 572430 572450 572470 572490 572510 572530 572550 572570 572590 39° 58' 3'' N 86° 9' 9'' W39° 58' 3'' N86° 8' 59'' W39° 57' 58'' N 86° 9' 9'' W39° 57' 58'' N 86° 8' 59'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,060 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 3/8/2019 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 2.7 59.9% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 1.8 40.1% Totals for Area of Interest 4.5 100.0% 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 3/8/2019 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 3/8/2019 Page 4 of 4 2019-04-17 2018.02759 APPENDIX B EXISTING CONDITIONS PLOT DATE: 10/7/2019 1:57 PM DRAWING FILE: P:\2018\02759\D. Drawings\Civil\Exhibits\Detailed Drainage\2018.02759.CE.EXHIBIT.EXISTING.dwg Site Exhibit Existing Conditions Indianapolis Rehabilitation InstituteMay 10, 2019 2018.02759 0'60' NSCALE:1"=60' Carmel Indiana Description:Indianapolis Rehabilitation Institute Entity: Job #: Date:4/8/2019 (Acres) D Undeveloped Thin Stand 83 0.00 D Undeveloped Good 80 2.87 D Undeveloped Thin Stand 83 0.00 D Undeveloped Good 80 1.92 Totals = 4.79 CN (weighted) =total product =Use CN = total area 383.52 80.0 80 CrA Wooded 0 Pasture 229.72848 Br Wooded 0 Pasture 153.79152 Cover Condition CN Area Product of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 2018.02759 Basin:Site Project:By:-Date:- Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.66 Land slope, s ft/ft 0.05 Tt = .007 (nL)0.8 hr 0.18 + + = 0.18 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 387 - - Watercourse slope, s ft/ft 0.004 - - Average velocity, V ft/s 1.05 - - Tt =L hr 0.10 + - + - = 0.10 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 0.28 min 16.93 Time of Concentration (Tc) or Travel Time (Tt) Indianapolis Rehabilitation Institute Carmel Site 1S Rehabilitation Institute Routing Diagram for 2018.02759.CE.Pond Calcs -EX CONDITIONS Prepared by American Structurepoint, Printed 8/29/2019 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2018.02759.CE.Pond Calcs -EX CONDITIONS Printed 8/29/2019Prepared by American Structurepoint Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 4.790 80 (1S) 4.790 80 TOTAL AREA Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs -EX CONDITIONS Printed 8/29/2019Prepared by American Structurepoint Page 3HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Rehabilitation Institute Runoff = 11.33 cfs @ 12.09 hrs, Volume= 0.759 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr - 24hr Rainfall=3.83" Area (ac) CN Description * 4.790 80 4.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Subcatchment 1S: Rehabilitation Institute Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr - 24hr Rainfall=3.83" Runoff Area=4.790 ac Runoff Volume=0.759 af Runoff Depth=1.90" Tc=16.0 min CN=80 11.33 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs -EX CONDITIONS Printed 8/29/2019Prepared by American Structurepoint Page 4HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Rehabilitation Institute Runoff = 24.80 cfs @ 12.08 hrs, Volume= 1.676 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr - 24hr Rainfall=6.46" Area (ac) CN Description * 4.790 80 4.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Subcatchment 1S: Rehabilitation Institute Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100yr - 24hr Rainfall=6.46" Runoff Area=4.790 ac Runoff Volume=1.676 af Runoff Depth=4.20" Tc=16.0 min CN=80 24.80 cfs 2019-04-17 2018.02759 APPENDIX C PROPOSED CONDITIONS PLOT DATE: 10/7/2019 1:59 PM DRAWING FILE: P:\2018\02759\D. Drawings\Civil\Exhibits\Detailed Drainage\2018.02759.CE.EXHIBIT.PROPOSED.dwg Site Exhibit Proposed Conditions Map Indianapolis Rehabilitation InstituteAugust 30, 2019 2018.02759 0'60' NSCALE:1"=60' Carmel, Indiana Description:Indianapolis Rehabilitation Institute Entity: Job #: Date:4/8/2019 (Acres) D Fully Developed Good Condition (grass cover >75%)80 1.17 D Fully Developed Paved/Rooftop 98 1.70 D Fully Developed Good Condition (grass cover >75%)80 0.79 D Fully Developed Paved/Rooftop 98 1.13 Totals = 4.79 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2018.02759 Basin:Site CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 434.14 90.6 91 CrA Open Space 93.9232 Impervious 166.12666 Br Open Space 62.8768 Impervious 111.21334 1S Rehabilitation Institute 6S Point Blank 5P Proposed Pond (5.75" Outlet) Routing Diagram for 2018.02759.CE.Pond Calcs - PRO CONDITIONS 5.5-IN Prepared by American Structurepoint, Printed 10/7/2019 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5.5 Printed 10/7/2019Prepared by American Structurepoint Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.790 ac 59.08% Impervious Runoff Depth=2.85"Subcatchment 1S: Rehabilitation Institute Tc=10.0 min CN=91 Runoff=19.87 cfs 1.140 af Runoff Area=4.896 ac 50.86% Impervious Runoff Depth=2.95"Subcatchment 6S: Point Blank Tc=10.0 min CN=92 Runoff=20.82 cfs 1.205 af Peak Elev=840.31' Storage=1.645 af Inflow=40.69 cfs 2.345 afPond 5P: Proposed Pond (5.75" Outlet) Outflow=0.95 cfs 2.020 af Total Runoff Area = 9.686 ac Runoff Volume = 2.345 af Average Runoff Depth = 2.90" 45.08% Pervious = 4.366 ac 54.92% Impervious = 5.320 ac Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5.5 Printed 10/7/2019Prepared by American Structurepoint Page 3HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Rehabilitation Institute Runoff = 19.87 cfs @ 12.01 hrs, Volume= 1.140 af, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr - 24hr Rainfall=3.83" Area (ac) CN Description * 2.830 98 Impervious * 1.960 80 >75% Grass cover, Good, HSG B 4.790 91 Weighted Average 1.960 40.92% Pervious Area 2.830 59.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Rehabilitation Institute Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr - 24hr Rainfall=3.83" Runoff Area=4.790 ac Runoff Volume=1.140 af Runoff Depth=2.85" Tc=10.0 min CN=91 19.87 cfs Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5.5 Printed 10/7/2019Prepared by American Structurepoint Page 4HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Point Blank Runoff = 20.82 cfs @ 12.01 hrs, Volume= 1.205 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr - 24hr Rainfall=3.83" Area (ac) CN Description * 1.751 98 Impervious * 1.518 80 >75% Grass Cover, Good, HSG D * 0.888 95 Right of Way * 0.739 98 Water Surface, HSG D 4.896 92 Weighted Average 2.406 49.14% Pervious Area 2.490 50.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: Point Blank Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr - 24hr Rainfall=3.83" Runoff Area=4.896 ac Runoff Volume=1.205 af Runoff Depth=2.95" Tc=10.0 min CN=92 20.82 cfs Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5.5 Printed 10/7/2019Prepared by American Structurepoint Page 5HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: Proposed Pond (5.75" Outlet) Inflow Area = 9.686 ac, 54.92% Impervious, Inflow Depth = 2.90" for 10yr - 24hr event Inflow = 40.69 cfs @ 12.01 hrs, Volume= 2.345 af Outflow = 0.95 cfs @ 15.61 hrs, Volume= 2.020 af, Atten= 98%, Lag= 216.0 min Primary = 0.95 cfs @ 15.61 hrs, Volume= 2.020 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.31' @ 15.61 hrs Surf.Area= 1.158 ac Storage= 1.645 af Plug-Flow detention time= 842.8 min calculated for 2.020 af (86% of inflow) Center-of-Mass det. time= 778.3 min ( 1,572.5 - 794.1 ) Volume Invert Avail.Storage Storage Description #1 838.83' 8.288 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 838.83 1.026 0.000 0.000 839.00 1.074 0.178 0.178 840.00 1.138 1.106 1.284 841.00 1.204 1.171 2.455 842.00 1.271 1.237 3.693 843.00 1.460 1.365 5.058 844.00 5.000 3.230 8.288 Device Routing Invert Outlet Devices #1 Primary 838.83'5.7" Vert. Orifice/Grate C= 0.600 #2 Primary 840.35'6.7" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.95 cfs @ 15.61 hrs HW=840.31' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.95 cfs @ 5.36 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5.5 Printed 10/7/2019Prepared by American Structurepoint Page 6HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Pond 5P: Proposed Pond (5.75" Outlet) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.686 ac Peak Elev=840.31' Storage=1.645 af 40.69 cfs 0.95 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5. Printed 10/7/2019Prepared by American Structurepoint Page 7HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.790 ac 59.08% Impervious Runoff Depth=5.41"Subcatchment 1S: Rehabilitation Institute Tc=10.0 min CN=91 Runoff=36.25 cfs 2.159 af Runoff Area=4.896 ac 50.86% Impervious Runoff Depth=5.52"Subcatchment 6S: Point Blank Tc=10.0 min CN=92 Runoff=37.49 cfs 2.253 af Peak Elev=841.43' Storage=2.987 af Inflow=73.74 cfs 4.412 afPond 5P: Proposed Pond (5.75" Outlet) Outflow=2.37 cfs 3.827 af Total Runoff Area = 9.686 ac Runoff Volume = 4.412 af Average Runoff Depth = 5.47" 45.08% Pervious = 4.366 ac 54.92% Impervious = 5.320 ac Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5. Printed 10/7/2019Prepared by American Structurepoint Page 8HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Rehabilitation Institute Runoff = 36.25 cfs @ 12.01 hrs, Volume= 2.159 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr - 24hr Rainfall=6.46" Area (ac) CN Description * 2.830 98 Impervious * 1.960 80 >75% Grass cover, Good, HSG B 4.790 91 Weighted Average 1.960 40.92% Pervious Area 2.830 59.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Rehabilitation Institute Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100yr - 24hr Rainfall=6.46" Runoff Area=4.790 ac Runoff Volume=2.159 af Runoff Depth=5.41" Tc=10.0 min CN=91 36.25 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5. Printed 10/7/2019Prepared by American Structurepoint Page 9HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Point Blank Runoff = 37.49 cfs @ 12.01 hrs, Volume= 2.253 af, Depth= 5.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr - 24hr Rainfall=6.46" Area (ac) CN Description * 1.751 98 Impervious * 1.518 80 >75% Grass Cover, Good, HSG D * 0.888 95 Right of Way * 0.739 98 Water Surface, HSG D 4.896 92 Weighted Average 2.406 49.14% Pervious Area 2.490 50.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: Point Blank Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100yr - 24hr Rainfall=6.46" Runoff Area=4.896 ac Runoff Volume=2.253 af Runoff Depth=5.52" Tc=10.0 min CN=92 37.49 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5. Printed 10/7/2019Prepared by American Structurepoint Page 10HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: Proposed Pond (5.75" Outlet) Inflow Area = 9.686 ac, 54.92% Impervious, Inflow Depth = 5.47" for 100yr - 24hr event Inflow = 73.74 cfs @ 12.01 hrs, Volume= 4.412 af Outflow = 2.37 cfs @ 14.09 hrs, Volume= 3.827 af, Atten= 97%, Lag= 124.8 min Primary = 2.37 cfs @ 14.09 hrs, Volume= 3.827 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 841.43' @ 14.09 hrs Surf.Area= 1.233 ac Storage= 2.987 af Plug-Flow detention time= 754.3 min calculated for 3.827 af (87% of inflow) Center-of-Mass det. time= 691.6 min ( 1,468.8 - 777.1 ) Volume Invert Avail.Storage Storage Description #1 838.83' 8.288 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 838.83 1.026 0.000 0.000 839.00 1.074 0.178 0.178 840.00 1.138 1.106 1.284 841.00 1.204 1.171 2.455 842.00 1.271 1.237 3.693 843.00 1.460 1.365 5.058 844.00 5.000 3.230 8.288 Device Routing Invert Outlet Devices #1 Primary 838.83'5.7" Vert. Orifice/Grate C= 0.600 #2 Primary 840.35'6.7" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.37 cfs @ 14.09 hrs HW=841.43' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.31 cfs @ 7.40 fps) 2=Orifice/Grate (Orifice Controls 1.05 cfs @ 4.31 fps) Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 5. Printed 10/7/2019Prepared by American Structurepoint Page 11HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Pond 5P: Proposed Pond (5.75" Outlet) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=9.686 ac Peak Elev=841.43' Storage=2.987 af 73.74 cfs 2.37 cfs 1S Rehabilitation Institute 6S Point Blank 5P Proposed Pond (6" Outlet) Routing Diagram for 2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-IN Prepared by American Structurepoint, Printed 10/7/2019 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.790 ac 59.08% Impervious Runoff Depth=2.85"Subcatchment 1S: Rehabilitation Institute Tc=10.0 min CN=91 Runoff=19.87 cfs 1.140 af Runoff Area=4.896 ac 50.86% Impervious Runoff Depth=2.95"Subcatchment 6S: Point Blank Tc=10.0 min CN=92 Runoff=20.82 cfs 1.205 af Peak Elev=840.29' Storage=1.619 af Inflow=40.69 cfs 2.345 afPond 5P: Proposed Pond (6" Outlet) Outflow=1.04 cfs 2.067 af Total Runoff Area = 9.686 ac Runoff Volume = 2.345 af Average Runoff Depth = 2.90" 45.08% Pervious = 4.366 ac 54.92% Impervious = 5.320 ac Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 3HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Rehabilitation Institute Runoff = 19.87 cfs @ 12.01 hrs, Volume= 1.140 af, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr - 24hr Rainfall=3.83" Area (ac) CN Description * 2.830 98 Impervious * 1.960 80 >75% Grass cover, Good, HSG B 4.790 91 Weighted Average 1.960 40.92% Pervious Area 2.830 59.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Rehabilitation Institute Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr - 24hr Rainfall=3.83" Runoff Area=4.790 ac Runoff Volume=1.140 af Runoff Depth=2.85" Tc=10.0 min CN=91 19.87 cfs Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 4HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Point Blank Runoff = 20.82 cfs @ 12.01 hrs, Volume= 1.205 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr - 24hr Rainfall=3.83" Area (ac) CN Description * 1.751 98 Impervious * 1.518 80 >75% Grass Cover, Good, HSG D * 0.888 95 Right of Way * 0.739 98 Water Surface, HSG D 4.896 92 Weighted Average 2.406 49.14% Pervious Area 2.490 50.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: Point Blank Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr - 24hr Rainfall=3.83" Runoff Area=4.896 ac Runoff Volume=1.205 af Runoff Depth=2.95" Tc=10.0 min CN=92 20.82 cfs Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 5HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: Proposed Pond (6" Outlet) Inflow Area = 9.686 ac, 54.92% Impervious, Inflow Depth = 2.90" for 10yr - 24hr event Inflow = 40.69 cfs @ 12.01 hrs, Volume= 2.345 af Outflow = 1.04 cfs @ 15.25 hrs, Volume= 2.067 af, Atten= 97%, Lag= 194.6 min Primary = 1.04 cfs @ 15.25 hrs, Volume= 2.067 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.29' @ 15.25 hrs Surf.Area= 1.157 ac Storage= 1.619 af Plug-Flow detention time= 793.2 min calculated for 2.067 af (88% of inflow) Center-of-Mass det. time= 735.4 min ( 1,529.6 - 794.1 ) Volume Invert Avail.Storage Storage Description #1 838.83' 8.288 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 838.83 1.026 0.000 0.000 839.00 1.074 0.178 0.178 840.00 1.138 1.106 1.284 841.00 1.204 1.171 2.455 842.00 1.271 1.237 3.693 843.00 1.460 1.365 5.058 844.00 5.000 3.230 8.288 Device Routing Invert Outlet Devices #1 Primary 838.83'6.0" Vert. Orifice/Grate C= 0.600 #2 Primary 840.30'6.2" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.04 cfs @ 15.25 hrs HW=840.29' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.04 cfs @ 5.29 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10yr - 24hr Rainfall=3.83"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 6HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Pond 5P: Proposed Pond (6" Outlet) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.686 ac Peak Elev=840.29' Storage=1.619 af 40.69 cfs 1.04 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 7HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 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=4.790 ac 59.08% Impervious Runoff Depth=5.41"Subcatchment 1S: Rehabilitation Institute Tc=10.0 min CN=91 Runoff=36.25 cfs 2.159 af Runoff Area=4.896 ac 50.86% Impervious Runoff Depth=5.52"Subcatchment 6S: Point Blank Tc=10.0 min CN=92 Runoff=37.49 cfs 2.253 af Peak Elev=841.42' Storage=2.974 af Inflow=73.74 cfs 4.412 afPond 5P: Proposed Pond (6" Outlet) Outflow=2.38 cfs 3.925 af Total Runoff Area = 9.686 ac Runoff Volume = 4.412 af Average Runoff Depth = 5.47" 45.08% Pervious = 4.366 ac 54.92% Impervious = 5.320 ac Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 8HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Rehabilitation Institute Runoff = 36.25 cfs @ 12.01 hrs, Volume= 2.159 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr - 24hr Rainfall=6.46" Area (ac) CN Description * 2.830 98 Impervious * 1.960 80 >75% Grass cover, Good, HSG B 4.790 91 Weighted Average 1.960 40.92% Pervious Area 2.830 59.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Rehabilitation Institute Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100yr - 24hr Rainfall=6.46" Runoff Area=4.790 ac Runoff Volume=2.159 af Runoff Depth=5.41" Tc=10.0 min CN=91 36.25 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 9HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Point Blank Runoff = 37.49 cfs @ 12.01 hrs, Volume= 2.253 af, Depth= 5.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr - 24hr Rainfall=6.46" Area (ac) CN Description * 1.751 98 Impervious * 1.518 80 >75% Grass Cover, Good, HSG D * 0.888 95 Right of Way * 0.739 98 Water Surface, HSG D 4.896 92 Weighted Average 2.406 49.14% Pervious Area 2.490 50.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: Point Blank Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100yr - 24hr Rainfall=6.46" Runoff Area=4.896 ac Runoff Volume=2.253 af Runoff Depth=5.52" Tc=10.0 min CN=92 37.49 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 10HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: Proposed Pond (6" Outlet) Inflow Area = 9.686 ac, 54.92% Impervious, Inflow Depth = 5.47" for 100yr - 24hr event Inflow = 73.74 cfs @ 12.01 hrs, Volume= 4.412 af Outflow = 2.38 cfs @ 14.07 hrs, Volume= 3.925 af, Atten= 97%, Lag= 123.9 min Primary = 2.38 cfs @ 14.07 hrs, Volume= 3.925 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 841.42' @ 14.07 hrs Surf.Area= 1.232 ac Storage= 2.974 af Plug-Flow detention time= 743.6 min calculated for 3.925 af (89% of inflow) Center-of-Mass det. time= 688.4 min ( 1,465.5 - 777.1 ) Volume Invert Avail.Storage Storage Description #1 838.83' 8.288 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 838.83 1.026 0.000 0.000 839.00 1.074 0.178 0.178 840.00 1.138 1.106 1.284 841.00 1.204 1.171 2.455 842.00 1.271 1.237 3.693 843.00 1.460 1.365 5.058 844.00 5.000 3.230 8.288 Device Routing Invert Outlet Devices #1 Primary 838.83'6.0" Vert. Orifice/Grate C= 0.600 #2 Primary 840.30'6.2" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.38 cfs @ 14.07 hrs HW=841.42' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.45 cfs @ 7.36 fps) 2=Orifice/Grate (Orifice Controls 0.94 cfs @ 4.47 fps) Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint Page 11HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Pond 5P: Proposed Pond (6" Outlet) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=9.686 ac Peak Elev=841.42' Storage=2.974 af 73.74 cfs 2.38 cfs Description:Indianapolis Rehabilitation Institute Reviewing Entity: Job #: Date:- *Emergency spillway must carry the peak 100 yr flow rate to the pond 246.50 (From HyrdroCAD output) 308.13 3.00 308.13 60.00 1.43 100 yr Flood Elev. =841.40 842.00 843.43 844.00 PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information Carmel *OVERFLOW SPILLWAY WIDTH OF 60 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 2018.02759 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = Description: Entity: Job #: Date:04/22/14 2018.02759 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information Indianapolis Rehabilitation Institute Carmel Side Slope (x:1):3.0000 Location of Channel:North West Swale Geometry:Trapezoidal Solve For:Depth 100-yr Diameter (ft):- Bottom Width (ft):5.0000 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.013 Freeboard (ft):0.0000 Flow Rate (cfs):57.92 Maximum Flow Rate (cfs): - Depth of Flow (ft):1.07 Top Width (ft):11.39 Velocity (ft/s):6.63 Cross Sectional Area (ft2): 8.73 Wetted Perimeter (ft):11.74 Hydraulic Radius (ft):0.74 Description: Entity: Job #: Date:04/22/14 Top Width (ft):8.80 Velocity (ft/s):8.97 Cross Sectional Area (ft2): 6.45 Wetted Perimeter (ft):9.28 Hydraulic Radius (ft):0.70 Flow Rate (cfs):57.92 Maximum Flow Rate (cfs): - Depth of Flow (ft):1.47 Slope of Channel (ft/ft):0.0100 Manning's Roughness Coefficient:0.013 Freeboard (ft):0.0000 100-yr Diameter (ft):- Bottom Width (ft):- Side Slope (x:1):3.0000 Location of Channel:South West Swale Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information Indianapolis Rehabilitation Institute Carmel 2018.02759 Type II 24-hr 100yr - 24hr Rainfall=6.46"2018.02759.CE.Pond Calcs - PRO CONDITIONS 6-I Printed 10/7/2019Prepared by American Structurepoint HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Proposed Pond (6" Outlet) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0.000 838.83 0.00 1.00 0.00 0.000 838.83 0.00 2.00 0.00 0.000 838.83 0.00 3.00 0.04 0.001 838.83 0.00 4.00 0.18 0.010 838.84 0.00 5.00 0.33 0.030 838.86 0.00 6.00 0.49 0.063 838.89 0.01 7.00 0.67 0.109 838.93 0.03 8.00 0.84 0.167 838.99 0.07 9.00 1.32 0.246 839.06 0.15 10.00 1.79 0.353 839.16 0.27 11.00 3.41 0.527 839.32 0.46 12.00 73.53 1.769 840.41 1.13 13.00 4.24 2.904 841.36 2.33 14.00 2.47 2.974 841.42 2.38 15.00 1.92 2.955 841.40 2.37 16.00 1.49 2.901 841.36 2.33 17.00 1.29 2.824 841.30 2.28 18.00 1.14 2.739 841.23 2.21 19.00 0.98 2.646 841.15 2.14 20.00 0.83 2.548 841.07 2.06 21.00 0.78 2.447 840.99 1.97 22.00 0.75 2.351 840.91 1.88 23.00 0.72 2.260 840.83 1.78 24.00 0.69 2.175 840.76 1.68 25.00 0.00 2.052 840.66 1.50 26.00 0.00 1.936 840.56 1.33 27.00 0.00 1.832 840.47 1.20 28.00 0.00 1.737 840.39 1.10 29.00 0.00 1.648 840.31 1.05 30.00 0.00 1.563 840.24 1.02 31.00 0.00 1.480 840.17 0.99 32.00 0.00 1.400 840.10 0.95 33.00 0.00 1.322 840.03 0.92 34.00 0.00 1.247 839.97 0.89 35.00 0.00 1.175 839.90 0.86 36.00 0.00 1.106 839.84 0.82 37.00 0.00 1.039 839.78 0.79 38.00 0.00 0.975 839.72 0.76 39.00 0.00 0.914 839.66 0.72 40.00 0.00 0.856 839.61 0.69 41.00 0.00 0.800 839.56 0.66 42.00 0.00 0.747 839.51 0.62 43.00 0.00 0.697 839.47 0.59 44.00 0.00 0.650 839.43 0.56 45.00 0.00 0.605 839.39 0.52 46.00 0.00 0.563 839.35 0.49 47.00 0.00 0.524 839.31 0.46 48.00 0.00 0.488 839.28 0.42 2019-04-17 2018.02759 APPENDIX D PROPOSED CONDITIONS – STORM SEWER PLOT DATE: 10/23/2019 6:56 AM DRAWING FILE: \\INDYSANP\Projects\2018\02759\D. Drawings\Civil\Exhibits\Detailed Drainage\2018.02759.CE.EXHIBIT.STORMBASINS.dwg Site Exhibit Stormwater Basin Map Indianapolis Rehabilitation InstituteOctober 23, 2019 2018.02759 0'60' NSCALE:1"=60' Carmel, Indiana Description:Indianapolis Rehabilitation Institute Reviewing Entity:Carmel Job #:2018.02759 Date:04/17/19 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 2.66 3.27 3.83 4.72 5.52 6.46 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) Carmel Data Job Information Indianapolis Rehabilitation Institute Carmel 2018.02759 10/23/2019 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.30 80 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)(acres)C CN Pond 1 101 0.02 0.07 0.00 - 0.09 0.41 83 Pond 1 102 0.02 0.07 0.00 - 0.09 0.41 83 Pond 1 103 0.00 0.02 0.00 - 0.02 0.30 80 Pond 1 104 0.00 0.03 0.00 - 0.03 0.30 80 Pond 1 105 0.00 0.01 0.00 - 0.01 0.30 80 Pond 1 106 0.00 0.03 0.00 - 0.03 0.30 80 Pond 1 107 0.00 0.08 0.16 - 0.23 0.67 92 Pond 1 109 0.00 0.06 0.24 - 0.30 0.74 94 Pond 1 109A 0.00 0.30 0.00 - 0.30 0.30 80 Pond 1 110 0.00 0.06 0.10 - 0.16 0.64 91 Pond 1 111 0.00 0.76 0.81 - 1.57 0.58 89 Pond 1 112 0.00 0.03 0.11 - 0.14 0.73 94 Pond 1 113 0.00 0.04 0.22 - 0.26 0.76 95 Pond 1 114 0.05 0.00 0.04 - 0.10 0.88 98 Pond 1 Building 1.07 0.00 0.00 - 1.07 0.90 98 Pond 1 Overland 0.00 0.30 0.10 - 0.40 0.44 85 Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:Indianapolis Rehabilitation InstituteReviewing Entity:Job #:Date:10-yrEntity DataInvert Drop0.1INLET CASTING TO INLET CASTING INLETc AREA c AREA INLET CASTING CUM. cA Tc Tcum 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)101 10236.3HDPE 0.41 0.09 - - 0.04 0.04 0.04 5.00 5.00 6.12 6.12 0.23 0.23 12 0.50 0.012 2.73 8% 3.47 0.19 2.10 0.17 846.00 846.00 843.285 843.104 1.55 1.73102 10681.6HDPE 0.41 0.09 - - 0.04 0.04 0.07 5.00 5.17 6.12 6.09 0.23 0.45 12 0.50 0.012 2.73 16% 3.47 0.27 2.57 0.39 846.00 845.58 843.004 842.596 1.83 1.82103 10448.6HDPE 0.30 0.05 - - 0.02 0.02 0.02 5.00 5.00 6.12 6.12 0.09 0.09 12 0.50 0.012 2.73 3% 3.47 0.13 1.61 0.23 845.94 846.00 843.136 842.893 1.64 1.94104 10639.5HDPE 0.30 0.05 - - 0.02 0.02 0.03 5.00 5.23 6.12 6.08 0.09 0.18 12 0.50 0.012 2.73 7% 3.47 0.18 1.97 0.19 846.00 845.58 842.793 842.596 2.04 1.82105 10677.3HDPE 0.30 0.05 - - 0.02 0.02 0.02 5.00 5.00 6.12 6.12 0.09 0.09 12 0.50 0.012 2.73 3% 3.47 0.13 1.61 0.37 846.00 845.58 842.982 842.596 1.85 1.82106 10737.4RCP 0.30 0.08 - - 0.02 0.02 0.14 5.00 5.57 6.12 6.02 0.15 0.86 12 0.32 0.013 2.02 43% 2.57 0.46 2.46 0.24 845.58 846.28 842.496 842.376 1.92 2.74107 108116.0RCP 0.67 0.23 - - 0.15 0.15 0.30 5.00 5.81 6.12 5.97 0.94 1.77 12 0.32 0.013 2.02 88% 2.57 0.73 2.90 0.75 846.28 850.16 842.276 841.905 2.84 7.09108 109182.0RCP - - - - - - 0.30 5.00 6.56 6.12 5.84 - 1.73 12 0.32 0.013 2.02 86% 2.57 0.71 2.89 1.18 850.16 846.31 841.805 841.223 7.19 3.92109 110187.7RCP 0.74 0.30 0.90 0.26 0.46 0.22 0.75 5.00 7.74 6.12 5.63 1.36 4.24 18 0.20 0.013 4.70 90% 2.66 1.11 3.01 1.18 846.31 846.29 841.123 840.747 3.48 3.83109A 11037.8RCP 0.30 0.30 - - 0.09 0.09 0.09 5.00 5.00 6.12 6.12 0.55 0.55 12 0.50 0.013 2.52 22% 3.21 0.32 2.57 0.20 842.85 846.29 840.936 840.747 0.75 4.38110 11479.4RCP 0.61 0.16 0.90 0.32 0.39 0.10 1.23 5.00 8.92 6.12 5.41 0.60 6.65 21 0.22 0.013 7.43 90% 3.09 1.29 3.49 0.43 846.29 845.79 840.647 840.473 3.66 3.34111 11243.0 RCP 0.58 1.57 - - 0.91 0.91 0.91 5.00 5.00 6.12 6.12 5.57 5.57 18 0.35 0.013 6.21 90% 3.52 1.11 3.98 0.20 842.38 844.59 839.921 839.770 0.75 3.11112 113166.0RCP 0.72 0.17 - - 0.12 0.12 1.03 5.00 5.20 6.12 6.08 0.75 6.28 21 0.20 0.013 7.09 89% 2.95 1.28 3.33 0.94 844.59 845.16 839.670 839.338 2.94 3.84113 114102.8RCP 0.76 0.26 0.90 0.63 0.76 0.20 1.80 5.00 6.14 6.12 5.91 1.21 10.63 30 0.20 0.013 18.34 58% 3.74 1.37 3.87 0.46 845.16 845.79 839.238 839.033 3.13 3.97114 11510.8RCP 0.88 0.10 - - 0.09 0.09 3.11 5.00 9.35 6.12 5.34 0.54 16.62 30 0.21 0.013 18.80 88% 3.83 1.83 4.32 0.05 845.79 845.26 838.933 838.910 4.07 3.56115 11630.0RCP - - - - - - 3.11 5.00 9.39 6.12 5.33 - 16.59 30 0.20 0.013 18.34 90% 3.74 1.86 4.23 0.13 845.26 - 838.810 838.750 3.66 -201 20254.0RCP - - - - - - - - 0.00 - - - 28.96 24 1.70 0.013 29.50 98% 9.39 1.61 10.70 0.10 - - 844.758 843.840 - -203 20454.0RCP - - - - - - - - 0.00 - - - 28.96 24 1.70 0.013 29.50 98% 9.39 1.61 10.70 0.10 - - 844.758 843.840 - -ELEV.ELEV.FULL FLOW VELOCITY04/17/19(in/hr)Design Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOWSTR.PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCarmel2018.02759COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYTRAVEL TIMEDIRECT TO INLETFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S N Job Information Description: Reviewing Entity:Carmel Job #:2018.02759 Date:- 10-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR. STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO. TYPE TYPE (ft) (ft) (acres) (min) (in/hr) (cfs) (ft) (ft) (ft) 101 TYPE ''A'' INLET R-4342 1.55 2.72 0.41 0.09 5.00 6.12 0.23 0.00 0.09 0.09 102 TYPE ''A'' INLET R-4342 1.83 3.00 0.41 0.09 5.00 6.12 0.23 0.00 0.09 0.09 103 TYPE ''A'' INLET R-4342 1.64 2.80 0.30 0.05 5.00 6.12 0.09 0.00 0.05 0.05 104 TYPE ''A'' INLET R-4342 2.04 3.21 0.30 0.05 5.00 6.12 0.09 0.00 0.05 0.05 105 TYPE ''A'' INLET R-4342 1.85 3.02 0.30 0.05 5.00 6.12 0.09 0.00 0.05 0.05 106 TYPE ''C'' MANHOLE R-4342 1.92 3.08 0.30 0.08 5.00 6.12 0.15 0.00 0.07 0.07 107 TYPE ''M'' INLET R-3287-SB10 2.84 4.00 0.67 0.23 5.00 6.12 0.94 0.07 0.24 0.24 108 TYPE ''C'' MANHOLE R-1772 7.19 8.35 - - - - - - - 0.00 109 TYPE ''C'' MANHOLE R-3287-SB10 3.48 5.19 0.74 0.30 5.00 6.12 1.36 0.14 0.31 0.31 109A TYPE ''J'' INLET R-3287-SB10 0.75 1.91 0.30 0.30 5.00 6.12 0.55 0.02 0.17 0.17 110 TYPE ''C'' MANHOLE R-4342 3.66 5.64 0.61 0.16 5.00 6.12 0.60 0.02 0.17 0.17 111 TYPE ''J'' INLET R-3287-10V 0.75 2.46 0.58 1.57 5.00 6.12 5.57 1.22 0.74 1.22 112 TYPE ''M'' INLET R-3455-C 2.94 4.92 0.72 0.17 5.00 6.12 0.75 0.01 0.14 0.14 113 TYPE ''J'' MANHOLE R-3287-SB10 3.13 5.92 0.76 0.26 5.00 6.12 1.21 0.11 0.28 0.28 114 TYPE ''J'' MANHOLE R-4342 4.07 6.86 0.88 0.10 5.00 6.12 0.54 0.01 0.16 0.16 Design Parameters Design Storm: Indianapolis Rehabilitation Institute Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Description:Indianapolis Rehabilitation InstituteEntity:CarmelJob #:2018.02759Date:-10-yrEntity Data(dc+D)/2Structure Coefficient(ft)(ft)(ft)(ft)(ft)(min)(in/hr)(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.)102 101 843.10 844.10 843.30 843.70 843.91 5.00 - 6.12 0.23 12 0.50 0.107 0.913 0.118 0.194 0.195 2.10 36 0.012 0.180 - 0.10 0.10 0.10 0.10 - 1.25 2.57 - 0.086 0.266 844.18 846.00 844.28106 102 842.60 843.60 842.87 843.23 843.49 5.17 - 6.09 0.45 12 0.50 0.175 1.103 0.159 0.274 0.277 2.57 82 0.012 0.405 2.10 0.10 0.10 0.10 0.10 - 0.50 2.46 - 0.017 0.422 843.91 846.00 844.00104 103 842.89 843.89 843.02 843.45 843.70 5.00 - 6.12 0.09 12 0.50 0.057 0.725 0.079 0.126 0.124 1.61 49 0.012 0.242 - 0.10 0.10 0.10 0.10 - 1.25 1.97 - 0.050 0.292 843.99 845.94 844.14106 104 842.60 843.60 842.77 843.18 843.49 5.23 - 6.08 0.18 12 0.50 0.092 0.864 0.107 0.175 0.175 1.97 40 0.012 0.196 1.61 0.10 0.10 0.10 0.10 - 0.50 2.46 - 0.010 0.206 843.70 846.00 843.79106 105 842.60 843.60 842.72 843.16 843.49 5.00 - 6.12 0.09 12 0.50 0.057 0.725 0.079 0.126 0.124 1.61 77 0.012 0.385 - 0.10 0.10 0.10 0.10 - 1.25 2.46 - 0.050 0.435 843.93 846.00 843.98107 106 842.38 843.38 842.83 843.07 843.37 5.57 - 6.02 0.86 12 0.32 0.349 1.483 0.235 0.456 0.388 2.46 37 0.013 0.119 2.57 0.10 0.10 0.10 0.10 - 0.50 2.90 - 0.004 0.123 843.49 845.58 843.50108 107 841.91 842.91 842.63 842.69 842.98 5.81 - 5.97 1.77 12 0.32 0.613 2.045 0.300 0.728 0.567 2.90 116 0.013 0.369 2.46 0.10 0.10 0.10 0.10 - 0.50 2.89 - 0.018 0.387 843.37 846.28 843.28109 108 841.22 842.22 841.94 842.00 842.40 6.56 - 5.84 1.73 12 0.32 0.601 2.015 0.298 0.715 0.560 2.89 182 0.013 0.579 2.90 0.10 0.10 0.10 0.10 - 0.50 3.01 - 0.000 0.579 842.98 850.16 842.81110 109 840.75 842.25 841.86 841.89 842.02 7.74 - 5.63 4.24 18 0.20 1.408 3.117 0.452 1.114 0.789 3.01 188 0.013 0.373 2.89 0.10 0.10 0.10 0.10 - 0.50 3.49 - 0.006 0.379 842.40 846.31 842.62110 109A 840.75 841.75 841.07 841.40 842.02 5.00 - 6.12 0.55 12 0.50 0.215 1.198 0.179 0.318 0.308 2.57 38 0.013 0.188 - 0.10 0.10 0.10 0.10 - 1.25 3.49 - 0.128 0.316 842.34 842.85 841.94114 110 840.47 842.22 841.76 841.82 841.82 8.92 - 5.41 6.65 21 0.22 1.904 3.618 0.526 1.292 0.952 3.49 79 0.013 0.174 3.01 0.10 0.10 0.10 0.10 - 0.50 4.32 - 0.024 0.198 842.02 846.29 842.40112 111 839.77 841.27 840.88 840.98 841.71 5.00 - 6.12 5.57 18 0.35 1.401 3.105 0.451 1.109 0.910 3.98 43 0.013 0.150 - 0.10 0.10 0.10 0.10 - 1.25 3.33 - 0.307 0.457 842.16 842.38 841.42113 112 839.34 841.09 840.62 840.68 841.34 5.20 - 6.08 6.28 21 0.20 1.888 3.596 0.525 1.282 0.924 3.33 166 0.013 0.330 3.98 0.10 0.10 0.10 0.10 - 0.50 3.87 - 0.037 0.367 841.71 844.59 841.42114 113 839.03 841.53 840.40 840.83 841.11 6.14 - 5.91 10.63 30 0.20 2.744 4.160 0.660 1.366 1.091 3.87 103 0.013 0.204 3.33 0.10 0.10 0.10 0.10 - 0.50 4.32 - 0.031 0.235 841.34 845.16 841.74115 114 838.91 841.41 840.74 840.85 841.03 9.35 - 5.34 16.62 30 0.21 3.845 5.127 0.750 1.827 1.378 4.32 11 0.013 0.023 3.49 0.10 0.10 0.10 0.10 - 0.50 4.23 - 0.050 0.073 841.11 845.79 841.43116 115 838.75 841.25 840.61 840.69 840.69 9.39 - 5.33 16.59 30 0.20 3.922 5.207 0.753 1.862 1.377 4.23 30 0.013 0.060 4.32 0.10 0.10 0.10 0.10 1.00 0.50 - 0.278 0.006 0.344 841.03 845.26 841.31"B" LOSS "C" LOSSTOTAL LOSSU.S. HGL ELEV.U.S. STR. CROWN"D" LOSSOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSSU.S. STR. TORVELOCITY LENGTH MANNING'S NFRICTION LOSS"A" LOSSSLOPE AREAWETTED PERIMETERHYDRAULIC RADIUSFLOW DEPTHPROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE (HGL) CALCULATIONSD.S. STR. U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. TcCHEN'S METHOD ENTITY DATAOPEN CHANNEL TW ELEV.UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETERIntensity Calculation Method:Starting Elevation:Calculation Method:INTENSITYJob InformationDesign ParametersDesign Storm: Description: Entity: Job #: Date:04/22/14 Top Width (ft):4.15 Velocity (ft/s):3.84 Cross Sectional Area (ft2): 1.44 Wetted Perimeter (ft):4.38 Hydraulic Radius (ft):0.33 Flow Rate (cfs):5.52 Maximum Flow Rate (cfs): - Depth of Flow (ft):0.69 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.013 Freeboard (ft):0.0000 100-yr Diameter (ft):- Bottom Width (ft):- Side Slope (x:1):3.0000 Location of Channel:East Swale Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information Indianapolis Rehabilitation Institute Carmel 2018.02759 Description: Entity: Job #: Date:04/22/14 2018.02759 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information Indianapolis Rehabilitation Institute Carmel Side Slope (x:1):3.0000 Location of Channel:North West Swale Geometry:Trapezoidal Solve For:Depth 100-yr Diameter (ft):- Bottom Width (ft):5.0000 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.013 Freeboard (ft):0.0000 Flow Rate (cfs):57.92 Maximum Flow Rate (cfs): - Depth of Flow (ft):1.07 Top Width (ft):11.39 Velocity (ft/s):6.63 Cross Sectional Area (ft2): 8.73 Wetted Perimeter (ft):11.74 Hydraulic Radius (ft):0.74 Description: Entity: Job #: Date:04/22/14 Top Width (ft):8.80 Velocity (ft/s):8.97 Cross Sectional Area (ft2): 6.45 Wetted Perimeter (ft):9.28 Hydraulic Radius (ft):0.70 Flow Rate (cfs):57.92 Maximum Flow Rate (cfs): - Depth of Flow (ft):1.47 Slope of Channel (ft/ft):0.0100 Manning's Roughness Coefficient:0.013 Freeboard (ft):0.0000 Side Slope (x:1):3.0000 Location of Channel:South West Swale Geometry:V-bottom Solve For:Depth 100-yr Diameter (ft):- Bottom Width (ft):- 2018.02759 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information Indianapolis Rehabilitation Institute Carmel 2019-04-17 2018.02759 APPENDIX E WATER QUALITY Description:Indianapolis Rehabilitation Institute Reviewing Entity: Job #: Date:04/08/19 CNwq= PARAMETERS P =1 (in.) Pervious Area 1.25 Impervious Area 3.04 Area 4.29 I = 71% (%) Rv = 0.68820854 Qa=0.69 (in.) CALCULATED CNwq CNwq =97 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 2018.02759 WQ Aqua Swirl Calc Routing Diagram for 2018.02759.Proposed WQ 04.08.2019 Prepared by American Structurepoint, Printed 4/8/2019 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 4.290 97 (WQ) 4.290 97 TOTAL AREA Type II 24-hr 1-Year Rainfall=2.51"2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 3HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 13.89 cfs @ 11.99 hrs, Volume= 0.777 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Year Rainfall=2.51" Area (ac) CN Description * 4.290 97 4.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1-Year Rainfall=2.51" Runoff Area=4.290 ac Runoff Volume=0.777 af Runoff Depth=2.17" Tc=8.0 min CN=97 13.89 cfs Type II 24-hr 2-Year Rainfall=3.02"2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 4HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 16.90 cfs @ 11.99 hrs, Volume= 0.957 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=3.02" Area (ac) CN Description * 4.290 97 4.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2-Year Rainfall=3.02" Runoff Area=4.290 ac Runoff Volume=0.957 af Runoff Depth=2.68" Tc=8.0 min CN=97 16.90 cfs Type II 24-hr 5-Year Rainfall=3.72"2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 5HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 21.01 cfs @ 11.99 hrs, Volume= 1.206 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 5-Year Rainfall=3.72" Area (ac) CN Description * 4.290 97 4.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 5-Year Rainfall=3.72" Runoff Area=4.290 ac Runoff Volume=1.206 af Runoff Depth=3.37" Tc=8.0 min CN=97 21.01 cfs Type II 24-hr 10-Year Rainfall=4.28"2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 6HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 24.28 cfs @ 11.99 hrs, Volume= 1.405 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.28" Area (ac) CN Description * 4.290 97 4.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10-Year Rainfall=4.28" Runoff Area=4.290 ac Runoff Volume=1.405 af Runoff Depth=3.93" Tc=8.0 min CN=97 24.28 cfs Type II 24-hr 25-Year Rainfall=5.04"2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 7HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 28.71 cfs @ 11.99 hrs, Volume= 1.676 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-Year Rainfall=5.04" Area (ac) CN Description * 4.290 97 4.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 25-Year Rainfall=5.04" Runoff Area=4.290 ac Runoff Volume=1.676 af Runoff Depth=4.69" Tc=8.0 min CN=97 28.71 cfs Type II 24-hr 50-Year Rainfall=5.66"2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 8HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 32.32 cfs @ 11.99 hrs, Volume= 1.897 af, Depth= 5.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 50-Year Rainfall=5.66" Area (ac) CN Description * 4.290 97 4.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 50-Year Rainfall=5.66" Runoff Area=4.290 ac Runoff Volume=1.897 af Runoff Depth=5.31" Tc=8.0 min CN=97 32.32 cfs Type II 24-hr 100-Year Rainfall=6.30"2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 9HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 36.03 cfs @ 11.99 hrs, Volume= 2.125 af, Depth= 5.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=6.30" Area (ac) CN Description * 4.290 97 4.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100-Year Rainfall=6.30" Runoff Area=4.290 ac Runoff Volume=2.125 af Runoff Depth=5.94" Tc=8.0 min CN=97 36.03 cfs Type II 24-hr WQ Rainfall=1.00"2018.02759.Proposed WQ 04.08.2019 Printed 4/8/2019Prepared by American Structurepoint Page 10HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 4.84 cfs @ 11.99 hrs, Volume= 0.252 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 4.290 97 4.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=4.290 ac Runoff Volume=0.252 af Runoff Depth=0.71" Tc=8.0 min CN=97 4.84 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 01/02/19 Version 13.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that remove 80% or more of Test Particles PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) Stormceptor® 2,3 STC 450 0.37 N/A 8 STC 900 0.83 N/A 8 STC1200 0.83 N/A 10 STC 1800 0.83 N/A 15 STC 2400 1.38 N/A 12 STC 3600 1.38 N/A 17 STC 4800 2.30 N/A 15 STC 6000 2.30 N/A 18 STC 7200 3.22 N/A 15 STC 11000 4.59 N/A 15 STC 13000 4.59 N/A 18 STC 16000 6.43 N/A 15 Downstream Defender® 2 4 Foot Diameter 1.3 N/A 18 6 Foot Diameter 3.58 N/A 24 8 Foot Diameter 7.35 N/A 30 10 Foot Diameter 12.85 N/A 36 VortSentry®2,3 VS30 0.28 N/A 36 VS40 0.58 N/A 36 VS50 1.01 N/A 36 VS60 1.60 N/A 36 VS70 2.35 N/A 36 VS80 3.28 N/A 36 Vortechs®2,3 1000 0.49 N/A 30 2000 1.00 N/A 30 3000 1.75 N/A 30 4000 2.76 N/A 30 5000 4.05 N/A 30 7000 5.66 N/A 30 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 9000 7.59 N/A 30 11000 9.88 N/A 30 16000 15.59 N/A 30 PC1319 or 1319 CIP 19.04 N/A 30 PC1421 or 1421 CIP 22.92 N/A 30 1522 CIP 27.23 N/A 30 1624 CIP 32.00 N/A 30 1726 CIP 37.24 N/A 30 1827 CIP 42.96 N/A 30 1929 CIP 49.17 N/A 30 2030 CIP 55.90 N/A 30 2131 CIP 63.15 N/A 30 2233 CIP 70.94 N/A 30 2334 CIP 79.28 N/A 30 2436 CIP 88.18 N/A 30 2538 CIP 97.66 N/A 30 2639 CIP 107.72 N/A 30 2740 CIP 118.37 N/A 30 2842 CIP 129.64 N/A 30 2943 CIP 141.53 N/A 30 3045 CIP 154.05 N/A 30 3146 CIP 167.21 N/A 30 3349 CIP 195.49 N/A 30 3958 CIP 296.83 N/A 30 4060 CIP 316.23 N/A 30 Aqua-Swirl™ 2,3 AS-2 0.26 N/A 24 AS-3 0.50 N/A 32 AS-4 0.98 N/A 32 AS-5 1.47 N/A 32 AS-6 2.32 N/A 32 AS-7 3.40 N/A 32 AS-8 4.75 N/A 32 AS-9 6.38 N/A 32 AS-10 8.30 N/A 32 AS-11 10.54 N/A 32 AS-12 13.10 N/A 32 AS-13 16.00 N/A 32 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) CDS Technologies2,3 Offline CDS4 1.10 N/A 18 CDS5 1.10 N/A 18 CDS6 3.85 N/A 18 CDS7 4.49 N/A 18 CDS8 6.60 N/A 18 CDS10 16.02 N/A 18 ADS / Hancor Stormwater Quality Units2 3620WQB 0.7 N/A 9 3640WQB 1.6 N/A 9 4220WQB 0.86 N/A 10 4240WQB 1.83 N/A 10 4820WQB 1.13 N/A 12 4840WQB 2.39 N/A 12 6020WQB 1.47 N/A 15 6040WQB 3.12 N/A 15 KriStar FloGard2 DVS -36 0.24 N/A 18 DVS -48 0.50 N/A 18 DVS -60 0.87 N/A 18 DVS -72 1.38 N/A 18 DVS -96 2.83 N/A 18 DVS -120 4.94 N/A 18 DVS -144 7.79 N/A 18 Baysaver2 0.5K 0.22 N/A 24 1K 0.28 N/A 24 3K 0.92 N/A 24 5K 1.90 N/A 24 10K 3.43 N/A 24 StormTrap®2 SSWQ-2x4 0.36 N/A 24 SSWQ-3x6 0.80 N/A 24 SSWQ-3x8 1.07 N/A 24 SSWQ-4x8 1.43 N/A 24 SSWQ-4x9 1.61 N/A 24 SSWQ-5x10 2.23 N/A 24 SSWQ-5x12 2.68 N/A 24 SSWQ-6x12 3.21 N/A 24 STWQ-2 3.52 N/A 24 STWQ-3 5.29 N/A 24 STWQ-4 7.05 N/A 24 STWQ-5 9.03 N/A 24 STWQ-6a 10.80 N/A 24 STWQ-6b 10.76 N/A 24 STWQ-7a 12.78 N/A 24 STWQ-7b 12.89 N/A 24 STWQ-8 15.10 N/A 24 STWQ-9 16.86 N/A 24 STWQ-10 19.00 N/A 24 STWQ-12 22.97 N/A 24 STWQ-55 109.57 N/A 24 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 4 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) STWQ-105 211.16 N/A 24 STWQ-153 308.99 N/A 24 STWQ-200 403.80 N/A 24 STWQ-I 4.12 N/A 24 STWQ-II 1.95 N/A 24 STWQ-III 3.93 N/A 24 STWQ-IV 1.85 N/A 24 STWQ-V 1.85 N/A 24 STWQ-VI 3.75 N/A 24 STWQ-VII 1.76 N/A 24 Prinsco2 WQU3620 0.6 N/A 24 WQU3640 1.28 N/A 24 WQU4220 0.70 N/A 24 WQU4240 1.49 N/A 24 WQU4820 0.92 N/A 24 WQU4840 1.95 N/A 24 WQU6020 1.18 N/A 24 WQU6040 2.51 N/A 24 First Defense 2,3 4 Foot Diameter 0.70 N/A 18 6 Foot Diameter 2.00 N/A 18 Haviland2 SWQU 36X20-B 0.75 N/A 12 SWQU 36X40-B 1.5 N/A 12 SWQU 42X20-B 0.8 N/A 15 SWQU 42X40-B 1.8 N/A 15 SWQU 48X20-B 1.1 N/A 18 SWQU 48X40-B 2.4 N/A 18 SWQU 60X20-B 1.4 N/A 21 SWQU 60X40-B 3.1 N/A 21 First Defense High Capacity1,2,3 3 Foot Diameter 0.73 N/A 18 4 Foot Diameter 1.50 N/A 18 5 Foot Diameter 2.62 N/A 18 6 Foot Diameter 4.13 N/A 18 7 Foot Diameter 6.07 N/A 18 8 Foot Diameter 8.49 N/A 18 Suntree Nutrient Separating Baffle Box – Hydro- Variant Technology (NSBB-HVT) 2-4 0.49 2.12 12 3-6 1.35 5.83 12 3-8 1.93 8.34 12 4-8 2.77 11.97 12 5-10 4.84 20.91 12 6-12 7.64 33.00 12 6-13.75 9.1 39.31 12 7-14 11.2 48.38 12 7-15 12.2 52.70 12 8-14 13.3 57.46 12 8-16 15.7 67.82 12 9-18 21.0 90.72 12 10-17 22.4 96.77 12 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 5 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 10-20 27.4 118.37 12 12-21 36.6 158.11 12 12-24 43.2 186.62 12 1 Temporary Approval 2 Off-line use only 3 Not Approved for use with an open grate top (i.e. an inlet) City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 6 01/02/19 Version 13.0 Rate Based SQUs - Table 2 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SciClone4 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 SC-12 6.30 N/A 9 4 Installed in the configuration as reviewed by NJCAT only Volume Based SQUs* Table 3 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Stormvault®2 N/A N/A* *Storage volume to be calculated per Chapter 700, Section 701.04 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 7 01/02/19 Version 13.0 Appendix I Design Treatment Flow Rate Determination For Table 1 SQUs Stormwater Quality Flow Rate Determination – Table 1 SQUs The design flow rate for manufactured stormwater quality units (SQUs) shall be determined using the SCS runoff methodology as outlined below. 1. Delineate the watershed basin(s) to be served by the proposed SQU(s). Tabulate the total impervious and pervious areas. Please note impervious and pervious area runoff rates MUST be calculated as separate basins. The sizing calculation assumes the impervious area is connected directly to the SQU and the Tc calculation must be adjusted for this assumption (i.e. no flow over grass) for the impervious basin. This can be accomplished by creating two basins, one with an area equivalent to the total impervious area and the other with an area equivalent to the total pervious area of the delineated watershed to be served by the SQU. 2. Determine the time-of-concentration (Tc) using the TR-55 methodology (Worksheet 3, Chapter 200 Appendix of the City of Indianapolis Stormwater Specifications Manual) for each basin. A minimum 5-minute Tc may be assumed for the impervious basin. 3. Calculate the curve numbers (CN) for each basin, using CN=98 for the impervious basin. 4. Determine the peak discharge from the 0.3-inch storm using the appropriate Huff, 50% rainfall distribution (Storm duration 0 up to and including 6 hrs – 1st Quartile, 6.1 to 12 hrs – 2nd Quartile, 12.1 to 24 hrs – 3rd Quartile. See Table below for Huff ordinates.). A single hydrograph for each basin should be determined and all basin hydrographs added to determine the peak flow. Storm durations of 15-, 30- and 45 minutes as well as 1-, 2-, 3- 6- 12- and 24- hours should be checked to determine the peak SQU flow. City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 8 01/02/19 Version 13.0 Huff Ordinates Table IA % Storm Time Indianapolis Huff Quartile 1st Quartile 2nd Quartile 3rd Quartile 4th Quartile 0 0.00 0.00 0.00 0.00 10 20.00 6.50 5.26 6.67 20 40.80 18.13 11.55 14.25 30 54.95 35.85 17.06 20.00 40 62.50 52.94 24.24 26.09 50 68.75 67.86 37.78 33.33 60 76.67 76.52 58.33 40.00 70 83.05 83.81 78.03 50.00 80 89.70 90.67 88.68 68.57 90 95.00 95.89 95.29 88.37 100 100.00 100.00 100.00 100.00 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 9 01/02/19 Version 13.0 Appendix II O&M Manual Checklist In addition to the requirements listed in Section 102.06 of the Stormwater Specifications Manual, the following notes / maintenance items should be included in the Operations and Maintenance Manual (O & M Manual): _____ 1. The maximum sediment depth should be clearly specified, e.g. 8” based on the table above. _____ 2. Graphical and written description of sediment measuring procedure. This could include the use of a dipstick tube equipped with a ball valve (e.g. Sludge Judge). _____ 3. Oil and other floatable materials removal procedure during routine cleanout. _____ 4. The O & M Manual should specify if entry into the SQU should be considered an OSHA confined space and guidelines followed. _____ 5. A minimum inspection and maintenance frequency of annually should be specified in the narrative and the tabular inspection schedule. _____ 6. Off-line configurations must include inspection and maintenance of connecting manhole and diversion weir. _____ 7. Detail drawing of proposed SQU, including floating debris capture device where applicable, should be included. _____ 8. Note in the manual to clean unit immediately if there is a hydrocarbon spill (e.g. gasoline or oil). _____ 9. The use of adsorbents should be addressed as appropriate. _____ 10. A note should be provided indicating disposal of all sediment must be in accordance with all federal, state and local requirements and should NOT be dumped into the storm sewer or a sanitary sewer. _____ 11. Other specific requirements per the manufacturer’s recommendations. Plan Checklist City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 10 01/02/19 Version 13.0 The following items should be specified on all plans referencing a Stormceptor SQU submitted for approval by the City of Indianapolis: _____ 1. The minimum cover requirement as specified by the Stormwater Specifications Manual should be shown on the details for all connecting pipes. _____ 2. A minimum 6” stone base should be shown on the detail. _____ 3. The backfill should be specified as required by the manufacturer. _____ 4. Detail drawing of each SQU model, including floating debris capture device as applicable, per the manufacturer should be included on plans. _____ 5. Detail of connecting structures and diversion for off-line configurations should be included. _____ 6. A minimum 24” access opening must be shown. _____ 7. All construction plans shall show the SQUs installed with one inlet and one outlet pipe approximately 180 degrees apart unless the design report includes documentation the unit was tested by NJCAT and certified by NJDEP for the proposed layout. The inclusion of surface inlets must also include the testing and certification documentation. Drainage Report Checklist The following requirements should be addressed in drainage design reports: _____ 1. The design storm must not create a hydraulic tailwater condition on the SQU. A first flush hydraulic gradeline evaluation should be included in the report. _____ 2. The design storm should be the peak runoff for a 0.3-inch rainfall depth using the appropriate Huff, 50% rainfall distribution. The contributing watershed should be modeled with the pervious and impervious areas inputted as separate areas (i.e. not combined using a single curve number.) _____ 3. The 10-yr pipe capacity up- and downstream of all water quality structures should be documented with calculations to demonstrate the water surface for the 10-yr storm is below the crown of the pipe as required by the Stormwater Specifications Manual. _____ 4. Diversion structure design should be documented with calculations as appropriate. _____ 5. Buoyancy should be addressed in the report. _____ 6. Traffic loading requirements should be addressed in the report. Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Indy Rehab Flood Routing Schematic07/24/19NodesA Stage/AreaV Stage/VolumeT Time/StageM ManholeBasinsO Overland FlowU SCS Unit CNS SBUH CNY SCS Unit GAZ SBUH GALinksP PipeW WeirC ChannelD Drop StructureB BridgeR Rating CurveH BreachE PercolationF FilterX Exfil TrenchT:Wet PondT:SwaleA:Ex InletU:110U:Ex BasinA:114U:114A:113U:113A:112U:112A:111U:111A:109U:109A:107U:101U:102U:103U:104U:105U:106U:107W:Ex In-Wet PondW:114-PondW:113-PondW:112-PondW:111-PondW:109-SwaleW:109-Ex InletW:107-111 Indy Rehab Flood Routing Inputs 07/24/19 ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 101 Node: 107 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.090 Time Shift(hrs): 0.00 Curve Number: 83.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 102 Node: 107 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.090 Time Shift(hrs): 0.00 Curve Number: 83.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 103 Node: 107 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.020 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 104 Node: 107 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.030 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 105 Node: 107 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.010 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 106 Node: 107 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.030 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 107 Node: 107 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 9 Indy Rehab Flood Routing Inputs 07/24/19 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.230 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 109 Node: 109 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.300 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 110 Node: Ex Inlet Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.160 Time Shift(hrs): 0.00 Curve Number: 91.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 111 Node: 111 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 15.00 Area(ac): 1.570 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 112 Node: 112 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.140 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 113 Node: 113 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.260 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 114 Node: 114 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.100 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 9 Indy Rehab Flood Routing Inputs 07/24/19 Name: Ex Basin Node: Ex Inlet Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.180 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 107 Base Flow(cfs): 0.000 Init Stage(ft): 846.280 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 846.280 0.0010 846.700 0.0500 ------------------------------------------------------------------------------------------ Name: 109 Base Flow(cfs): 0.000 Init Stage(ft): 846.310 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area . Stage(ft) Area(ac) --------------- --------------- 846.310 0.0010 847.000 0.0300 848.000 0.1000 ------------------------------------------------------------------------------------------ Name: 111 Base Flow(cfs): 0.000 Init Stage(ft): 839.860 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 842.380 0.0010 844.000 0.2000 ------------------------------------------------------------------------------------------ Name: 112 Base Flow(cfs): 0.000 Init Stage(ft): 844.590 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 844.590 0.0010 845.000 0.0800 845.500 0.1500 ------------------------------------------------------------------------------------------ Name: 113 Base Flow(cfs): 0.000 Init Stage(ft): 845.160 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 845.160 0.0010 845.400 0.1200 ------------------------------------------------------------------------------------------ Name: 114 Base Flow(cfs): 0.000 Init Stage(ft): 845.790 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 9 Indy Rehab Flood Routing Inputs 07/24/19 845.790 0.0010 846.000 0.1000 846.300 0.2500 ------------------------------------------------------------------------------------------ Name: Ex Inlet Base Flow(cfs): 0.000 Init Stage(ft): 843.640 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area . Stage(ft) Area(ac) --------------- --------------- 843.640 0.0010 844.000 0.0100 844.800 0.1500 ------------------------------------------------------------------------------------------ Name: Swale Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 845.000 9999.00 845.000 ------------------------------------------------------------------------------------------ Name: Wet Pond Base Flow(cfs): 0.000 Init Stage(ft): 841.400 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 841.400 9999.00 841.400 ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: 107-111 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 847.119 0.013000 0.001 846.619 0.013000 25.000 846.869 0.013000 25.001 847.369 0.013000 --------------------------------------------------------------------- Name: 109-Ex Inlet Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 848.280 0.013000 5.000 848.190 0.013000 5.001 847.720 0.013000 30.000 848.220 0.013000 --------------------------------------------------------------------- Name: 109-Swale Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- -23.000 847.756 0.013000 0.000 847.312 0.013000 0.001 846.812 0.013000 5.000 846.812 0.013000 5.001 847.312 0.013000 20.000 847.500 0.013000 --------------------------------------------------------------------- Name: 111-Pond Group: BASE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 9 Indy Rehab Flood Routing Inputs 07/24/19 Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 845.500 0.035000 10.000 843.500 0.035000 20.000 843.500 0.035000 25.000 845.000 0.035000 --------------------------------------------------------------------- Name: 112-Pond Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 845.339 0.013000 20.000 845.188 0.013000 110.000 845.988 0.013000 --------------------------------------------------------------------- Name: 113-Pond Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 846.108 0.013000 70.000 845.413 0.013000 144.000 846.632 0.013000 --------------------------------------------------------------------- Name: 114-Pond Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 846.455 0.013000 20.000 846.127 0.013000 40.000 846.397 0.013000 --------------------------------------------------------------------- Name: Ex In-Wet Pond Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 844.640 0.013000 50.000 844.140 0.013000 100.000 844.800 0.013000 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: 107-111 From Node: 107 Group: BASE To Node: 111 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: 107-111 Invert(ft): 846.620 Control Elevation(ft): 0.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 109-Ex Inlet From Node: 109 Group: BASE To Node: Ex Inlet Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: 109-Ex Inlet Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 9 Indy Rehab Flood Routing Inputs 07/24/19 Invert(ft): 847.720 Control Elevation(ft): 0.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 109-Swale From Node: 109 Group: BASE To Node: Swale Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: 109-Swale Invert(ft): 846.810 Control Elevation(ft): 0.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 111-Pond From Node: 111 Group: BASE To Node: Wet Pond Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: 111-Pond Invert(ft): 843.500 Control Elevation(ft): 0.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 112-Pond From Node: 112 Group: BASE To Node: Wet Pond Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: 112-Pond Invert(ft): 845.188 Control Elevation(ft): 0.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 113-Pond From Node: 113 Group: BASE To Node: Wet Pond Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: 113-Pond Invert(ft): 845.413 Control Elevation(ft): 0.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 114-Pond From Node: 114 Group: BASE To Node: Wet Pond Flow: Both Count: 1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 9 Indy Rehab Flood Routing Inputs 07/24/19 Type: Vertical: Mavis Geometry: Irregular XSec: 114-Pond Invert(ft): 846.127 Control Elevation(ft): 0.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: Ex In-Wet Pond From Node: Ex Inlet Group: BASE To Node: Wet Pond Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: Ex In-Wet Pond Invert(ft): 844.140 Control Elevation(ft): 0.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 10 Yr -24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\10 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 100 Yr -24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\100 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2 Yr - 24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\2 Yr - 24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.64 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 24 Hr-1in Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\24 Hr-1in.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 9 Indy Rehab Flood Routing Inputs 07/24/19 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 002 YR -24 HR Hydrology Sim: 2 Yr - 24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\002 YR -24 HR.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 010 YR -24 HR Hydrology Sim: 10 Yr -24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\010 YR -24 HR.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100 YR -24 HR Hydrology Sim: 100 Yr -24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\100 YR -24 HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 24 HR-1in Hydrology Sim: 24 Hr-1in Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\24 HR-1in.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 9 Indy Rehab Flood Routing Inputs 07/24/19 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 9 Indy Rehab Flood Routing Results 07/24/19 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow hrs ft ft ft ft2 hrs cfs hrs 107 BASE 100 YR -24 HR 12.00 846.852 0.000 0.0039 2951 12.00 3.35 12.00 109 BASE 100 YR -24 HR 12.00 847.073 0.000 -0.0049 1530 12.00 2.19 12.00 111 BASE 100 YR -24 HR 12.07 843.948 0.000 -2.5200 8436 12.01 11.97 12.07 112 BASE 100 YR -24 HR 12.13 845.248 0.000 0.0035 4995 12.00 1.02 12.13 113 BASE 100 YR -24 HR 12.02 845.559 0.000 0.0015 8663 12.00 1.91 12.02 114 BASE 100 YR -24 HR 12.48 846.171 0.000 0.0017 8076 12.00 0.75 12.48 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 2019-04-17 2018.02759 APPENDIX F EXISTING CONDITIONS: -POINT BLANK DRAINAGE REPORT -HEALTH & WELLNESS SUITES OF CARMEL DRAINAGE REPORT