Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Drainage Report 12-18-19
W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\DrainRep\DrainRep-2018-169.docx STORMWATER DRAINAGE REPORT MONON CROSSING TOWNHOMES DEVELOPER: Lennar Homes of Indiana, Inc. 9025 North River Road, Suite 100 Indianapolis, IN 46240 PREPARED BY: HWC Engineering 135 N. Pennsylvania Avenue, Suite 2800 Indianapolis, IN 46204 HWC #2018-169 July 2, 2019 Revised: October 9, 2019 Revised: December 18, 2019 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Certificate of Liability Insurance Site Maps Appendix B Location Map USGS Topographic Map Floodplain Map Soils Map Wetlands Map Stormwater Detention Appendix C Existing Basins Map Proposed Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data Overflow Weir Calculations Water Quality Appendix D Water Quality Basins ICPR Peak Runoff Rate ICPR Input Data WQv - CNwq Calculations Diversion Manhole Calculations Diversion Manhole Details AquaSwirl details, sizing chart Storm Sewers Appendix E Storm Inlet Basins Map City of Carmel Rainfall Intensities Rational Method Pipe Design Time of Concentration Gutter Spread Inlet Capacity Hydraulic Grade Line STORMWATER DRAINAGE SUMMARY Project: Monon Crossing Townhomes Location: Carmel, IN Introduction The project includes the construction of 60 townhomes, along with an entrance drive, alleys, sidewalks, and two dry detention ponds. This site is located on the east side of Rohrer Road, approximately 400’ south of Nevelle Lane. Existing Conditions The existing site is composed of two large residential lots that includes an open grass field, some trees, and a wooded area along the rear property line. Stormwater runoff drains in all directions from the high point of the site which is in the center of the site. Two driveways connect to the adjacent street. A small ditch, running west to east along the northern property line, accepts runoff from a 42” culvert underneath Rohrer Road until it discharges underneath the Monon Trail. Adjoining Land Conditions North: Petroleum Products Station Site South: Residential subdivision (Autumn Lake Overlook) East: Monon Trail West: Rohrer Road Soil Types Soils maps from the United States Department of Agriculture, Soil Conservation Service identify Brookston, Crosby and Miami soils on the subject site. Brookston (Br) and Miami (MmB2, MoXC3) are is classified in hydrologic group B, while Crosby (CrA) is classified in hydrologic group C. The split between group B and group C soils is approximately 65% B, 35% C for the site. Proposed curve number calculations will be based on the next less infiltrating category. Stormwater Detention The detention for the overall site will be provided by two interconnected dry detention ponds. These ponds are located along the eastern boundary of the site and will discharge to the existing ditch. Most of the site’s runoff will drain to the northeast pond and in major storm events stormwater will back up into the southeast pond. The allowable discharge rates are established by the City of Carmel Stormwater Technical Standards Manual, which limit the release of storm water for these on-site drainage basins to 0.10 cfs/acre for the 10-year storm event and 0.30 cfs/acre for the 100-year storm event. The overall allowable discharge rate will be based on the portion of the existing site that drains north. Allowable Discharge Rate Calculations Discharge Point Area (acres) Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.30 cfs/ac) BNDRY 3.60 0.36 1.08 Some areas will not drain to the detention pond as it is not feasible to do so. Along the northern, southern, and eastern boundaries grass areas will discharge from the site un- detained. Since they have no impervious area this should not be a problem. A small amount of impervious acreage (sidewalks) on the west side of the northwest townhome building will drain to a swale and flow to the existing ditch. The table below summarizes the proposed discharge rates. Discharge Rate Comparison Discharge Point Storm Event 10 yr, 24 hr 100 yr, 24 hr Discharge Rate Allowable Rate Discharge Rate Allowable Rate BNDRY 0.25 0.36 0.97 1.08 The discharge rates are not exceeded during the 10-year or 100-year storm events. To achieve the desired discharge rates, the primary orifice in the outfall control structure was designed with a 2” diameter while the secondary orifice had a 5” diameter. When constructed, both orifices will have 6” diameters. See Appendix C for more information. Water Quality The proposed interconnected dry detention ponds will provide water quality treatment for the site. Pre-treatment will be provided by an AquaSwirl AS-8 hydrodynamic separator. See Appendix D for more information. Storm Sewers The design of the proposed storm sewers (10-year event) is in compliance with the City of Carmel Stormwater Technical Standards Manual with regards to “c” values, rainfall intensities, pipe slopes, etc. Inlet capacities are sufficient to keep ponding depth to reasonable depths. See Appendix E for more information. Rohrer Road Culvert At the northwest corner of the site a 42” CMP culvert flows underneath Rohrer Road from west to east. From here, stormwater flows in an existing ditch east towards a 54” CMP culvert underneath the Monon Trail. The proposed site will build an 8’ walking path across the existing ditch. Determining the peak flow rate through this existing 42” CMP is difficult because the upstream area is a residential subdivision with some detention ponds. Without detail information including acreage, time of concentration, runoff coefficient, detention pond release rates, etc. the peak runoff rate cannot be accurately determined. Therefore, the proposed walking path will have a 42” RCP culvert built to match the existing culvert. SITE MAPS APPENDIX B 0 1,000 2,000 3,000Graphic Scale (Feet) 1 inch = 2,000 feet Sources: Esri, HERE, DeLorme, USGS, Intermap, INCREMENT P,NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri(Thailand), MapmyIndia, NGCC, © OpenStreetMap contributors, and theGIS User Community Ê Rohrer Road TownhomesAerial Location MapCarmel, IndianaMay 2019 0 400 800 1,200Graphic Scale (Feet) 1 inch = 800 feet Copyright:© 2013 National Geographic Society, i-cubed Ê Rohrer Road TownhomesUSGS Topographic Map Carmel, IndianaMay 2019 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey 0 300 600 900Graphic Scale (Feet) 1 inch = 600 feet MONON TRLROHRER RDN MERIDIAN STGR AC E D R S M O K E Y R O W R D N E V E L L E L N MARANA DR JOHN ST1ST AVEROSWELL DRLAREDO DRN MERIDIAN ST STTH ORNBERRY DR 8 T H S TEGLIN DRJEFFREY CTC I R C L E D R PERRIN DR1 0 T H S T STONEHEDGE DR OFFUTT DRLANGLEY DRW 146TH STW I N T E R C T BENNETT RD HOWE DRB E N N E T T C T BRIDLE CIR W A L T E R S T W 136TH ST KE NT L N 11 T H S T 9 T H S T H A G A N B U R K E T R L 3RD AVE2ND AVEPEARL STJOANN CT LO CK E RB IE P L B O U L D E R C T L E A F Y B R A N C H T R LGEORGE CTWALTER CTM E R ID IA N S T ROHRER RDN MERIDIAN STN MERIDIAN ST ST Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity Ê Rohrer Road TownhomesFloodplain Map Carmel, IndianaMay 2019 1% Annual Chance Flood Ha za rd Regulatory Floodway Spe cial Flood way Area of Unde termined Flood Hazard 0.2% Ann ual Chance Flood Hazard Future Con ditions 1% An nual Chance Floo d Hazard Area with Re duced R isk Due to Levee CrA MmC2MmB2 Br CrA BrMmB2 Sh Br Sh MmB2 MmB2 CrA MmC2 CrA MmC2 CrA Br W CrA MmD2 MmB2 MmB2 MmB2 MmD2 Br CrA MmC2 MmB2 MoC3 CrA Br Carmel £¤31 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity 0 200 400 600Graphic Scale (Feet) 1 inch = 400 feet Ê Rohrer Road TownhomesSoils Map and LegendCarmel, IndianaMay 2019 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Corporate Limits Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey S y m b ol N am eBrBrookston silty clay loam, 0 to 2 percent slopesCrACrosby silt loam, fine-loamy subsoil, 0 to 2 percent slopesMmB2Miami silt loam, 2 to 6 percent slopes, erodedMoC3Miami clay loam, 6 to 12 percent slopes, severely eroded Map symbols consist of a combination of letters or of letters and numbers. The first capital letter is the initial one of the soil name. The second letter is lowercase and separates map units whose names begin with the same letter. The third letter is a capital letter and indicates the class of slope. Symbols without a slope letter are for miscellaneous areas, Udorthents, or nearly level soils. Some symbols have a number at the end and are eroded phases. A final number of 2 indicates that the soil is moderately eroded, and a number 3 indicates that the soil is severely eroded. 0 400 800 1,200Graphic Scale (Feet) 1 inch = 800 feet MONON TRLN MERIDIAN STROHRER RDE 146TH STN E V E L L E L N JOHN ST1ST AVEG R A C E D R W 146TH STS M O K E Y R O W R D KEYSTONE PKY5 T H S T 4 T H S T MARANA DRROSWELL DRN RANGELINE RDB E N N E T T R D H O W E D R LAREDO DRN MERIDIAN ST STUS 3 1 RAMPTH O R NBERRY D R 8 T H S TEGLIN DRJEFFREY CTC I R C L E D R PERRIN DR1 0 T H S TADIOS PASSSADDLEBACK DRPEARL STLANGLEY DRW I N T E R C T LARK DRB E N N E T T C T W A L T E R S T US 313RD AVESCOTT DRKENT LN 6 TH S T 11 T H S T 9 T H S T GREENFORD TRLCLAY TERRACE BLVDB R I D L E C T RO SE MI L L D RHARVEST C T KENSINGTON PLLO CK E RB IE P L B O U L D E R C T NE RO CT WALTER CTM E R ID IA N S T AUTUMN LAKE OVLKT R A I L S I D E D R 1ST AVEN RANGELINE RD8 T H S TROHRER RDN MERIDIAN ST STN MERIDIAN ST3RD AVESource: USFWS, Source: Esri, DigitalGlobe, GeoEye, EarthstarGeographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and theGIS User Community Ê Rohrer Road TownhomesWetlands Area Map Carmel, IndianaMay 2019 Estuarine and Ma rine Wetland Freshwater Eme rg ent We tla nd Freshwater Fo re sted/Shrub Wetland Freshwater Pond Lake Oth er Riverine STORMWATER DETENTION APPENDIX C LANDCADD 1987 LANDCADD 1987 )))))) ) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))PPPP)))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))35'EX3.60 ACCARMEL, IN12/18/2019EXISTING BASINROHRER ROAD TOWNHOMES0'(IN FEET)GRAPHIC SCALE30'60'90' LANDCADD 1987 LANDCADD 1987 )))))) ) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))PPPP)))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))35'DEV4.83 ACCARMEL, IN10/1/2019PROPOSED BASINROHRER ROAD TOWNHOMES0'(IN FEET)GRAPHIC SCALE30'60'90' Monon Crossing Townhomes HWC # 2018-169 Date: 9/30/2019 Proposed Drainage Basins Curve Numbers: BC D Lawn/Grass 61 74 80 Industrial 88 91 93 Gravel 85 89 91 1/8 Acre Lot 85 90 92 Roof/Pvmt 98 98 98 Notes: CN Values based on 65% soil group C, 35% soil group D Area Lawn/Grass Industrial Gravel 1/8 Acre Lot Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN DEV 4.83 1.89 2.94 89.4 Basin W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\2018-169-ST.xlsx 9/30/2019 10:15 AM Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. ROHRER ROAD TOWNHOMES - HWC #2018-169 - 5/13/2019 W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\2018-169- DEV.ICP PROPOSED PEAK CONDITIONS Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit Hydro CN S Santa Barbara CNZ Y SCS Unit Hydro GA Z Santa Barbara GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation Link F Filter X Exfiltration Trench A:POND U:DEV T:BNDRY D:D 103 ROHRER ROAD TOWNHOMES - HWC #2018-169 - 10/1/2019 W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\2018-169-DEV.ICP PROPOSED PEAK CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY 010YR-24HR 831.00 840.00 -1.00 0 0.25 0.00 BNDRY 100YR-24HR 831.00 840.00 -1.00 0 0.96 0.00 POND 010YR-24HR 838.32 840.00 0.00 18085 17.09 0.25 POND 100YR-24HR 839.67 840.00 0.00 21640 31.71 0.96 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 ROHRER ROAD TOWNHOMES - HWC #2018-169 - 10/1/2019 W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\2018-169-DEV.ICP PROPOSED PEAK CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY 010YR-24HR 831.00 840.00 -1.00 0 1.93 0.00 BNDRY 100YR-24HR 831.00 840.00 -1.00 0 2.50 0.00 POND 010YR-24HR 837.39 840.00 0.00 15309 17.09 1.93 POND 100YR-24HR 838.71 840.00 0.00 19077 31.72 2.50 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 ROHRER ROAD TOWNHOMES - HWC #2018-169 - 12/18/2019 W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\2018-169-DEV.ICP PROPOSED PEAK CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DEV Node: POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 4.83 Time Shift(hrs): 0.00 Curve Number: 89.40 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.00 Init Stage(ft): 832.00 Group: BASE Warn Stage(ft): 840.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 831.00 100.00 831.00 ------------------------------------------------------------------------------------------ Name: POND Base Flow(cfs): 0.00 Init Stage(ft): 834.80 Group: BASE Warn Stage(ft): 840.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 834.80 0.001 835.00 0.012 836.00 0.119 837.00 0.323 838.00 0.396 839.00 0.455 840.00 0.517 ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: D 103 From Node: POND Length(ft): 46.00 Group: BASE To Node: BNDRY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.50 Invert(ft): 832.30 832.10 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Primary Orifice: 2" (Q), 6" (Peak Stage) Secondary Orifice: 5" (Q), 6" (Peak Stage) *** Weir 1 of 3 for Drop Structure D 103 *** Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 3 ROHRER ROAD TOWNHOMES - HWC #2018-169 - 12/18/2019 W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\2018-169-DEV.ICP PROPOSED PEAK CONDITIONS TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 2.00 Invert(ft): 834.80 Rise(in): 2.00 Control Elev(ft): 834.80 *** Weir 2 of 3 for Drop Structure D 103 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 5.00 Invert(ft): 838.30 Rise(in): 5.00 Control Elev(ft): 838.30 *** Weir 3 of 3 for Drop Structure D 103 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 840.00 Rise(in): 24.00 Control Elev(ft): 840.00 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 010YR-24HR Filename: W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Filename: W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 24.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 3 ROHRER ROAD TOWNHOMES - HWC #2018-169 - 12/18/2019 W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\2018-169-DEV.ICP PROPOSED PEAK CONDITIONS Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 24.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 3 Project: Monon Crossing TownhomesHWC Job #: 2018-169c = 0.60Orifice Flow:Weir Flow:Weir LocationDepth, d (ft)Bottom Width, b (ft) nSide Slope, y (H:V)Area, A (ft2)Wetted Perimeter, Pw (ft)Orifice Discharge, Q (cfs) Weir Discharge, Q (cfs)1.25*Max Inflow (cfs)Capacity CheckPOND 0.44 40.5 0.030 3 18.40 43.28 60.7340.5539.64 OKLake Overflow Weir Calculations9/30/2019𝑄ൌ𝑐∗𝐴∗2∗𝑔∗ℎ1/2𝑄ൌ2/3∗𝑐∗(2*g)1/2 ∗L∗h3/2 WATER QUALITY APPENDIX D LANDCADD 1987 LANDCADD 1987 )))))) ) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))PPPP)))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))35'BMP3.91 ACCARMEL, IN12/18/2019WATER QUALITY BASINROHRER ROAD TOWNHOMES0'(IN FEET)GRAPHIC SCALE30'60'90' ROHRER ROAD TOWNHOMES - HWC #2018-169 - 10/1/2019 W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR-WQ\2018-169-WQ.ICP WATER QUALITY RUNOFF RATES Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 WQ-24HR STR 115 BASE 12.02 3.66 0.71 10115 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 ROHRER ROAD TOWNHOMES - HWC #2018-169 - 10/1/2019 W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR-WQ\2018-169-WQ.ICP WATER QUALITY RUNOFF RATES ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: STR 115 Node: BNDRY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 3.91 Time Shift(hrs): 0.00 Curve Number: 97.10 Max Allowable Q(cfs): 999999 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.000 Init Stage(ft): 830.000 Group: BASE Warn Stage(ft): 999.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 830.00 100.00 830.00 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: WQ-24HR Filename: W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\ICPR-WQ\WQ-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-II-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 24.000 1.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Monon Crossing Townhomes HWC # 2018-169 Date: 9/30/2019 Water Quality Basins Water Quality Volume:(P)(Rv)(A) 12 where:WQ v = water quality volume (ac-ft) P = 1 inch Rv =volumetric runoff coefficient = 0.05 + 0.009(I) I = percent impervious cover A = area in acres Water Quality CN: where:CNwq = adusted curve number for water quality flow rate calculation P = 1 inches (rainfall for water quality storm event) WQa =water quality volume in inches = 1.0 inch(Rv) Rv = volumetric runoff coefficient = 0.05 + 0.009(I) I = percent impervious cover Area Percent Roof/Pvmt WQ v (acres) Impervious (acres) (ac-ft) STR 115 3.91 73% 2.87 0.23 0.71 97.1 CNwq WQ v = Basin WQa CNwq = 1000 [10 + 5P + 10WQa - 10(WQa 2 + 1.25WQaP)1/2] W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\2018-169-ST.xlsx 9/30/2019 10:21 AM Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Sep 30 2019 2018-169 STR 115: AS-8 BMP Invert Elev Dn (ft) = 836.14 Pipe Length (ft) = 5.00 Slope (%) = 0.20 Invert Elev Up (ft) = 836.15 Rise (in) = 15.0 Shape = Circular Span (in) = 15.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Culvert Culvert Entrance = Smooth tapered inlet throat Coeff. K,M,c,Y,k = 0.534, 0.555, 0.0196, 0.9, 0.2 Embankment Top Elevation (ft) = 839.00 Top Width (ft) = 0.50 Crest Width (ft) = 4.00 Calculations Qmin (cfs) = 3.66 Qmax (cfs) = 3.66 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 3.66 Qpipe (cfs) = 3.66 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.44 Veloc Up (ft/s) = 4.60 HGL Dn (ft) = 837.15 HGL Up (ft) = 836.92 Hw Elev (ft) = 837.30 Hw/D (ft) = 0.92 Flow Regime = Inlet Control 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 Elev (ft)Hw Depth (ft)Profile 835.00 -1.15 836.00 -0.15 837.00 0.85 838.00 1.85 839.00 2.85 840.00 3.85 Reach (ft) Embankment 5.00 Lf of 15(in) @ 0.20 % Hw HGL WATER QUALITY DIVERSION STRUCTURE #115 MONON CROSSING TOWNHOMES CARMEL, IN OCTOBER 1, 2019 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Aqua-Swirl Concentrator Model AS-8 Horseshoe HDPE Standard Detail AS-8 STD 03/25/15 Scale: Drawn By: Document: Date: JCW 1:30 U.S. Patent No. 6524473 and other Patent Pending Aqua-Swirl High Density Polyethylene (HDPE) Stormwater Treatment System * Please see accompanied Aqua-Swirl specification notes. * See Site Plan for actual system orientation. **2ULHQWDWLRQPD\YDU\IURP RU custom angles to meet site conditions. 4 1/2" [114 mm] 1/2" [13 mm] 1" [25 mm] Manhole Frame & Cover Detail NTS For Non-Traffic Areas Only Soil 1" [25 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Soil Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Riser Frame Cover 48" [1219 mm] Min. 12" [305 mm] Wrap Compressible Expansion Joint Material to a minimum 1-inch [25 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Backfill (90% Proctor Density) Concrete Concrete8" [203 mm] Gravel Backfill Gravel Backfill 119" [3023 mm] 119" [3023 mm]InletVent 106 3/4" [2711 mm] A 18" [457 mm] OD Max Plan View Pipe coupling by Contractor. 12" [305 mm] long Stub-out by Manufacturer. Arched Baffle Octagonal Base Plate Structural Rail 32" [813 mm] OD Grade (Rim) Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finished grade. HDPE risers can be field cut by Contractor. Varies Riser Vent Swirl Inlet Structural Rail 114" [2896 mm] 68" [1727 mm] Section A-A Phone (888) 344-9044 www.aquashieldinc.com Arched Baffle Backfill (Sand or Crushed Stone) Bedding Undisturbed Soil 12" [305 mm] 24" [610 mm] Gravel Backfill shall extend at least 2 feet [610 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) Swirl Outlet 4 1/2" [114 mm] Gravel Backfill 1/2" [13 mm] 1" [25 mm] Manhole Frame & Cover Detail NTS For H-20 Traffic Loading Areas Concrete Paving 1" [25 mm] Wrap Compressible Expansion Joint Material to a minimum 1-inch [25 mm] thickness around top of riser to allow transfer of traffic loading from manhole cover to concrete slab. Backfill (90% Proctor Density) Support and Level manhole frame with concrete pad. DO NOT allow manhole frame to rest upon HDPE riser. Riser Frame Cover Gravel Backfill Concrete Paving 3" [76 mm] Typ. 12" [305 mm]12" [305 mm] If traffic loading (H-20) is required or anticipated, a concrete pad must be placed over the entire Stormwater Treatment System per concrete design as calculated by Engineer. Sample details of concrete pad available upon request.OutletA 18" [457 mm] OD Max Pipe coupling by Contractor. 12" [305 mm] long Stub-out by Manufacturer. 78" [1981 mm] City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/14/16 Version 11.8 Manufactured SQU SQU System Model Max Treatment Flow (cfs) 7000 5.66 9000 7.59 11000 9.88 16000 15.59 PC1319 or 1319 CIP 19.04 PC1421 or 1421 CIP 22.92 1522 CIP 27.23 1624 CIP 32.00 1726 CIP 37.24 1827 CIP 42.96 1929 CIP 49.17 2030 CIP 55.90 2131 CIP 63.15 2233 CIP 70.94 2334 CIP 79.28 2436 CIP 88.18 2538 CIP 97.66 2639 CIP 107.72 2740 CIP 118.37 2842 CIP 129.64 2943 CIP 141.53 3045 CIP 154.05 3146 CIP 167.21 3349 CIP 195.49 3958 CIP 296.83 4060 CIP 316.23 AS-2 0.26 AS-3 0.50 AS-4 0.98 AS-5 1.47 AS-6 2.32 AS-7 3.40 AS-8 4.75 AS-9 6.38 AS-10 8.30 AS-11 10.54 AS-12 13.10 Aqua-Swirl™ 2,3,4 AS-13 16.00 STORM SEWERS APPENDIX E LANDCADD 1987 LANDCADD 1987 )))))) ) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))PPPP)))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))35'1160.18 AC1170.11 AC1180.38 AC1310.27 AC1210.06 AC1450.41 AC1300.07 AC1340.31 AC1470.31 AC1230.13 AC1510.41 AC1380.27 AC1370.14 AC1410.31 AC1270.35 AC1260.10 AC1250.08 ACCARMEL, IN12/18/2019STORM SEWER BASINSROHRER ROAD TOWNHOMES0'(IN FEET)GRAPHIC SCALE30'60'90' STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Monon Crossing Townhomes STORM: 10 YearJOB #: 2018-169 COMPUTED BY: GMMDATE: SHEET NO.: COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)9/30/19STRUCTURE BASINSW:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\[2018-169-ST.xlsx]RM151 124 151 0.75 0.41 0.31 7 5.76 1.77 0.31 7 5.76 1.77 0.87147 123 147 0.55 0.31 0.17 7 5.76 0.98 0.17 7 5.76 0.98 0.85145 122 145 0.75 0.41 0.31 7 5.76 1.77 0.31 7 5.76 1.77 0.87141 124 141 0.75 0.31 0.23 7 5.76 1.34 0.23 7 5.76 1.34 1.02138 137 138 0.55 0.27 0.15 6 5.94 0.88 0.15 6 5.94 0.88 0.78137 123 137 0.65 0.14 0.09 5 6.12 0.56 0.24 6 5.94 1.42 0.21134 122 134 0.75 0.31 0.23 7 5.76 1.34 0.23 7 5.76 1.34 1.02131 130 131 0.55 0.27 0.15 6 5.94 0.88 0.15 6 5.94 0.88 0.78130 121 130 0.65 0.07 0.05 5 6.12 0.28 0.19 6 5.94 1.15 0.21118 117 118 0.60 0.38 0.23 6 5.94 1.35 0.23 6 5.94 1.35 0.37117 116 117 0.65 0.11 0.07 5 6.12 0.44 0.30 7 5.76 1.73 0.51116 115 116 0.80 0.18 0.14 5 6.12 0.88 2.53 10 5.22 13.18 0.15115 114 115 0.00 0.00 0.00 0 6.12 0.00 2.53 10 5.22 13.18 0.11127 126 127 0.45 0.35 0.16 6 5.94 0.94 0.16 6 5.94 0.94 0.29126 125 126 0.65 0.10 0.07 6 5.94 0.39 0.22 6 5.94 1.32 0.14125 124 125 0.65 0.08 0.05 6 5.94 0.31 0.27 6 5.94 1.63 0.37 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Monon Crossing Townhomes STORM: 10 YearJOB #: 2018-169 COMPUTED BY: GMMDATE: SHEET NO.: COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)9/30/19STRUCTURE BASINSW:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\[2018-169-ST.xlsx]RM124 123 124 0.00 0.00 0.00 0 6.12 0.00 0.81 8 5.58 4.54 0.52123 122 123 0.65 0.13 0.08 5 6.12 0.52 1.31 8 5.58 7.30 0.52122 121 122 0.00 0.00 0.00 0 6.12 0.00 1.85 9 5.40 9.98 0.51121 116 121 0.65 0.06 0.04 5 6.12 0.24 2.08 9 5.40 11.24 0.65 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Monon Crossing Townhomes STORM: 10 YearJOB #: 2018-169 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\[2018-169-ST.xlsx]PDDESIGN CAP.FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV.(cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWNRIM ELEV.STRUCTURECOVER (ft)12/18/19n = 0.013151 124 1.77 157 12 0.32 2.02 2.57 844.70 846.34 841.00 840.50 2.53 4.67147 123 0.98 152 12 0.33 2.05 2.61 844.20 845.77 840.50 840.00 2.53 4.60145 122 1.77 157 12 0.32 2.02 2.57 844.00 845.73 840.30 839.80 2.53 4.76141 124 1.34 183 12 0.33 2.05 2.61 844.90 846.34 841.20 840.60 2.53 4.57138 137 0.88 141 12 0.32 2.02 2.57 844.20 845.77 840.50 840.05 2.53 4.55137 123 1.42 37 12 0.41 2.29 2.91 845.77 845.77 839.95 839.80 4.65 4.80134 122 1.34 183 12 0.33 2.05 2.61 844.20 845.73 840.50 839.90 2.53 4.66131 130 0.88 141 12 0.32 2.02 2.57 841.90 844.74 838.20 837.75 2.53 5.82130 121 1.15 37 12 0.40 2.26 2.88 844.74 844.71 837.65 837.50 5.92 6.04118 117 1.35 67 12 0.37 2.17 2.77 841.40 842.00 837.70 837.45 2.53 3.38117 116 1.73 91 12 0.33 2.05 2.61 842.00 842.17 837.35 837.05 3.48 3.95116 115 13.18 28 24 0.36 13.61 4.33 842.17 841.87 836.25 836.15 3.67 3.47115 114 13.18 23 24 0.43 14.87 4.73 841.87 836.05 835.95 3.57127 126 0.94 52 12 0.39 2.23 2.84 845.00 846.70 841.30 841.10 2.53 4.43126 125 1.32 25 12 0.40 2.26 2.88 846.70 846.70 841.00 840.90 4.53 4.63125 124 1.63 67 12 0.37 2.17 2.77 846.70 846.34 840.80 840.55 4.73 4.62 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Monon Crossing Townhomes STORM: 10 YearJOB #: 2018-169 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\[2018-169-ST.xlsx]PDDESIGN CAP.FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV.(cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWNRIM ELEV.STRUCTURECOVER (ft)12/18/19n = 0.013124 123 4.54 94 15 0.53 4.72 3.84 846.34 845.77 840.30 839.80 4.60 4.53123 122 7.30 94 18 0.59 8.09 4.58 845.77 845.73 839.60 839.05 4.46 4.97122 121 9.98 92 21 0.49 11.12 4.62 845.73 844.71 838.85 838.40 4.90 4.33121 116 11.24 117 24 0.26 11.57 3.68 844.71 842.17 836.70 836.40 5.76 3.52 Time of Concentration WorksheetPROJECT: Monon Crossing Townhomes Based on TR-55JOB #: 2018-169Overland Flow Channel Flow short grass 0.15 grass 0.03 farm, > 20% cover 0.17 concrete 0.015 2 year, 24 hour rainfall = 2.66 inches dense grass 0.24 rip-rap 0.035minimum T_c = 5.00 minutes pavement 0.011 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel Flow T_cBasin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_tname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min) (min)Typical values for Manning's n6/28/19W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\[2018-169-ST.xlsx]TC116 10 1.00 0.24 35117 10 1.00 0.24 35118 20 1.00 0.24 6 50 0.73 P 1.74 06121 15 1.00 0.24 5 65 1.30 P 2.32 05123 15 1.00 0.24 5 65 0.70 P 1.70 15125 20 1.00 0.24 66 Q = Flow = cfs Project: Monon Crossing TownhomesN = (asphalt) Job #: 2018-169Z = ft/ft Date: T = ft/ft BY: GMMS = Longtudinal Slope = ft/ftD = Depth = ft * Double InletsStreet OpenAboveAbove OpenInlet Width, ft Total Left Right Left Right Comb. Lane Status Inlet Pvmt Inlet Comb. Lane Status121 0.24 0.24 0.00 3.76 0.00 0.06 0.00 0.00130 0.28 0.00 0.28 0.00 3.98 0.07 0.00 0.00123 0.52 0.26 0.26 3.96 4.61 0.11 0.04 1.74137 0.56 0.28 0.28 4.74 4.07 0.11 0.04 2.00125 0.31 0.19 0.12 3.39 3.36 0.08 0.01 0.24126 0.39 0.14 0.25 3.56 3.76 0.09 0.02 0.83Q, cfs Spread,ft25 7.74'----Gutter Spread & Ponding Depth Calculations Roughness = 1/Transverse Slope = Transverse Slope =0.01600.020848.00 09/30/19--Gutter Spread38 7.15' 30.85' > 10' OK17.26' > 10' OK37 9.35' 27.65' > 10' OK> 10' OK33.26' > 10' OK36.93' > 10' OK25.00'Ponding DepthSpread, ft0.00'3.74'1.07'W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\2018-169-ST.xlsxGS PROJECT: Monon Crossing Townhomes DATE: 9/30/2019 JOB #: 2018-169 COMPUTED BY: GMM W:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\[2018-169-ST.xlsx]IC Area (ft^2) Perimeter (ft) Neenah R-3405 1.5 7.9 Neenah R-3287-10V 2.1 5.5 Neenah R-2510-A 1.1 5.8 Neenah R-4342 2.0 6.0 Neenah R-3010-S 1.0 4.6 Cw = 3.3 Cw = Coefficient of weir flow Q weir = CwLH1.5 Cd = 0.6 Cd = Coefficient of orifice flow Q orifice = CdA(2gh)0.5 L = Weir length (ft) A = Open area (ft2)C w source:Neenah Foundary Co. H = Head (ft) Q Area Perimeter Hweir Horifice (ft3/sec) (ft 2)(lf) (ft) (ft) 116 R-3287-10V 0.88 1.05 2.75 0.21 0.03 117 R-3405 0.44 0.75 3.95 0.10 0.01 118 R-3405 1.35 0.75 3.95 0.22 0.14 127 R-2510-A 0.94 0.55 2.90 0.21 0.12 131 R-2510-A 0.88 0.55 2.90 0.20 0.11 134 R-3405 1.34 0.75 3.95 0.22 0.14 138 R-2510-A 0.88 0.55 2.90 0.20 0.11 141 R-3405 1.34 0.75 3.95 0.22 0.14 145 R-3405 1.77 0.75 3.95 0.26 0.24 147 R-2510-A 0.98 0.55 2.90 0.22 0.14 151 R-3405 1.77 0.75 3.95 0.26 0.24 Inlet Curb Inlet Beehive Inlet Beehive Inlet Curb Inlet * 50% clogged Casting Type Comments Paved Area Inlet Casting Type Inlet Capacity - Proposed Basins - PROJECT: Monon Crossing TownhomesSTORM: 10 YearJOB #: 2018-169COMPUTED BY: GMMDATE: SHEET NO.:DESIGN HGLFROM TO Q L DIA. SLOPE RIM INVERT HGLtype of Head transition Outfall Outfall Minor Major Total of Velocity HGL w/(cfs) (ft) (in) % UP UP UPinlet Loss transition loss Type Loss Losses Losses Losses (ft/s) TW 0.8 * D lossesSTORM SEWER12/18/19n = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL CalculationsW:\CalAtlantic Homes\2018-169 CalAtlantic- Rohrer Rd Townhomes\Design\Calcs\[2018-169-ST.xlsx]HGL151 124 1.77 157 12 0.2458 844.70 841.00 842.07Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.07 0.39 0.453 2.255 842.07 841.80 842.07147 123 0.98 152 12 0.0756 844.20 840.50 841.30Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.12 0.136 1.250 841.17 841.30 841.30145 122 1.77 157 12 0.2458 844.00 840.30 841.10Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.07 0.39 0.454 2.255 840.70 841.10 841.10141 124 1.34 183 12 0.1405 844.90 841.20 842.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.26 0.295 1.705 841.92 842.00 842.00138 137 0.88 141 12 0.0610 844.20 840.50 841.30Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.09 0.103 1.123 841.24 841.30 841.30137 123 1.42 37 12 0.1586 845.77 839.95 841.13Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.06 0.102 1.811 841.13 840.75 841.13134 122 1.34 183 12 0.1405 844.20 840.50 841.30Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.26 0.295 1.705 840.55 841.30 841.30131 130 0.88 141 12 0.0610 841.90 838.20 839.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.09 0.102 1.123 838.66 839.00 839.00130 121 1.15 37 12 0.1041 844.74 837.65 838.55Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.04 0.067 1.467 838.55 838.45 838.55118 117 1.35 67 12 0.1437 841.40 837.70 838.50Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.10 0.135 1.724 838.44 838.50 838.50117 116 1.73 91 12 0.2332 842.00 837.35 838.31Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.21 0.276 2.196 838.31 838.15 838.31116 115 13.18 28 24 0.3378 842.17 836.25 838.03Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.29 0.09 0.380 4.196 838.03 837.85 838.03115 114 13.18 23 24 0.3378 841.87 836.05 837.65Grate 0.25 Straight 0.10 Pond 0.90 0.34 0.08 0.420 4.196 837.54 837.65 837.65127 126 0.94 52 12 0.0686 845.00 841.30 842.10Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.02 0.04 0.059 1.191 841.98 842.10 842.10126 125 1.32 25 12 0.1369 846.70 841.00 841.93Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.05 0.03 0.080 1.683 841.93 841.80 841.93125 124 1.63 67 12 0.2083 846.70 840.80 841.85Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.08 0.14 0.224 2.076 841.85 841.60 841.85124 123 4.54 94 15 0.4924 846.34 840.30 841.62Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.13 0.46 0.589 3.704 841.62 841.30 841.62123 122 7.30 94 18 0.4809 845.77 839.60 841.03Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.33 0.45 0.783 4.133 841.03 840.80 841.03122 121 9.98 92 21 0.3949 845.73 838.85 840.25Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.16 0.37 0.526 4.151 839.01 840.25 840.25121 116 11.24 117 24 0.2457 844.71 836.70 838.49Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.17 0.29 0.455 3.579 838.49 838.30 838.49