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Drainage Report
STORMWATER DRAINAGE REPORT TROY ESTATES 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 #2020-305 January 15, 2020 Revised: July 31, 2020 Revised: September 8, 2020 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A 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 TSS Removal Rate Calculations Diversion Manhole Calculations Diversion Manhole Details AquaSwirl details NJDEP sizing chart Storm Sewers Appendix E Storm Inlet Basins Map Rational Method Pipe Design Time of Concentration Inlet Capacity Gutter Spread Hydraulic Grade Line STORMWATER DRAINAGE SUMMARY Project: Troy Estates Location: Carmel, IN Introduction Lennar Homes is proposing the continuation of a residential subdivision with 39 lots. The project is located on the north side of 141st Street, ~3100 feet west of Shelbourne Road in Carmel, IN. There will be an entrance along 141st Street and a connection to an existing subdivision to the north. Existing Conditions Most of the existing site is agricultural land. Near the southeast corner there are a couple of residential lots. The eastern lot of these two will remain. At the center of the site is a swale that drains most of the runoff. This swale drains west to an existing pond located in the lot to the west. From this pond, stormwater runoff drains south across the street to a legal drain (Little Eagle Creek) which drains west. Adjoining Land Conditions North: Residential (The Preserve at Bear Creek) South: Residential (Longridge Estates) East: Residential (Overbrook Farms, lots along 141st Street) West: Agricultural, rural residential Soil Types Soils maps from the United States Department of Agriculture, Soil Conservation Service identify Brookston, Crosby, Miami, and Shoals soils on the subject site. Brookston (Br) and Miami (MmB2, YmsB2) are in hydrologic group B while Crosby (YcIA) and Shoals (Sh) are in hydrologic group C. The split between group B and group C soils is approximately 90/10 for the site. Proposed curve number calculations will be based on the next less infiltrating category, i.e. 90/10 C/D. Stormwater Detention The detention for the overall site will be provided by a wet detention pond located in the southwest corner of the site. It will discharge to an existing ditch (Little Eagle Creek legal drain) via a pipe underneath 141st Street. Offsite Runoff There is some offsite runoff from the southeast which will flow through the storm sewer system and, ultimately, the detention pond. An overflow weir in Lake 1 will allow this runoff to pass through the detention pond where it will drain west to the existing pond in the lot to the west. This offsite runoff will not be included in the allowable/proposed discharge rates. 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 per acre for a 10 year storm event and 0.30 cfs per acre for a 100 year storm event. The allowable discharge rate was based on the existing basin (EX-SW, 19.02 acres) that drains to the southwest boundary. Per Section 302.06.12 of the STSM this basin includes the right-of- way on the south side of 141st Street when fully developed. Allowable Discharge Rate Calculations Basin Area (acres) Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.30 cfs/ac) EX-SW 18.12 1.90 cfs 5.71 cfs To achieve the desired discharge rates, the primary orifice in the outfall control structure was designed with a 3” diameter orifice. When constructed the primary orifice will have a 6” diameter orifice. At the southwest corner of the pond stormwater will discharge, via storm pipes, to the existing ditch on the south side of 141st Street. An ICPR model was created to analyze the peak conditions during major storm events. The results are. Peak Proposed Release Rates Storm Event Allowable Runoff Rate Proposed Release Rate 10 yr, 24 hr 1.90 cfs 1.79 cfs 100 yr, 24 hr 5.71 cfs 4.68 cfs The allowable release rates are not exceeded so adequate detention capacity has been provided. These discharge rates are based on onsite runoff only. The combined discharge from the detention pond and the runoff from the direct discharge basin (DIR, 0.61 acres) both drain to the same boundary node (BNDRY) in the ICPR model. See Appendix C for more information. Water Quality Water quality treatment for the proposed site will be provided by a combination of BMP’s. One wet detention pond and two AquaSwirl hydrodynamic separator will treat stormwater runoff. At the southwest corner of the site it is not feasible to drain this runoff to Lake 1. Therefore this area will go undetained and untreated. The north half of 141st Street, along with any impervious area in the existing residential lots, will be treated although they are not part of Troy Estates. The hydrodynamic separators’ water quality capacity is based on the NJDEP certification. 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. Gutter spreads were checked for the pairs of inlets throughout the site in order to maintain a 10’ open lane. See Appendix E for more information. SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME:CONTACT (A/C, No):FAX E-MAILADDRESS: PRODUCER (A/C, No, Ext):PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS below If yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT EROTH-STATUTEPER LIMITS(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)POLICY EFFPOLICY NUMBERTYPE OF INSURANCELTRINSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO-JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY 1/1/2019 Arthur J.Gallagher Risk Management Services,Inc. 650 E.Carmel Drive,Suite 400 Carmel IN 46032 Luke Cathcart 317-810-4375 317-810-4930 Luke_Cathcart@ajg.com Ohio Security Insurance Company 24082 Ohio Casualty Insurance Company 24074HannumWagle&Cline Engineering HWC Engineering,Inc. 135 North Pennsylvania St.,Suite 2800 Indianapolis IN 46204 Lexington Insurance Company 19437 1163630092 A X 1,000,000 X 300,000 5,000 1,000,000 2,000,000 X BKS55884716 12/31/2018 12/31/2019 2,000,000 Emp Ben.1,000,000 A 1,000,000 X X X BAS55884716 12/31/2018 12/31/2019 B X X 5,000,000USO5588471612/31/2018 12/31/2019 5,000,000 X 10,000 A X N XWS55884716 12/31/2018 12/31/2019 1,000,000 1,000,000 1,000,000 C Professional Liability 031711018 12/31/2018 12/31/2019 Each Claim Aggregate $2,000,000 $2,000,000 See Attached... Summary of Coverages SITE MAPS APPENDIX B 0 1,000 2,000 3,000Graphic Scale (Feet) 1 inch = 2,000 feet 300SS 1200 EC R 20 0S US 4 2 1 HAM BOONE CO RDCR 1200EC R 30 0S WILLOW ROAD131ST STREET C O U R T WILLOW SPRINGS DRVEB A Y B E R R Y L A N E STONE CREEK DRIVEC R E E K S T O N E W A Y WILDLIFE TR AIL BRENT WOOD AVENUECIMMARON ASH DRIVEFIRST FLIGHT30 0S US 4 2 1 3 0 0 S 141s t StShelbourne Rd131 s t S t 146t h St West RdLittle Eagle Creek Ave151 s t S t 156th St 159 th St Joliet RdBeckwith DrTara Ct 1 3 8 t h S t Tuscany DrLorenzo BlvdRoma BndAntonia BlvdPont el l PlHaskell PlT h u r mo n d Wa y West RdZionsville Ê Troy EstatesAerial Location MapCarmel, INJanuary 2020 City of CarmelHamilton County Project Area 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 833 feet Ê Troy EstatesUSGS Topographic Map Carmel, INJanuary 2020 Sources: IndianaMap and Indiana Spatial Data Portal Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area BearCreek W 141 ST ST W 146TH ST OVERBROOK DRNINA DRWEST RDWILMUTH DRPEMBERTON LNLISTON DRPELHAM RD BEAR CREEK WAYLITTLE EAGLE CREEK AVEGLENVIEW LN 0 250 500 750Graphic Scale (Feet) 1 inch = 500 feet Ê Troy EstatesFloodplain Map Carmel, IndianaJanuary 2020 Legend Corporate Limits Project Area Flowline Type (NHD) Stream / River Canal / Ditch Ar tificial Path Pipeline Connector Flood Zone (FEMA, FIRM) 0.2% Annual Chance Flood Hazard A AE AH AO X FLOODWAY Sources: IndianaMap and Indiana Spatial Data Portal Br MmB2 Br MmB2 CrA CrA CrASh Br W Br Br CrA CrA Sh MmB2 CrA MmA Br CrA CrA CrA MmA Br CrA MmC2 CrA MmA CrA Ge CrA Br MmB2 MmA CrA MmB2 CrA MmB2 MoC3 MmC2 CrA MmD2 MmB2 MmB2 MmC2 Br CrA 0 250 500 750Graphic Scale (Feet) 1 inch = 500 feet Ê Troy EstatesSoils Map and Legend Carmel, INJanuary 2020 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey S y m b ol N am eBrBrookstone 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, 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 feet300SS 1200 EHAM BOONE CO RDLITTLE EAGLE CREEK AVEPUBGh R2UBHPEM1C PUBGx PUBGh PUBGx PUBGh PUBGx PUBGh PUBGh PUBGx PUBGx PUBGx PUBF PUBGx PFO1A PFO1A PUBGx PUBGx 141st 146th West Shelbourne 1200 ELittle Eagle Creek Tara 1 3 8 t h Ê Troy EstatesWetlands Area Map Carmel, INJanuary 2020 Sources: IndianaMap, Indiana Spatial Data Portal and U.S. Fish & Wildlife Service National Wetlands Inventory (as of 05-01-14) Legend Corporate Limits Project Area Wetland Type Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Riverine Other STORMWATER DETENTION APPENDIX C WWGASGASxxxxxxxxxxxxxxxxxT EOHEGAS GAS GAS GAS GAS GAS GAS W W W W W W W W W W W W W W OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEOHEOHEOHEOHExxxxxxxxxxxxxxxxxxxxxxxxx x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x xxxxxxxxxxxxxxxxxxxxxx xx xxxxxxxx OHE OHE CTVCTV8788798808808 8 1 8 8 2 8 8 3 8 8 4 8 8 5 8868878888908928938 9 4 8 9 5 8968958 9 7 8 9 9 900 8 9 8 90 1 903 90 1 904904905 902 903 904 901900897896895894892891890889888887886885884879 882884 886 887 888890891 893 892 891 893 887 Sanitary Manhole TC=898.18 W: 8"PVC, Inv=882.63 Sanitary Manhole TC=884.53 E: 8"PVC, Inv=873.63 SW: 8"PVC, Inv=873.43 Sanitary Manhole TC=887.62 N: 8"PVC, Inv=868.48 Sanitary Manhole TC=886.17 E: 8"PVC, Inv=868.02 S: 8"PVC, Inv=867.97 W: 8"PVC, Inv=867.92 12"CMP With Metal End Section, Inv=890.54 12"CMP With Metal End Section, Inv=891.34 12"CMP Inv=889.38 12"CMP Inv=890.04 Curb Inlet TC=885.46 W: 12"RCP, Inv=881.89 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Curb Inlet TC=885.38 E/NW: 12"RCP, Inv=881.57 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Storm Manhole TC=886.14 W: 12"RCP, Inv=881.46 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=891.96 N: 12"RCP, Inv=887.49 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=888.74 N/S: 12"RCP, Inv=884.40 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=890.75 N: 18"RCP, Inv=881.79 S/E: 12"RCP, Inv=881.79 (Pipe size, type and invert Information from Hamilton County GIS))))))) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))EX-SW 19.02 AC CN=70.1 EX-NW 2.16 AC CN=71.7 EX-NE 2.93 AC CN=71.7 OFF-E3.86 ACCN=63.5CARMEL, IN9/8/2020 0' (IN FEET) GRAPHIC SCALE 100'200'300' EXISTING BASINS TROY ESTATES WWGASGASxxxxxxxxxxxxxxxxxT EOHEGAS GAS GAS GAS GAS GAS GAS W W W W W W W W W W W W W W OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEOHEOHEOHEOHExxxxxxxxxxxxxxxxxxxxxxxxx x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x xxxxxxxxxxxxxxxxxxxxxx xx xxxxxxxx OHE OHE CTVCTV8788798808808 8 1 8 8 2 8 8 3 8 8 4 8 8 5 8868878888908928938 9 4 8 9 5 8968958 9 7 8 9 9 900 8 9 8 90 1 903 90 1 904904905 902 903 904 901900897896895894892891890889888887886885884879 882884 886 887 888890891 893 892 891 893 887 Sanitary Manhole TC=898.18 W: 8"PVC, Inv=882.63 Sanitary Manhole TC=884.53 E: 8"PVC, Inv=873.63 SW: 8"PVC, Inv=873.43 Sanitary Manhole TC=887.62 N: 8"PVC, Inv=868.48 Sanitary Manhole TC=886.17 E: 8"PVC, Inv=868.02 S: 8"PVC, Inv=867.97 W: 8"PVC, Inv=867.92 12"CMP With Metal End Section, Inv=890.54 12"CMP With Metal End Section, Inv=891.34 12"CMP Inv=889.38 12"CMP Inv=890.04 Curb Inlet TC=885.46 W: 12"RCP, Inv=881.89 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Curb Inlet TC=885.38 E/NW: 12"RCP, Inv=881.57 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Storm Manhole TC=886.14 W: 12"RCP, Inv=881.46 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=891.96 N: 12"RCP, Inv=887.49 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=888.74 N/S: 12"RCP, Inv=884.40 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=890.75 N: 18"RCP, Inv=881.79 S/E: 12"RCP, Inv=881.79 (Pipe size, type and invert Information from Hamilton County GIS))))))) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))OFF-E 3.86 ACLAKE 1 22.59 AC DIR 0.61 ACR/W 0.90 AC CARMEL, IN9/8/2020 0' (IN FEET) GRAPHIC SCALE 100'200'300' PROPOSED BASINS TROY ESTATES TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED 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 874.00 880.00 0.00 7 1.71 0.00 BNDRY 100YR-24HR 874.00 880.00 0.00 7 5.50 0.00 LAKE 1 010YR-24HR 877.61 883.00 0.00 57447 49.20 1.58 LAKE 1 100YR-24HR 879.62 883.00 0.00 65311 101.48 5.36 STR 103 010YR-24HR 875.59 880.00 -0.90 260 1.58 1.58 STR 103 100YR-24HR 876.55 880.00 -0.90 155 5.36 5.36 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED 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 874.00 880.00 0.00 7 2.14 0.00 BNDRY 100YR-24HR 874.00 880.00 0.00 7 6.38 0.00 LAKE 1 010YR-24HR 877.44 883.00 0.00 56811 49.20 1.98 LAKE 1 100YR-24HR 879.48 883.00 0.00 64746 101.47 6.22 STR 103 010YR-24HR 875.67 880.00 -0.90 261 1.98 1.98 STR 103 100YR-24HR 876.85 880.00 -0.90 154 6.22 6.22 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED 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 874.00 880.00 0.00 7 2.14 0.00 BNDRY 100YR-24HR 874.00 880.00 0.00 7 6.38 0.00 BNDRY 100YR-24HR-OFF 874.00 880.00 0.00 7 8.37 0.00 LAKE 1 010YR-24HR 877.44 883.00 0.00 56811 49.20 1.98 LAKE 1 100YR-24HR 879.48 883.00 0.00 64746 101.47 6.22 LAKE 1 100YR-24HR-OFF 879.76 883.00 0.00 65862 109.84 8.20 STR 103 010YR-24HR 875.67 880.00 -0.90 261 1.98 1.98 STR 103 100YR-24HR 876.85 880.00 -0.90 154 6.22 6.22 STR 103 100YR-24HR-OFF 877.04 880.00 -0.90 153 6.76 6.76 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED 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 M:STR 103 A:LAKE 1 U:LAKE 1 U:OFF-E U:R/W T:BNDRY U:DIR P:P 103 D:D 1 W:WEIR TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DIR Node: BNDRY Status: Onsite Group: ONSITE 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): 15.00 Area(ac): 0.61 Time Shift(hrs): 0.00 Curve Number: 82.30 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 1 Node: LAKE 1 Status: Onsite Group: ONSITE 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): 24.00 Area(ac): 22.59 Time Shift(hrs): 0.00 Curve Number: 83.40 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-E Node: LAKE 1 Status: Onsite Group: OFFSITE 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): 26.00 Area(ac): 3.86 Time Shift(hrs): 0.00 Curve Number: 63.50 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: R/W Node: LAKE 1 Status: Onsite Group: ONSITE 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): 15.00 Area(ac): 0.90 Time Shift(hrs): 0.00 Curve Number: 90.30 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.00 Init Stage(ft): 874.00 Group: ONSITE Warn Stage(ft): 880.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 874.00 100.00 874.00 ------------------------------------------------------------------------------------------ Name: LAKE 1 Base Flow(cfs): 0.00 Init Stage(ft): 875.00 Group: ONSITE Warn Stage(ft): 883.00 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 5 TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED CONDITIONS Stage(ft) Area(ac) --------------- --------------- 875.00 1.10 876.00 1.18 877.00 1.27 878.00 1.35 879.00 1.44 880.00 1.53 881.00 1.63 ------------------------------------------------------------------------------------------ Name: STR 103 Base Flow(cfs): 0.00 Init Stage(ft): 874.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 880.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: P 103 From Node: STR 103 Length(ft): 198.00 Group: ONSITE To Node: BNDRY Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.50 Invert(ft): 874.90 874.45 Bend Loss Coef: 0.00 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 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: D 1 From Node: LAKE 1 Length(ft): 27.00 Group: ONSITE To Node: STR 103 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 18.00 18.00 Flow: Both Rise(in): 18.00 18.00 Entrance Loss Coef: 0.50 Invert(ft): 875.00 874.95 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: 3" (Q), 6" (Peak Stage) *** Weir 1 of 3 for Drop Structure D 1 *** TABLE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 5 TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED CONDITIONS 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): 6.00 Invert(ft): 875.00 Rise(in): 6.00 Control Elev(ft): 875.00 *** Weir 2 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 10.00 Invert(ft): 877.00 Rise(in): 10.00 Control Elev(ft): 877.00 *** Weir 3 of 3 for Drop Structure D 1 *** 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): 879.70 Rise(in): 24.00 Control Elev(ft): 879.70 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: WEIR From Node: LAKE 1 Group: ONSITE To Node: BNDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 30.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 879.700 Control Elevation(ft): 879.700 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: 010YR-24HR Filename: W:\Onyx & East\2016-225-S Onyx & East- 116th & College\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\2019-305 Lennar- Troy Estates\Design\Calcs\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 5 TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED CONDITIONS Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Filename: W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\ICPR\100YR-24HR-OFF.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\2019-305 Lennar- Troy Estates\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: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\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 --------------- ----- ONSITE Yes ---------------------------------------------------------------------------------------------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 5 TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED CONDITIONS Name: 100YR-24HR-OFF Hydrology Sim: 100YR-24HR-OFF Filename: W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\ICPR\100YR-24HR-OFF.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 --------------- ----- ONSITE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 5 TROY ESTATES - HWC #2019-305 - 9/8/2020 W:\CalAtlantic\219-305 Lennar- Troy Estates\Design\Calcs\ICPR\2019-305-DEV.ICP PROPOSED CONDITIONS Name: D 1 From Node: LAKE 1 Length(ft): 27.00 Group: ONSITE To Node: STR 103 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 18.00 18.00 Flow: Both Rise(in): 18.00 18.00 Entrance Loss Coef: 0.50 Invert(ft): 875.00 874.95 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 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Primary Orifice: 3" (Q), 6" (Peak Stage) *** Weir 1 of 3 for Drop Structure D 1 *** 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): 3.00 Invert(ft): 875.00 Rise(in): 3.00 Control Elev(ft): 875.00 *** Weir 2 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 10.00 Invert(ft): 877.00 Rise(in): 10.00 Control Elev(ft): 877.00 *** Weir 3 of 3 for Drop Structure D 1 *** 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): 879.70 Rise(in): 24.00 Control Elev(ft): 879.70 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Troy Estates HWC # 2019-305 Date: 9/8/2020 Existing Drainage Basins Curve Numbers: BC D Lawn/Grass 61 74 80 Woods 55 70 77 Crops - Good 71 78 81 1/4 Acre Lot 75 83 87 Roof/Pvmt 98 98 98 Notes: CN Values based on 90% soil group B, 10% soil group C Area Lawn/Grass Woods Crops - Good 1/4 Acre Lot Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN EX-SW 19.02 4.76 13.69 0.57 70.1 EX-NW 2.16 2.16 71.7 EX-NE 2.93 2.93 71.7 OFF-E 3.86 3.28 0.39 0.19 63.5 Basin W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\2019-305-ST.xlsx 9/8/2020 9:53 AM Troy Estates HWC # 2019-305 Date: 9/8/2020 Proposed Drainage Basins Curve Numbers: BC D Lawn/Grass 61 74 80 Woods 55 70 77 Crops - Good 71 78 81 1/4 Acre Lot 75 83 87 Roof/Pvmt 98 98 98 Notes: CN Values based on 90% soil group C, 10% soil group D Area Lawn/Grass Woods Crops - Good 1/4 Acre Lot Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN LAKE 1 22.59 22.59 83.4 DIR 0.61 0.41 0.20 82.3 R/W 0.90 0.30 0.60 90.3 Basin W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\2019-305-ST.xlsx 9/8/2020 9:55 AM Time of Concentration WorksheetPROJECT: Troy Estates Based on TR-55JOB #: 2019-305Overland 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 0.011W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]TC 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 n1/14/20DIR 60 1.00 0.24 14 100 1.00 U 1.61 115OFF-E 100 2.00 0.24 16 657 1.96 U 2.26 5 1008 3.00 626 Project: Troy EstatesHWC Job #: 2019-305W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]EOFWeir LocationDepth, d (ft)Bottom Width, b (ft) nSlope, S (ft/ft)Side Slope, y (H:V)Area, A (ft2)Wetted Perimeter, Pw (ft)Hydraulic Radius, R (ft)Velocity, V (ft/s) Max Discharge, Q (cfs)1.25*Max Inflow (cfs)Capacity CheckLAKE 1 0.64 41.2 0.030 0.020 3 27.60 45.25 0.61 5.05139.41137.30 OK Lake Overflow Weir Calculations9/8/2020 WATER QUALITY APPENDIX D WWGASGASxxxxxxxxxxxxxxxxxT EOHEGAS GAS GAS GAS GAS GAS GAS W W W W W W W W W W W W W W OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEOHEOHEOHEOHExxxxxxxxxxxxxxxxxxxxxxxxx x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x xxxxxxxxxxxxxxxxxxxxxx xx xxxxxxxx OHE OHE CTVCTV8788798808808 8 1 8 8 2 8 8 3 8 8 4 8 8 5 8868878888908928938 9 4 8 9 5 8968958 9 7 8 9 9 900 8 9 8 901 903 90 1 904904905 902 903 904 901900897896895894892891890889888887886885884879 882 884 886 887 888890891 893 892 891 893 887 Sanitary Manhole TC=898.18 W: 8"PVC, Inv=882.63 Sanitary Manhole TC=884.53 E: 8"PVC, Inv=873.63 SW: 8"PVC, Inv=873.43 Sanitary Manhole TC=887.62 N: 8"PVC, Inv=868.48 Sanitary Manhole TC=886.17 E: 8"PVC, Inv=868.02 S: 8"PVC, Inv=867.97 W: 8"PVC, Inv=867.92 12"CMP With Metal End Section, Inv=890.54 12"CMP With Metal End Section, Inv=891.34 12"CMP Inv=889.38 12"CMP Inv=890.04 Curb Inlet TC=885.46 W: 12"RCP, Inv=881.89 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Curb Inlet TC=885.38 E/NW: 12"RCP, Inv=881.57 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Storm Manhole TC=886.14 W: 12"RCP, Inv=881.46 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=891.96 N: 12"RCP, Inv=887.49 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=888.74 N/S: 12"RCP, Inv=884.40 (Pipe size, type, Direction and invert Information from Hamilton County GIS) Inlet TC=890.75 N: 18"RCP, Inv=881.79 S/E: 12"RCP, Inv=881.79 (Pipe size, type and invert Information from Hamilton County GIS))))))) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))STR 115 18.43 AC STR 107 1.74 AC AQUASWIRL AS-11 DIVERSION MH STR 115 DIVERSION MH STR 107 AQUASWIRL AS-3 CARMEL, IN6/11/2020 0' (IN FEET) GRAPHIC SCALE 100' 200' 300' WATER QUALITY BASINS TROY ESTATES TROY ESTATES - HWC #2019-305 - 6/11/2020 W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\ICPR-WQ\2019-305-WQ.ICP WATER QUALITY RUNOFF RATES Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 WQ-24HR STR 107 BASE 12.07 0.51 0.25 1595 WQ-24HR STR 115 BASE 12.16 6.75 0.39 25991 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 TROY ESTATES - HWC #2019-305 - 6/11/2020 W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\ICPR-WQ\2019-305-WQ.ICP WATER QUALITY RUNOFF RATES ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: STR 107 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): 14.00 Area(ac): 1.74 Time Shift(hrs): 0.00 Curve Number: 88.00 Max Allowable Q(cfs): 999999 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- 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): 24.00 Area(ac): 18.43 Time Shift(hrs): 0.00 Curve Number: 91.70 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\2019-305 Lennar- Troy Estates\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 Troy Estates HWC # 2019-305 Date: 6/10/2020 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) Qa = 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 18.43 38% 6.93 0.60 0.39 91.7 STR 107 1.74 22% 0.39 0.04 0.25 88.0 LAKE 1 22.59 38% 8.49 0.73 0.39 91.7 CNwq WQ v = Basin Qa CNwq = 1000 [10 + 5P + 10Qa - 10(Qa 2 + 1.25QaP )0.5] W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\2019-305-ST.xlsx 6/10/2020 10:50 AM Troy Estates 2019-305 6/10/2020 BY: GMM TSS Removal Rate (%) *Per Third Party Testing *Per Third Party Testing Area (ac) 18.58 *For Pond/SQU Treatment Train: TSS Removal = 1-(1-0.50)*(1-0.80) = 0.90 1.74 *For Pond/SQU Treatment Train: TSS Removal = 1-(1-0.50)*(1-0.80) = 0.90 Total Area -->20.32 Weighted TSS Removal--> LAKE 1 WQv Stage-Storage Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) Bottom --> 867.00 0.462 873.00 0.757 3.66 3.66 873.00 0.941 0.00 3.66 NP --> 875.00 1.099 2.04 5.70 Cumulative Volume (ac-ft) -->5.70 WQv target (ac-ft) --> 2.19 LAKE 1 WQv effective TSS removal rate --> 100% Tributary Area TSS Removal Rate (%) 90.00 90.00 STR 107 STR 115 90.00 BMP STR 115 (AS-11) STR 107 (AS-3) 50 50 LAKE 1 80 WATER QUALITY BALANCE CALCULATIONS Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Mar 26 2020 2019-305 STR 107 BMP Invert Elev Dn (ft) = 875.44 Pipe Length (ft) = 5.00 Slope (%) = 0.20 Invert Elev Up (ft) = 875.45 Rise (in) = 8.0 Shape = Circular Span (in) = 8.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 879.00 Top Width (ft) = 1.00 Crest Width (ft) = 5.00 Calculations Qmin (cfs) = 0.51 Qmax (cfs) = 0.51 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 0.51 Qpipe (cfs) = 0.51 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 1.81 Veloc Up (ft/s) = 2.91 HGL Dn (ft) = 875.94 HGL Up (ft) = 875.78 Hw Elev (ft) = 875.94 Hw/D (ft) = 0.73 Flow Regime = Inlet Control Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 10 2020 2019-305 STR 115 BMP Invert Elev Dn (ft) = 875.24 Pipe Length (ft) = 5.00 Slope (%) = 0.20 Invert Elev Up (ft) = 875.25 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 879.00 Top Width (ft) = 1.00 Crest Width (ft) = 6.00 Calculations Qmin (cfs) = 6.75 Qmax (cfs) = 6.75 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 6.75 Qpipe (cfs) = 6.75 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 4.28 Veloc Up (ft/s) = 5.37 HGL Dn (ft) = 876.49 HGL Up (ft) = 876.25 Hw Elev (ft) = 876.84 Hw/D (ft) = 1.06 Flow Regime = Inlet Control WATER QUALITY DIVERSION STRUCTURE #107 TROY ESTATES CARMEL, IN JUNE 11, 2020 WATER QUALITY DIVERSION STRUCTURE #115 TROY ESTATES CARMEL, IN JUNE 11, 2020 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.comAqua-Swirl Concentrator Model AS-11 Horseshoe PCS Standard DetailAS-11 PCS STD02/03/14Scale:Drawn By:Document:Date:TAG1:30U.S. Patent No. 6524473 and other Patent Pending* Please see accompanied Aqua-Swirl specification notes.* See Site Plan for actual system orientation.** Orientation may vary from 90°, 180°, or custom angles to meet site conditions.4 1/2" [114 mm]1/2" [13 mm]1" [25 mm]Manhole Frame & Cover DetailNTSFor Non-Traffic Areas OnlySoil1" [25 mm]Unless other traffic barriers are present,bollards shall be placed around access riser(s)in non-traffic areas to prevent inadvertentloading by maintenance vehicles.Place small amount ofconcrete [3,000 psi [20MPa] (min)] to supportand level manhole frame.DO NOT allow manholeframe to rest upon riser.RiserFrameCover48" [1219 mm] Min.12" [305 mm]Wrap Compressible ExpansionJoint Material to a minimum1-inch [25 mm] thickness aroundtop of riser to allow transfer ofinadvertent loading frommanhole cover to concrete slab.Backfill (90%Proctor Density)Concrete8" [203 mm]Gravel BackfillPlan ViewAqua-Swirl Polymer Coated Steel (PCS)Stormwater Treatment SystemArchedBaffle68" [1727 mm]114"[2896 mm]Backfill shall extend at least 18inches [457 mm] outward fromSwirl Concentrator and for thefull height of the SwirlConcentrator (including riser)extending laterally toundisturbed soils. (See MHDetail Below)Ø132"[Ø3353 mm]Pipe couplingby Contractor.12" long Stub-outby Manufacturer.InletAArched BaffleOctagonal Base Plate144" [3658 mm]144"[3658 mm]OutletA24" [610 mm] PCS Max108" [2743 mm]VentSection A-ABeddingUndisturbed SoilBackfill18" [457 mm]6" [152 mm]4 1/2" [114 mm]CoverFrame1" [25 mm] ThickExpansion JointMaterial30" [762 mm]Riser#4 [13 mm] Rebar@ 6" [152 mm]Each Way14" [356 mm]1/2" [13 mm]3,000 psi [20 MPa](min) ConcreteManhole Frame & Cover DetailFor Traffic Loading AreasNTSIf traffic loading (H-20) is required or anticipated, a 4-foot [1.22 m]diameter, 14-inch [356 mm] thick reinforced concrete pad must beplaced over the Stormwater Treatment System Riser to support andlevel the manhole frame, as shown. The top of riser pipe must bewrapped with compressible expansion joint material to a minimum1-inch [25 mm] thickness to allow transfer of wheel loads frommanhole cover to concrete slab. Manhole cover shall bear on concreteslab and not on riser pipe. The concrete slab shall have a minimumstrength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm]reinforcing steel as shown. Minimum cover over reinforcing steel shallbe 1-inch [25 mm]. Top of manhole cover and concrete slab shall belevel with finish grade.Backfill (90%Proctor Density)48" [1219 mm]24" [610 mm] PCS MaxGrade (Rim)VariesVariesVentSlide riser over top ringand bolt in 4 placesRiser30" [762 mm]Rim elevations to match finishedgrade. PCS risers should NOT be fieldcut by Contractor.Manhole Frame andCover by Manufacturer.(See Details)5" [127 mm] MH FrameTop ReinforcementTop ReinforcementPipe couplingby Contractor.12" long Stub-outby Manufacturer.Swirl InletSwirl OutletPhone (888) 344-9044www.aquashieldinc.com 3 Table A-1 MTFRs for Aqua-Swirl® Models Model Manhole Diameter (ft) NJDEP 50% TSS Maximum Treatment Flow Rate (cfs) Treatment Area (ft2) Hydraulic Loading Rate (gpm/ft2) 50% Maximum Sediment Storage Volume (ft3) AS-2 2.5 0.36 4.9 33.4 2.86 AS-3 3.5 0.71 9.6 33.4 5.60 AS-4 4.5 1.18 15.9 33.4 9.28 AS-5 5 1.46 19.6 33.4 11.43 AS-6 6 2.11 28.3 33.4 16.51 AS-7 7 2.87 38.5 33.4 22.46 AS-8 8 3.74 50.3 33.4 29.34 AS-9 9 4.73 63.6 33.4 37.10 AS-10 10 5.84 78.5 33.4 45.79 AS-11 11 7.07 95.0 33.4 55.42 AS-12 12 8.42 113.1 33.4 65.98 AS-13 13 9.87 132.7 33.4 77.41 A detailed maintenance plan is mandatory for any project with a Stormwater BMP subject to the Stormwater Management Rules, N.J.A.C. 7:8. The plan must include all of the items identified in the Stormwater Management Rules, N.J.A.C. 7:8-5.8. Such items include, but are not limited to, the list of inspection and maintenance equipment and tools, specific corrective and preventative maintenance tasks, indication of problems in the system, and training of maintenance personnel. Additional information can be found in Chapter 8: Maintenance and Retrofit of Stormwater Management Measures. If you have any questions regarding the above information, please contact Mr. Shashi Nayak of my office at (609) 633-7021. Sincerely, James J. Murphy, Chief Bureau of Nonpoint Pollution Control Attachment: Maintenance Plan cc: Chron File Richard Magee, NJCAT Vince Mazzei, NJDEP - DLUR Ravi Patraju, NJDEP - BES Gabriel Mahon, NJDEP - BNPC Shashi Nayak, NJDEP - BNPC STORM SEWERS APPENDIX E W GASxxxxxxxxxxxxxxxxxxx x x x x x x x x x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx884 886887888 890 891893892891893887TC=887.62N: 8"PVC, Inv=868.48InletTC=891.96N: 12"RCP, Inv=887.49(Pipe size, type, Directionand invert Information fromHamilton County GIS)InletTC=888.74N/S: 12"RCP, Inv=884.40(Pipe size, type, Directionand invert Information fromHamilton County GIS)InletTC=890.75N: 18"RCP, Inv=881.79S/E: 12"RCP, Inv=881.79(Pipe size, type and invertInformation from HamiltonCounty GIS)1190.46 AC1180.41 AC1170.30 AC1611370.55 AC1340.32 AC1380.44 AC1330.26 AC1510.37 AC1520.57 AC1260.88 AC1230.29 AC1240.07 AC1220.11 AC1210.17 AC1280.22 AC1250.28 AC1300.17 AC1290.32 AC1390.38 AC1400.51 AC1410.60 AC1420.56 AC1500.58 AC1430.64 AC1441.20 AC1470.56 AC1480.82 AC1550.83 ACCARMEL, IN6/11/20200'(IN FEET)GRAPHIC SCALE150'300'450'STORM SEWER BASINSTROY ESTATES TE OHEGASGASGASGASGASGASGASWWWWWWWW WWWWWWOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEO H E OH E OHEOHEOHExx x x x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxx xxxxxx xxxxxxxxxxxxxxxx xxxxxxx x x x x x x x xOHEOHE CTVCTV 878 879880880881882883884885886887 888890892893 894895896895897899900898901903901904 904 905902903904901 900 897 896 895 8 9 4 89 2 89 1 890 8 8 9 888 887886 885 884879 882884 886887888 89389289112"CMP With MetalEnd Section, Inv=890.5412"CMP With MetalEnd Section, Inv=891.3412"CMPInv=889.3812"CMPInv=890.04InletTC=891.96N: 12"RCP, Inv=887.49(Pipe size, type, Directionand invert Information fromHamilton County GIS)1170.30 AC1610.23 AC1370.55 AC1380.44 AC1390.38 AC1400.51 AC0.60 AC1500.58 AC1470.56 AC1090.09 AC1080.13 AC1480.82 AC1620.71 AC1580.13 AC1570.74 AC1630.62 AC1640.73 AC1690.38 AC1730.43 AC1700.19 AC1101.30 AC1740.54 AC1660.20 AC1550.83 ACOFF-1551.47 ACOFF-1792.40 AC1790.34 AC1750.39 AC1110.22 ACCARMEL, IN6/11/20200'(IN FEET)GRAPHIC SCALE150'300'450'STORM SEWER BASINSTROY ESTATES STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Troy Estates STORM: 10 YearJOB #: 2019-305 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]RM 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)6/10/20STRUCTURE BASINS111 110 111 0.60 0.22 0.13 5 6.12 0.81 0.13 5 6.12 0.81 0.25110 109 110 0.20 1.30 0.26 14 4.68 1.22 0.39 14 4.68 1.84 0.14109 108 109 0.70 0.09 0.06 5 6.12 0.39 0.46 14 4.68 2.13 0.20108 107 108 0.70 0.13 0.09 5 6.12 0.56 0.55 14 4.68 2.56 0.24107 106 107 0.00 0.00 0.00 0 6.12 0.00 0.55 14 4.68 2.56 0.37126 125 126 0.35 0.88 0.31 15 4.55 1.40 0.31 15 4.55 1.40 1.76125 124 125 0.50 0.28 0.14 14 4.68 0.66 0.45 17 4.34 1.94 0.18124 123 124 0.70 0.07 0.05 5 6.12 0.30 0.50 17 4.34 2.16 0.45123 122 123 0.20 0.29 0.06 17 4.34 0.25 0.56 17 4.34 2.41 0.76122 121 122 0.70 0.11 0.08 5 6.12 0.47 0.63 18 4.23 2.67 0.18121 120 121 0.60 0.17 0.10 7 5.76 0.59 0.73 18 4.23 3.11 0.08120 119 120 0.00 0.00 0.00 0 6.12 0.00 1.18 18 4.23 4.98 0.53119 118 119 0.35 0.48 0.17 15 4.55 0.76 1.35 19 4.13 5.55 1.06118 117 118 0.35 0.41 0.14 15 4.55 0.65 1.84 20 4.02 7.38 1.61117 116 117 0.35 0.30 0.11 15 4.55 0.48 1.94 21 3.94 7.66 0.79116 115 116 0.00 0.00 0.00 0 6.12 0.00 9.70 24 3.71 36.02 0.11115 114 115 0.00 0.00 0.00 0 6.12 0.00 9.70 24 3.71 36.02 0.26130 129 130 0.70 0.17 0.12 9 5.40 0.64 0.12 9 5.40 0.64 0.24129 128 129 0.60 0.32 0.19 8 5.58 1.07 0.31 10 5.22 1.62 0.20128 120 128 0.60 0.22 0.13 15 4.55 0.60 0.44 15 4.55 2.02 0.77134 133 134 0.60 0.32 0.19 14 4.68 0.90 0.19 14 4.68 0.90 0.18133 118 133 0.60 0.26 0.16 8 5.58 0.87 0.35 14 4.68 1.63 0.78144 143 144 0.65 1.20 0.78 15 4.55 3.55 0.78 15 4.55 3.55 0.78143 142 143 0.55 0.64 0.35 15 4.55 1.60 1.13 15 4.55 5.15 0.79142 141 142 0.35 0.56 0.20 16 4.44 0.87 1.33 16 4.44 5.90 1.07 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Troy Estates STORM: 10 YearJOB #: 2019-305 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]RM 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)6/10/20STRUCTURE BASINS141 140 141 0.35 0.60 0.21 14 4.68 0.98 1.54 17 4.34 6.67 1.07140 139 140 0.35 0.51 0.18 15 4.55 0.81 4.23 22 3.87 16.36 0.48139 138 139 0.30 0.38 0.11 14 4.68 0.53 7.17 23 3.79 27.16 0.41138 137 138 0.60 0.44 0.26 14 4.68 1.24 7.43 23 3.79 28.16 0.18137 116 137 0.60 0.55 0.33 14 4.68 1.55 7.76 23 3.79 29.41 0.41152 151 152 0.35 0.57 0.20 16 4.44 0.89 0.20 16 4.44 0.89 1.50151 150 151 0.35 0.37 0.13 15 4.55 0.59 0.33 17 4.34 1.43 1.06150 149 150 0.35 0.58 0.20 14 4.68 0.95 1.12 20 4.02 4.49 0.10149 148 149 0.00 0.00 0.00 0 6.12 0.00 1.69 21 3.94 6.66 0.67148 147 148 0.60 0.82 0.49 15 4.55 2.24 2.18 21 3.94 8.60 0.18147 146 147 0.60 0.56 0.34 15 4.55 1.53 2.52 21 3.94 9.92 0.15146 140 146 0.00 0.00 0.00 0 6.12 0.00 2.52 22 3.87 9.73 0.70155 150 155 0.35 0.83 0.29 19 4.13 1.20 0.58 19 4.13 2.41 1.20OFF-155 155 OFF-155 0.20 1.47 0.29 15 4.55 1.34 0.29 15 4.55 1.34 0.18158 157 158 0.70 0.13 0.09 5 6.12 0.56 0.09 5 6.12 0.56 0.18157 149 157 0.65 0.74 0.48 14 4.68 2.25 0.57 14 4.68 2.68 0.81166 165 166 0.20 0.20 0.04 14 4.68 0.19 0.04 14 4.68 0.19 0.48165 164 165 0.00 0.00 0.00 0 6.12 0.00 0.04 14 4.68 0.19 1.24164 163 164 0.30 0.73 0.22 14 4.68 1.03 0.26 15 4.55 1.18 1.08163 162 163 0.35 0.62 0.22 15 4.55 0.99 2.25 21 3.94 8.85 0.83162 161 162 0.60 0.71 0.43 15 4.55 1.94 2.67 22 3.87 10.33 0.18161 139 161 0.65 0.23 0.15 9 5.40 0.81 2.82 22 3.87 10.90 0.41170 169 170 0.60 0.19 0.11 8 5.58 0.64 0.11 8 5.58 0.64 0.18169 168 169 0.60 0.38 0.23 15 4.55 1.04 0.34 15 4.55 1.56 0.13 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Troy Estates STORM: 10 YearJOB #: 2019-305 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]RM 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)6/10/20STRUCTURE BASINS168 163 168 0.00 0.00 0.00 0 6.12 0.00 1.77 21 3.94 6.98 0.67175 174 175 0.50 0.39 0.20 10 5.22 1.02 0.85 18 4.23 3.58 0.76174 173 174 0.60 0.54 0.32 10 5.22 1.69 1.17 19 4.13 4.82 0.18173 172 173 0.60 0.43 0.26 14 4.68 1.21 1.43 19 4.13 5.89 0.12172 168 172 0.00 0.00 0.00 0 6.12 0.00 1.43 19 4.13 5.89 1.08179 178 179 0.50 0.34 0.17 17 4.34 0.74 0.65 18 4.23 2.75 0.15178 175 178 0.00 0.00 0.00 0 6.12 0.00 0.65 18 4.23 2.75 0.00OFF-179 179 OFF-179 0.20 2.40 0.48 18 4.23 2.03 0.48 18 4.23 2.03 0.00 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Troy Estates STORM: 10 YearJOB #: 2019-305 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-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)6/10/20n = 0.013111 110 0.81 45 12 2.21 5.31 6.76 881.00 880.00 877.30 876.30 2.53 2.53110 109 1.84 25 12 0.39 2.23 2.84 880.00 880.38 876.20 876.10 2.63 3.11109 108 2.13 36 12 0.42 2.32 2.95 880.38 880.38 876.00 875.85 3.21 3.36108 107 2.56 44 12 0.57 2.70 3.43 880.38 881.07 875.75 875.50 3.46 4.40107 106 2.56 67 12 0.60 2.77 3.52 881.07 875.40 875.00 4.50126 125 1.40 317 12 0.31 1.99 2.53 883.90 886.38 880.20 879.22 2.53 5.99125 124 1.94 32 12 0.37 2.17 2.77 886.38 886.36 879.12 879.00 6.09 6.19124 123 2.16 82 12 0.42 2.32 2.95 886.36 884.50 878.90 878.56 6.29 4.77123 122 2.41 137 15 0.23 3.11 2.53 884.50 885.83 878.46 878.14 4.60 6.25122 121 2.67 32 15 0.23 3.11 2.53 885.83 885.83 878.04 877.97 6.35 6.43121 120 3.11 14 15 0.29 3.49 2.84 885.83 886.13 877.87 877.83 6.52 6.86120 119 4.98 96 18 0.24 5.16 2.92 886.13 886.40 877.73 877.50 6.69 7.19119 118 5.55 190 18 0.30 5.77 3.26 886.40 887.60 877.40 876.83 7.29 9.06118 117 7.38 290 21 0.23 7.62 3.17 887.60 882.80 876.73 876.06 8.89 4.76117 116 7.66 143 21 0.25 7.94 3.30 882.80 884.21 875.96 875.60 4.86 6.63116 115 36.02 20 36 0.50 47.29 6.69 884.21 884.18 875.40 875.30 5.48 5.55115 114 36.02 47 36 0.42 43.34 6.13 884.18 875.20 875.00 5.65130 129 0.64 43 12 0.34 2.08 2.65 890.60 890.62 886.90 886.75 2.53 2.70129 128 1.62 35 12 0.43 2.34 2.98 890.62 890.67 886.65 886.50 2.80 3.00128 120 2.02 139 12 2.88 6.06 7.72 890.67 886.13 886.40 882.40 3.10 2.56134 133 0.90 32 12 0.31 1.99 2.53 888.61 888.61 884.90 884.80 2.54 2.64133 118 1.63 140 12 0.36 2.14 2.73 888.61 887.60 884.70 884.20 2.74 2.23144 143 3.55 32 15 0.31 3.61 2.94 888.27 888.27 884.30 884.20 2.53 2.63143 142 5.15 142 18 0.28 5.57 3.15 888.27 888.40 884.00 883.60 2.56 3.09142 141 5.90 193 18 0.37 6.36 3.60 888.40 887.80 883.50 882.80 3.19 3.30 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Troy Estates STORM: 10 YearJOB #: 2019-305 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-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)6/10/20n = 0.013141 140 6.67 193 18 0.44 6.99 3.95 887.80 886.70 882.70 881.85 3.39 3.14140 139 16.36 87 21 2.42 24.72 10.28 886.70 883.60 880.70 878.60 4.02 3.02139 138 27.16 73 30 0.47 28.20 5.74 883.60 883.75 876.55 876.20 4.26 4.75138 137 28.16 32 30 0.61 32.12 6.54 883.75 883.75 876.10 875.90 4.86 5.05137 116 29.41 74 36 0.27 34.75 4.92 883.75 884.21 875.70 875.50 4.72 5.38152 151 0.89 270 12 0.31 2.00 2.54 887.90 888.20 884.20 883.35 2.53 3.68151 150 1.43 191 12 0.32 2.01 2.56 888.20 889.00 883.25 882.65 3.78 5.18150 149 4.49 17 15 0.87 6.04 4.92 889.00 889.40 882.45 882.30 5.11 5.66149 148 6.66 121 18 0.46 7.14 4.04 889.40 888.22 882.10 881.55 5.59 4.97148 147 8.60 32 21 0.47 10.89 4.53 888.22 888.22 881.35 881.20 4.89 5.04147 146 9.92 27 24 0.37 13.80 4.39 888.22 888.52 881.00 880.90 4.97 5.37146 140 9.73 126 24 0.24 11.11 3.54 888.52 886.70 880.80 880.50 5.47 3.95155 150 2.41 217 12 3.46 6.65 8.46 896.50 889.00 892.80 885.30 2.53 2.53158 157 0.56 32 12 0.31 1.99 2.53 895.41 895.41 891.70 891.60 2.54 2.64157 149 2.68 146 12 3.77 6.94 8.83 895.41 889.40 891.50 886.00 2.74 2.23166 165 0.19 86 12 2.32 5.44 6.93 900.44 898.64 896.70 894.70 2.57 2.77165 164 0.19 222 12 1.62 4.55 5.79 898.64 891.20 891.10 887.50 6.37 2.53164 163 1.18 195 12 4.36 7.46 9.50 891.20 882.80 887.40 878.90 2.63 2.73163 162 8.85 150 21 0.37 9.65 4.01 882.80 883.88 878.00 877.45 2.82 4.46162 161 10.33 32 24 0.31 12.63 4.02 883.88 883.88 877.35 877.25 4.28 4.38161 139 10.90 74 24 0.27 11.79 3.75 883.88 883.60 877.15 876.95 4.48 4.40170 169 0.64 32 12 0.31 1.99 2.53 882.78 882.78 879.05 878.95 2.56 2.66169 168 1.56 23 12 0.43 2.34 2.98 882.78 883.34 878.85 878.75 2.76 3.42 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Troy Estates STORM: 10 YearJOB #: 2019-305 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-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)6/10/20n = 0.013168 163 6.98 120 21 0.21 7.28 3.03 883.34 882.80 878.35 878.10 3.01 2.72175 174 3.58 136 15 0.33 3.72 3.03 887.40 889.23 883.40 882.95 2.56 4.84174 173 4.82 32 15 0.62 5.10 4.16 889.23 889.23 882.85 882.65 4.94 5.14173 172 5.89 22 18 0.45 7.07 4.00 889.23 890.13 882.45 882.35 5.07 6.07172 168 5.89 195 18 1.46 12.73 7.20 890.13 883.34 882.25 879.40 6.17 2.23179 178 2.75 27 15 0.74 5.57 4.54 896.50 896.30 Time of Concentration WorksheetPROJECT: Troy Estates Based on TR-55JOB #: 2019-305Overland 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 0.011W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]TC 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 n1/14/20108 5 1.00 0.24 2 170 1.30 P 2.32 15109 5 1.00 0.24 2 170 1.30 P 2.32 15110 60 2.00 0.24 10 636 3.81 U 3.15 314111 10 1.00 0.24 3 200 3.00 U 2.79 15117 60 1.00 0.24 14 100 1.00 U 1.61 115118 60 1.00 0.24 14 100 1.00 U 1.61 115119 60 1.00 0.24 14 100 1.00 U 1.61 115121 25 1.00 0.24 7 110 4.52 P 4.32 07122 10 1.00 0.24 3 110 4.52 P 4.32 05123 80 1.00 0.24 1717124 10 1.00 0.24 3 110 4.19 P 4.16 05125 60 1.00 0.24 1414126 60 1.00 0.24 14 180 3.00 U 2.79 115128 60 1.00 0.24 14 95 0.82 P 1.84 115129 30 1.00 0.24 8 105 2.29 P 3.08 18130 35 1.00 0.24 9 70 2.29 P 3.08 09133 30 1.00 0.24 8 100 1.77 P 2.70 18134 60 1.00 0.24 14 80 1.77 P 2.70 014137 60 1.00 0.24 14 120 2.75 P 3.37 114138 60 1.00 0.24 14 115 2.75 P 3.37 114139 60 1.00 0.24 1414140 60 1.00 0.24 14 100 1.00 U 1.61 115141 60 1.00 0.24 14 90 0.00 014142 70 1.00 0.24 1616143 60 1.00 0.24 14 110 0.97 P 2.00 115144 60 1.00 0.24 14 100 0.97 P 2.00 115147 60 1.00 0.24 14 170 1.04 P 2.07 115148 60 1.00 0.24 14 100 1.04 P 2.07 115150 60 1.00 0.24 14 90 6.00 U 3.95 014151 60 1.00 0.24 14 90 1.00 U 1.61 115 Time of Concentration WorksheetPROJECT: Troy Estates Based on TR-55JOB #: 2019-305Overland 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 0.011W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]TC 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 n1/14/20152 60 1.00 0.24 14 180 1.00 U 1.61 216155 70 1.00 0.24 16 360 1.00 U 1.61 419157 60 1.00 0.24 14 145 3.69 P 3.90 114158 10 1.00 0.24 3 200 3.69 P 3.90 15161 30 1.00 0.24 8 170 4.00 P 4.07 19162 60 1.00 0.24 14 290 4.00 P 4.07 115163 60 1.00 0.24 14 190 4.00 U 3.23 115164 60 1.00 0.24 14 90 2.00 U 2.28 114166 60 1.00 0.24 1414169 60 1.00 0.24 14 200 4.00 U 3.23 115170 25 1.00 0.24 7 200 4.00 U 3.23 18173 60 1.00 0.24 14 90 5.00 U 3.61 014174 30 1.00 0.24 8 300 3.00 U 2.79 210175 30 1.00 0.24 8 230 1.00 U 1.61 210179 70 1.00 0.24 16 110 1.00 U 1.61 117OFF-155 100 5.00 0.24 11 390 1.00 U 1.61 415OFF-179 100 2.00 0.24 16 357 1.96 U 2.26 318 PROJECT: Troy Estates DATE: 6/10/2020 JOB #: 2019-305 COMPUTED BY: GMM W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]IC Area (ft^2) Perimeter (ft) Neenah R-3501-TR-TL 1.4 4.6 Neenah R-3405-A 1.5 8.0 Neenah R-3287-10V 2.1 5.5 Neenah R-4342 2.0 6.0 15" 1.23 3.93 12" 0.79 3.14 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) 110 12" 1.22 0.40 1.57 0.38 0.41 111 12" 0.81 0.79 3.14 0.18 0.05 117 R-4342 0.48 1.00 3.00 0.13 0.01 118 R-4342 0.65 1.00 3.00 0.16 0.02 119 R-4342 0.76 1.00 3.00 0.18 0.03 123 R-4342 0.25 1.00 3.00 0.09 0.00 126 12" 1.40 0.79 3.14 0.26 0.14 129 R-3501-TR-TL 1.07 0.70 2.30 0.27 0.10 139 R-4342 0.53 1.00 3.00 0.14 0.01 140 R-4342 0.81 1.00 3.00 0.19 0.03 141 R-4342 0.98 1.00 3.00 0.21 0.04 142 R-4342 0.87 1.00 3.00 0.20 0.03 150 R-4342 0.95 1.00 3.00 0.21 0.04 151 R-4342 0.59 1.00 3.00 0.15 0.01 152 R-4342 0.89 1.00 3.00 0.20 0.03 155 R-4342 1.20 1.00 3.00 0.24 0.06 163 R-4342 0.99 1.00 3.00 0.22 0.04 164 R-4342 1.03 1.00 3.00 0.22 0.05 166 R-4342 0.19 1.00 3.00 0.07 0.00 175 15" 1.02 1.23 3.93 0.18 0.03 Inlet Curb Inlet Beehive Inlet 15" End Section 12" End Section * 50% clogged Casting Type Inlet Capacity - Proposed Basins - Comments Curb Inlet Paved Area Inlet Casting Type Q = Flow = cfs Project: Troy EstatesN = (asphalt) Job #: 2019-305Z = 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 Status108 0.56 0.00 0.56 0.00 5.38 0.11 0.04 1.88109 0.39 0.39 0.00 4.70 0.00 0.09 0.02 0.73121 0.59 0.00 0.59 0.00 4.34 0.11 0.04 2.07122 0.47 0.47 0.00 3.99 0.00 0.10 0.03 1.32124 0.30 0.30 0.00 3.42 0.00 0.07 0.00 0.10125 0.68 0.00 0.68 0.00 4.65 0.13 0.05 2.63133 0.87 0.87 0.00 5.52 0.00 0.15 0.08 3.71134 0.90 0.00 0.90 0.00 5.59 0.15 0.08 3.87137 1.55 0.31 1.24 4.87 6.30 0.22 0.15 7.03138 1.24 1.11 0.12 6.04 3.41 0.19 0.12 5.59143 1.60 0.96 0.64 6.96 5.15 0.23 0.15 7.44144 * 3.55 2.13 1.42 8.08 8.06 0.29 0.22 10.63147 1.53 0.61 0.92 5.33 6.76 0.22 0.14 6.95148 * 2.24 1.12 1.12 7.28 6.69 0.22 0.14 6.92157 2.25 0.00 2.25 0.00 7.46 0.45 0.38 18.05158 0.56 0.56 0.00 4.43 0.00 0.11 0.04 1.88161 0.81 0.08 0.73 2.94 4.78 0.14 0.07 3.36162 1.94 1.74 0.19 6.62 4.06 0.33 0.26 12.47169 1.04 0.00 1.04 0.00 6.79 0.17 0.10 4.60170 0.64 0.64 0.00 5.66 0.00 0.12 0.05 2.37173 1.21 0.00 1.21 0.00 5.58 0.18 0.11 5.45174 1.69 1.69 0.00 6.33 0.00 0.25 0.18 8.69Q, cfs Spread,ft32 10.08'----Gutter Spread & Ponding Depth Calculations Roughness = 1/Transverse Slope = Transverse Slope =0.01600.020848.00 01/16/20--Gutter Spread32 8.07' 23.93' > 10' OK32 11.10' 20.90' > 10' OK21.92' > 10' OK32 8.33' 23.67' > 10' OK14.04' 17.96' > 10' OK32 11.88' 20.12' > 10' OK32 12.35' 19.65' > 10' OK32 15.04' 16.96' > 10' OK > 10' OK> 10' OK28.60' > 10' OK29.28' > 10' OK32 11.91' 20.09' > 10' OK29.39'24.42'18.12'25.03'14.14'32 11.40' 20.60' > 10' OK32 12.45' 19.55' > 10' OK3217.86' > 10' OKPonding DepthSpread, ft2.61'3.40'2.72'7.58'12.62'18.07'13.88'19.93'15.84'6.97'> 10' OK12.07' > 10' OK16.16' > 10' OK> 10' OK> 10' OK19.38' > 10' OK13.93'W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\2019-305-ST.xlsxGS1/16/2020 3:36 PM PROJECT: Troy EstatesSTORM: 10 YearJOB #: 2019-305COMPUTED 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 SEWER6/10/20W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]HGLn = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL Calculations111 110 0.81 45 12 0.0511 881.00 877.30 878.10- Straight O.C. w/ T.W. 0.00 0.02 0.023 1.029 878.09 878.10 878.10110 109 1.84 25 12 0.2642 880.00 876.20 878.07Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.11 0.07 0.173 2.338 878.07 877.00 878.07109 108 2.13 36 12 0.3559 880.38 876.00 877.90Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.12 0.13 0.248 2.714 877.90 876.80 877.90108 107 2.56 44 12 0.5125 880.38 875.75 877.65Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.21 0.22 0.429 3.256 877.65 876.55 877.65107 106 2.56 67 12 0.5125 881.07 875.40 877.22Solid 0.00 Straight 0.10 Pond 0.90 0.16 0.34 0.506 3.256 877.22 876.20 877.22126 125 1.40 317 12 0.1539 883.90 880.20 881.79- 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.49 0.518 1.784 881.79 881.00 881.79125 124 1.94 32 12 0.2959 886.38 879.12 881.28Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.10 0.176 2.474 881.28 879.92 881.28124 123 2.16 82 12 0.3642 886.36 878.90 881.10Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.10 0.30 0.397 2.745 881.10 879.70 881.10123 122 2.41 137 15 0.1382 884.50 878.46 880.70Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.07 0.19 0.264 1.962 880.70 879.46 880.70122 121 2.67 32 15 0.1705 885.83 878.04 880.44Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.05 0.117 2.179 880.44 879.04 880.44121 120 3.11 14 15 0.2300 885.83 877.87 880.32Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.03 0.116 2.531 880.32 878.87 880.32120 119 4.98 96 18 0.2237 886.13 877.73 880.21Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.07 0.21 0.288 2.819 880.21 878.93 880.21119 118 5.55 190 18 0.2776 886.40 877.40 879.92Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.13 0.53 0.658 3.140 879.92 878.60 879.92118 117 7.38 290 21 0.2159 887.60 876.73 879.26Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.63 0.751 3.069 879.26 878.13 879.26117 116 7.66 143 21 0.2322 882.80 875.96 878.51Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.20 0.33 0.528 3.183 878.51 877.36 878.51116 115 36.02 20 36 0.2900 884.21 875.40 877.98Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.32 0.06 0.381 5.095 877.98 877.80 877.98115 114 36.02 47 36 0.2900 884.18 875.20 877.60Solid 0.00 90° Bend 0.50 Pond 0.90 0.56 0.14 0.701 5.095 877.22 877.60 877.60130 129 0.64 43 12 0.0324 890.60 886.90 887.70Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.01 0.023 0.818 887.47 887.70 887.70129 128 1.62 35 12 0.2065 890.62 886.65 887.45Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.08 0.07 0.156 2.067 887.36 887.45 887.45128 120 2.02 139 12 0.3184 890.67 886.40 887.20Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.44 0.529 2.566 880.73 887.20 887.20134 133 0.90 32 12 0.0634 888.61 884.90 885.70Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.02 0.038 1.145 885.54 885.70 885.70133 118 1.63 140 12 0.2082 888.61 884.70 885.50Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.29 0.348 2.075 879.61 885.50 885.50144 143 3.55 32 15 0.3002 888.27 884.30 885.41Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.10 0.206 2.892 885.41 885.30 885.41143 142 5.15 142 18 0.2391 888.27 884.00 885.20Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.34 0.451 2.915 885.17 885.20 885.20142 141 5.90 193 18 0.3140 888.40 883.50 884.72Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.22 0.61 0.822 3.340 884.72 884.70 884.72141 140 6.67 193 18 0.4013 887.80 882.70 883.90Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.19 0.77 0.962 3.775 883.06 883.90 883.90140 139 16.36 87 21 1.0610 886.70 880.70 882.10Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.75 0.92 1.675 6.804 881.84 882.10 882.10139 138 27.16 73 30 0.4360 883.60 876.55 880.16Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.59 0.32 0.915 5.532 880.16 878.55 880.16138 137 28.16 32 30 0.4687 883.75 876.10 879.25Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.64 0.15 0.789 5.736 879.25 878.10 879.25137 116 29.41 74 36 0.1934 883.75 875.70 878.46Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.34 0.14 0.479 4.160 878.46 878.10 878.46152 151 0.89 270 12 0.0616 887.90 884.20 885.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.17 0.183 1.129 884.51 885.00 885.00151 150 1.43 191 12 0.1596 888.20 883.25 884.32Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.30 0.348 1.817 884.32 884.05 884.32150 149 4.49 17 15 0.4802 889.00 882.45 883.98Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.26 0.08 0.343 3.657 883.98 883.45 883.98149 148 6.66 121 18 0.3996 889.40 882.10 883.63Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.19 0.48 0.669 3.768 883.63 883.30 883.63148 147 8.60 32 21 0.2928 888.22 881.35 882.97Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.17 0.09 0.262 3.575 882.97 882.75 882.97147 146 9.92 27 24 0.1914 888.22 881.00 882.70Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.16 0.05 0.215 3.158 882.70 882.60 882.70146 140 9.73 126 24 0.1840 888.52 880.80 882.49Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.16 0.23 0.388 3.097 882.49 882.40 882.49155 150 2.41 217 12 0.4557 896.50 892.80 893.60Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.99 1.112 3.071 885.09 893.60 893.606/10/2020 10:40 AM PROJECT: Troy EstatesSTORM: 10 YearJOB #: 2019-305COMPUTED 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 SEWER6/10/20W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]HGLn = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL Calculations158 157 0.56 32 12 0.0243 895.41 891.70 892.50Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.01 0.014 0.709 892.31 892.50 892.50157 149 2.68 146 12 0.5625 895.41 891.50 892.30Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.19 0.82 1.010 3.411 884.64 892.30 892.30166 165 0.19 86 12 0.0028 900.44 896.70 897.50Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.003 0.239 891.90 897.50 897.50165 164 0.19 222 12 0.0028 898.64 891.10 891.90Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.00 0.01 0.007 0.239 888.21 891.90 891.90164 163 1.18 195 12 0.1088 891.20 887.40 888.20Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.21 0.242 1.500 881.74 888.20 888.20163 162 8.85 150 21 0.3104 882.80 878.00 881.50Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.26 0.47 0.729 3.680 881.50 879.40 881.50162 161 10.33 32 24 0.2072 883.88 877.35 880.77Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.18 0.07 0.242 3.287 880.77 878.95 880.77161 139 10.90 74 24 0.2311 883.88 877.15 880.53Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.20 0.17 0.367 3.471 880.53 878.75 880.53170 169 0.64 32 12 0.0317 882.78 879.05 881.92Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.01 0.019 0.810 881.92 879.85 881.92169 168 1.56 23 12 0.1897 882.78 878.85 881.91Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.05 0.04 0.095 1.981 881.91 879.65 881.91168 163 6.98 120 21 0.1927 883.34 878.35 881.81Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.23 0.310 2.900 881.81 879.75 881.81175 174 3.58 136 15 0.3048 887.40 883.40 884.57Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.42 0.528 2.914 884.57 884.40 884.57174 173 4.82 32 15 0.5545 889.23 882.85 884.05Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.20 0.18 0.381 3.930 884.05 883.85 884.05173 172 5.89 22 18 0.3125 889.23 882.45 883.67Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.15 0.07 0.215 3.332 883.67 883.65 883.67172 168 5.89 195 18 0.3125 890.13 882.25 883.45Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.17 0.61 0.781 3.332 882.59 883.45 883.456/10/2020 10:40 AM