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HomeMy WebLinkAboutDrainage ReportSTORMWATER 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 10/07/21 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 10/07/21 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. 10/07/21 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. 10/07/21 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. 10/07/21 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-MAIL ADDRESS: 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 ANYPROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT ER OTH- STATUTE PER LIMITS(MM/DD/YYYY) POLICY EXP (MM/DD/YYYY) POLICY EFF POLICY NUMBERTYPE OF INSURANCELTR INSR 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 RiskManagement Services, Inc. 650 E. Carmel Drive, Suite 400 Carmel IN46032 Luke Cathcart 317-810-4375 317-810-4930 Luke_Cathcart@ajg.com Ohio SecurityInsurance Company 24082 Ohio CasualtyInsurance Company 24074HannumWagle&Cline Engineering HWC Engineering, Inc. 135 North Pennsylvania St., Suite 2800 Indianapolis IN46204 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 5,000,000USO55884716 12/31/2018 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 Summaryof Coverages 10/07/21 SITE MAPS APPENDIX B 10/07/21 0 1,000 2,000 3,000 Graphic Scale (Feet) 1 inch = 2,000 feet 300S S 1200 E CR 200S US 421 HAM BOONE CO RD CR 1200ECR 300S WILLOW ROAD13 1 S T S T R E E T COURTWILLOW SPRINGS DRVEBAYBERRY LANESTONE CREEK DRIVECREEKSTONE W A YWI LD L I FE TRA I L BRENTWOOD AVENUECIMMARON ASH DRIVEFIRST FLIGHT 300S US 421300S 141st StShelbourne Rd131st St 146th St West RdLittle Eagle Creek Ave151st St 156th St 159th St Joliet RdBeckwith DrTara Ct 138th St Tuscany DrLorenzo BlvdRoma BndAntonia BlvdPontell PlHaskell PlThurmond WayWest RdZionsville Ê Troy Estates Aerial Location Map Carmel, IN January 2020 City of Carmel Hamilton County Project Area 10/07/21 0 500 1,000 1,500 Graphic Scale (Feet) 1 inch = 833 feet Ê Troy Estates USGS Topographic Map Carmel, IN January 2020 Sources: IndianaMap and Indiana Spatial Data Portal Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area 10/07/21 Be a r Creek W 141ST ST W 146TH ST OVERBROOK DRNINA D R WEST RDWILMUTH DRPEMBERTON LNLISTON D R PEL H A M R D BEAR CREEK WAY LI TT LE E AGLE C REE K AV E GLENVIEW LN 0 250 500 750 Graphic Scale (Feet) 1 inch = 500 feet Ê Troy Estates Floodplain Map Carmel, Indiana January 2020 Legend Corporate Limits Project Area Flowline Type (NHD) Stream / River Canal / Ditch Artificial 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 10/07/21 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 0 250 500 750 Graphic Scale (Feet) 1 inch = 500 feet Ê Troy Estates Soils Map and Legend Carmel, IN January 2020 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Symbol Name Br Brookstone silty clay loam, 0 to 2 percent slopes CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes MmB2 Miami 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. 10/07/21 0 400 800 1,200 Graphic Scale (Feet) 1 inch = 800 feet300SS 1200 E HAM 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 138th Ê Troy Estates Wetlands Area Map Carmel, IN January 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 10/07/21 STORMWATER DETENTION APPENDIX C 10/07/21 WWGAS GASx x xx xx xx xx xxxxx x xT E OHEGAS 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 OHEOHE OHEOHE OHE OHEx xxx x x xx x xxxx x x x x x xx x xxxx x xx x xx xx xx xx x xx x x x x x x xxx x x x x x x x x x xx xx x xx x xxxxx xxxxxx xx x x x x xxxxxx xx x xxxxx xx xxxxx x xxxxxx xxx xx x x x x xx xx OHE OHE CTVCTV878 8798808808 81 8 8 2 8 8 3 8 8 4 8 8 5 8868878888908928938 9 48 9 5 8968958 9 7 8 9 9 900 8 9 8 90 1 903 90 1 904904905 9 0 2 903 904 901900897896895894892891890889888887886885884 87 9 8 8 28 84 886 88 7 888890 89 1 89 3 892 891 893 8 8 7 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 size, type, Direction invert Information from amilton 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, IN 9/8/2020 0' (IN FEET) GRAPHIC SCALE 100' 200' 300' EXISTING BASINS TROY ESTATES 10/07/21 WWGAS GASx x xx xx xx xx xxxxx x xT E OHEGAS 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 OHEOHE OHEOHE OHE OHEx xxx x x xx x xxxx x x x x x xx x xxxx x xx x xx xx xx xx x xx x x x x x x xxx x x x x x x x x x xx xx x xx x xxxxx xxxxxx xx x x x x xxxxxx xx x xxxxx xx xxxxx x xxxxxx xxx xx x x x x xx xx OHE OHE CTVCTV878 8798808808 81 8 8 2 8 8 3 8 8 4 8 8 5 8868878888908928938 9 48 9 5 8968958 9 7 8 9 9 900 8 9 8 90 1 903 90 1 904904905 9 0 2 903 904 901900897896895894892891890889888887886885884 87 9 8 8 28 84 886 88 7 888890 89 1 89 3 892 891 893 8 8 7 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 size, type, Direction invert Information from amilton 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 AC R/W 0.90 AC CARMEL, IN 9/8/2020 0' (IN FEET) GRAPHIC SCALE 100' 200' 300' PROPOSED BASINS TROY ESTATES 10/07/21 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 Peak discharge rates from pond with smaller primary orifice. ONSITE BASINS ONLY 10/07/21 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 Peak discharge rates from pond with 6" primary and secondary orifices. ONSITE BASINS ONLY 10/07/21 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 OFFSITE BASINS INCLUDED Peak stage when offsite runoff included. 10/07/21 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 10/07/21 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 10/07/21 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 10/07/21 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 10/07/21 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 10/07/21 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 10/07/21 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 10/07/21 Troy Estates HWC # 2019-305 Date: 9/8/2020 Existing Drainage Basins Curve Numbers: B C 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 10/07/21 Troy Estates HWC # 2019-305 Date: 9/8/2020 Proposed Drainage Basins Curve Numbers: B C 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 10/07/21 Time of Concentration Worksheet PROJECT: Troy Estates Based on TR-55 JOB #: 2019-305 Overland 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 0.035 minimum T_c = 5.00 minutes pavement 0.011 W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]TC Overland flow seg. 1 Overland flow seg. 2 Shallow Concentrated Flow Channel Flow T_c Basin 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_t name (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 n 1/14/20 DIR 60 1.00 0.24 14 100 1.00 U 1.61 1 15 OFF-E 100 2.00 0.24 16 657 1.96 U 2.26 5 1008 3.00 6 26 10/07/21 Project: Troy Estates HWC Job #: 2019-305 W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]EOF Weir Location Depth, d (ft) Bottom Width, b (ft) n Slope, S (ft/ft) Side Slope, y (H:V) Area, A (ft2) Wetted Perimeter, P w (ft) Hydraulic Radius, R (ft) Velocity, V (ft/s) Max Discharge, Q (cfs) 1.25*Max Inflow (cfs) Capacity Check LAKE 1 0.64 41.2 0.030 0.020 3 27.60 45.25 0.61 5.05 139.41 137.30 OK Lake Overflow Weir Calculations 9/8/2020 10/07/21 WATER QUALITY APPENDIX D 10/07/21 W WGAS GASxx x xx x x x x x xx xxx x xT 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 OHEOHEOHEOHE OHE OHEx x xx x x x x x x xxx x x x xx x x x x x xx x xx x x x xx x xxxx x x x x xx x x x xx x x x x x x x x x x x x x x x x x x x x x xxxxxxxx x x x x x x x xxxx xx x xx xx xxx xxx xx x x xxxxx xxx xx x x x x x x xx OHE O HE CTVCTV8788798808808 81 8 8 2 8 8 3 8 8 4 8 8 5 8868878888908928938 948 9 5 8968958 9 7 8 9 9 900 8 9 8 901 9 0 3 901 904904905 9 0 2 903 904 901900897896895894892891890889888887886885884 8 79 8 8 2 884 886 8 87 88889 0 89 1 89 3 892 891 893 8 8 7 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 e size, type, Direction vert 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, IN 6/11/2020 0' (IN FEET) GRAPHIC SCALE 100' 200' 300' WATER QUALITY BASINS TROY ESTATES 10/07/21 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 10/07/21 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 10/07/21 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 WQv = 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 10/07/21 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 10/07/21 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 10/07/21 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 10/07/21 WATER QUALITY DIVERSION STRUCTURE #107 TROY ESTATES CARMEL, IN JUNE 11, 2020 10/07/21 WATER QUALITY DIVERSION STRUCTURE #115 TROY ESTATES CARMEL, IN JUNE 11, 2020 10/07/21 10/07/21 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Aqua-Swirl Concentrator Model AS-11 Horseshoe PCS Standard Detail AS-11 PCS STD 02/03/14 Scale: Drawn By: Document: Date: TAG 1:30 U.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 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. 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 8" [203 mm] Gravel Backfill Plan View Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System Arched Baffle68" [1727 mm] 114" [2896 mm]Backfill shall extend at least 18 inches [457 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) Ø132" [Ø3353 mm] Pipe coupling by Contractor. 12" long Stub-out by Manufacturer.InletA Arched Baffle Octagonal Base Plate 144" [3658 mm] 144" [3658 mm]OutletA 24" [610 mm] PCS Max 108" [2743 mm] Vent Section A-A Bedding Undisturbed Soil Backfill 18" [457 mm] 6" [152 mm] 4 1/2" [114 mm] Cover Frame 1" [25 mm] Thick Expansion Joint Material30" [762 mm] Riser #4 [13 mm] Rebar @ 6" [152 mm] Each Way 14" [356 mm]1/2" [13 mm] 3,000 psi [20 MPa] (min) Concrete Manhole Frame & Cover Detail For Traffic Loading Areas NTS If traffic loading (H-20) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1-inch [25 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Backfill (90% Proctor Density) 48" [1219 mm] 24" [610 mm] PCS Max Grade (Rim) VariesVaries Vent Slide riser over top ring and bolt in 4 places Riser 30" [762 mm] Rim elevations to match finished grade. PCS risers should NOT be field cut by Contractor. Manhole Frame and Cover by Manufacturer. (See Details)5" [127 mm] MH FrameTop Reinforcement Top Reinforcement Pipe coupling by Contractor. 12" long Stub-out by Manufacturer. Swirl Inlet Swirl Outlet Phone (888) 344-9044 www.aquashieldinc.com 10/07/21 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 10/07/21 STORM SEWERS APPENDIX E 10/07/21 WGASx x xx xx xx x x xx xxx x xx xxx x x x x x xxxx x x x xx x x x xx x x xx x xx x xx x xx x xx x x x x x x x x x x xx x x8 84 886 887 888890 8 9 1 8 93 892 891 89 3 88 7 TC=887.62 N: 8"PVC, Inv=868.48 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) 119 0.46 AC 118 0.41 AC 117 0.30 AC 161 137 0.55 AC 134 0.32 AC 138 0.44 AC 133 0.26 AC 151 0.37 AC 152 0.57 AC 126 0.88 AC 123 0.29 AC 124 0.07 AC 122 0.11 AC 121 0.17 AC 128 0.22 AC 125 0.28 AC 130 0.17 AC 129 0.32 AC 139 0.38 AC 140 0.51 AC 141 0.60 AC 142 0.56 AC 150 0.58 AC 143 0.64 AC 144 1.20 AC 147 0.56 AC 148 0.82 AC 155 0.83 AC CARMEL, IN 6/11/2020 0' (IN FEET) GRAPHIC SCALE 150' 300' 450' STORM SEWER BASINS TROY ESTATES 10/07/21 T 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 OHEOHEOHEOHE OHEOHEx x xxxx x x xx x x x xx xxx x xx x x xxx x x x xxx x x x x x x x x x x x x x x x xx x x x x x xxxxxx x x x x x x x x xx xx xx x x xxxx xx xx x xx x xxxxxx xxx xx xx x x x x xx OHE OHE CTVCTV8788798808808 81 8 8 2 8 8 3 8 8 4 8 8 5 8868878888908928938 9 48 9 5 8968958 9 7 8 9 9 90 0 8 9 8 90 1 903 90 1 904904905 90 2 903 904 901900897896895894892891890889888887886885884 87 988 2884 886 8 8 7 88889 3 892 891 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 Inlet TC=891.96 N: 12"RCP, Inv=887.49 (Pipe size, type, Direction and invert Information from Hamilton County GIS) 117 0.30 AC 161 0.23 AC 137 0.55 AC 138 0.44 AC 139 0.38 AC 140 0.51 AC 0.60 AC 150 0.58 AC 147 0.56 AC 109 0.09 AC108 0.13 AC 148 0.82 AC 162 0.71 AC 158 0.13 AC 157 0.74 AC 163 0.62 AC 164 0.73 AC 169 0.38 AC 173 0.43 AC 170 0.19 AC 110 1.30 AC 174 0.54 AC 166 0.20 AC 155 0.83 AC OFF-155 1.47 AC OFF-179 2.40 AC179 0.34 AC175 0.39 AC 111 0.22 AC CARMEL, IN 6/11/2020 0' (IN FEET) GRAPHIC SCALE 150' 300' 450' STORM SEWER BASINS TROY ESTATES 10/07/21 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD- PROJECT: Troy Estates STORM: 10 Year JOB #: 2019-305 COMPUTED BY: GMM DATE: SHEET NO.: W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]RM COMPOSITE BASINS TRAVEL FROM 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) 6/10/20 STRUCTURE BASINS 111 110 111 0.60 0.22 0.13 5 6.12 0.81 0.13 5 6.12 0.81 0.25 110 109 110 0.20 1.30 0.26 14 4.68 1.22 0.39 14 4.68 1.84 0.14 109 108 109 0.70 0.09 0.06 5 6.12 0.39 0.46 14 4.68 2.13 0.20 108 107 108 0.70 0.13 0.09 5 6.12 0.56 0.55 14 4.68 2.56 0.24 107 106 107 0.00 0.00 0.00 0 6.12 0.00 0.55 14 4.68 2.56 0.37 126 125 126 0.35 0.88 0.31 15 4.55 1.40 0.31 15 4.55 1.40 1.76 125 124 125 0.50 0.28 0.14 14 4.68 0.66 0.45 17 4.34 1.94 0.18 124 123 124 0.70 0.07 0.05 5 6.12 0.30 0.50 17 4.34 2.16 0.45 123 122 123 0.20 0.29 0.06 17 4.34 0.25 0.56 17 4.34 2.41 0.76 122 121 122 0.70 0.11 0.08 5 6.12 0.47 0.63 18 4.23 2.67 0.18 121 120 121 0.60 0.17 0.10 7 5.76 0.59 0.73 18 4.23 3.11 0.08 120 119 120 0.00 0.00 0.00 0 6.12 0.00 1.18 18 4.23 4.98 0.53 119 118 119 0.35 0.48 0.17 15 4.55 0.76 1.35 19 4.13 5.55 1.06 118 117 118 0.35 0.41 0.14 15 4.55 0.65 1.84 20 4.02 7.38 1.61 117 116 117 0.35 0.30 0.11 15 4.55 0.48 1.94 21 3.94 7.66 0.79 116 115 116 0.00 0.00 0.00 0 6.12 0.00 9.70 24 3.71 36.02 0.11 115 114 115 0.00 0.00 0.00 0 6.12 0.00 9.70 24 3.71 36.02 0.26 130 129 130 0.70 0.17 0.12 9 5.40 0.64 0.12 9 5.40 0.64 0.24 129 128 129 0.60 0.32 0.19 8 5.58 1.07 0.31 10 5.22 1.62 0.20 128 120 128 0.60 0.22 0.13 15 4.55 0.60 0.44 15 4.55 2.02 0.77 134 133 134 0.60 0.32 0.19 14 4.68 0.90 0.19 14 4.68 0.90 0.18 133 118 133 0.60 0.26 0.16 8 5.58 0.87 0.35 14 4.68 1.63 0.78 144 143 144 0.65 1.20 0.78 15 4.55 3.55 0.78 15 4.55 3.55 0.78 143 142 143 0.55 0.64 0.35 15 4.55 1.60 1.13 15 4.55 5.15 0.79 142 141 142 0.35 0.56 0.20 16 4.44 0.87 1.33 16 4.44 5.90 1.07 10/07/21 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD- PROJECT: Troy Estates STORM: 10 Year JOB #: 2019-305 COMPUTED BY: GMM DATE: SHEET NO.: W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]RM COMPOSITE BASINS TRAVEL FROM 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) 6/10/20 STRUCTURE BASINS 141 140 141 0.35 0.60 0.21 14 4.68 0.98 1.54 17 4.34 6.67 1.07 140 139 140 0.35 0.51 0.18 15 4.55 0.81 4.23 22 3.87 16.36 0.48 139 138 139 0.30 0.38 0.11 14 4.68 0.53 7.17 23 3.79 27.16 0.41 138 137 138 0.60 0.44 0.26 14 4.68 1.24 7.43 23 3.79 28.16 0.18 137 116 137 0.60 0.55 0.33 14 4.68 1.55 7.76 23 3.79 29.41 0.41 152 151 152 0.35 0.57 0.20 16 4.44 0.89 0.20 16 4.44 0.89 1.50 151 150 151 0.35 0.37 0.13 15 4.55 0.59 0.33 17 4.34 1.43 1.06 150 149 150 0.35 0.58 0.20 14 4.68 0.95 1.12 20 4.02 4.49 0.10 149 148 149 0.00 0.00 0.00 0 6.12 0.00 1.69 21 3.94 6.66 0.67 148 147 148 0.60 0.82 0.49 15 4.55 2.24 2.18 21 3.94 8.60 0.18 147 146 147 0.60 0.56 0.34 15 4.55 1.53 2.52 21 3.94 9.92 0.15 146 140 146 0.00 0.00 0.00 0 6.12 0.00 2.52 22 3.87 9.73 0.70 155 150 155 0.35 0.83 0.29 19 4.13 1.20 0.58 19 4.13 2.41 1.20 OFF-155 155 OFF-155 0.20 1.47 0.29 15 4.55 1.34 0.29 15 4.55 1.34 0.18 158 157 158 0.70 0.13 0.09 5 6.12 0.56 0.09 5 6.12 0.56 0.18 157 149 157 0.65 0.74 0.48 14 4.68 2.25 0.57 14 4.68 2.68 0.81 166 165 166 0.20 0.20 0.04 14 4.68 0.19 0.04 14 4.68 0.19 0.48 165 164 165 0.00 0.00 0.00 0 6.12 0.00 0.04 14 4.68 0.19 1.24 164 163 164 0.30 0.73 0.22 14 4.68 1.03 0.26 15 4.55 1.18 1.08 163 162 163 0.35 0.62 0.22 15 4.55 0.99 2.25 21 3.94 8.85 0.83 162 161 162 0.60 0.71 0.43 15 4.55 1.94 2.67 22 3.87 10.33 0.18 161 139 161 0.65 0.23 0.15 9 5.40 0.81 2.82 22 3.87 10.90 0.41 170 169 170 0.60 0.19 0.11 8 5.58 0.64 0.11 8 5.58 0.64 0.18 169 168 169 0.60 0.38 0.23 15 4.55 1.04 0.34 15 4.55 1.56 0.13 10/07/21 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD- PROJECT: Troy Estates STORM: 10 Year JOB #: 2019-305 COMPUTED BY: GMM DATE: SHEET NO.: W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]RM COMPOSITE BASINS TRAVEL FROM 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) 6/10/20 STRUCTURE BASINS 168 163 168 0.00 0.00 0.00 0 6.12 0.00 1.77 21 3.94 6.98 0.67 175 174 175 0.50 0.39 0.20 10 5.22 1.02 0.85 18 4.23 3.58 0.76 174 173 174 0.60 0.54 0.32 10 5.22 1.69 1.17 19 4.13 4.82 0.18 173 172 173 0.60 0.43 0.26 14 4.68 1.21 1.43 19 4.13 5.89 0.12 172 168 172 0.00 0.00 0.00 0 6.12 0.00 1.43 19 4.13 5.89 1.08 179 178 179 0.50 0.34 0.17 17 4.34 0.74 0.65 18 4.23 2.75 0.15 178 175 178 0.00 0.00 0.00 0 6.12 0.00 0.65 18 4.23 2.75 0.00 OFF-179 179 OFF-179 0.20 2.40 0.48 18 4.23 2.03 0.48 18 4.23 2.03 0.00 10/07/21 STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Troy Estates STORM: 10 Year JOB #: 2019-305 COMPUTED BY: GMM DATE: SHEET NO.: W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PD DESIGN CAP. FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV. (cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWN RIM ELEV. STRUCTURE COVER (ft) 6/10/20 n = 0.013 111 110 0.81 45 12 2.21 5.31 6.76 881.00 880.00 877.30 876.30 2.53 2.53 110 109 1.84 25 12 0.39 2.23 2.84 880.00 880.38 876.20 876.10 2.63 3.11 109 108 2.13 36 12 0.42 2.32 2.95 880.38 880.38 876.00 875.85 3.21 3.36 108 107 2.56 44 12 0.57 2.70 3.43 880.38 881.07 875.75 875.50 3.46 4.40 107 106 2.56 67 12 0.60 2.77 3.52 881.07 875.40 875.00 4.50 126 125 1.40 317 12 0.31 1.99 2.53 883.90 886.38 880.20 879.22 2.53 5.99 125 124 1.94 32 12 0.37 2.17 2.77 886.38 886.36 879.12 879.00 6.09 6.19 124 123 2.16 82 12 0.42 2.32 2.95 886.36 884.50 878.90 878.56 6.29 4.77 123 122 2.41 137 15 0.23 3.11 2.53 884.50 885.83 878.46 878.14 4.60 6.25 122 121 2.67 32 15 0.23 3.11 2.53 885.83 885.83 878.04 877.97 6.35 6.43 121 120 3.11 14 15 0.29 3.49 2.84 885.83 886.13 877.87 877.83 6.52 6.86 120 119 4.98 96 18 0.24 5.16 2.92 886.13 886.40 877.73 877.50 6.69 7.19 119 118 5.55 190 18 0.30 5.77 3.26 886.40 887.60 877.40 876.83 7.29 9.06 118 117 7.38 290 21 0.23 7.62 3.17 887.60 882.80 876.73 876.06 8.89 4.76 117 116 7.66 143 21 0.25 7.94 3.30 882.80 884.21 875.96 875.60 4.86 6.63 116 115 36.02 20 36 0.50 47.29 6.69 884.21 884.18 875.40 875.30 5.48 5.55 115 114 36.02 47 36 0.42 43.34 6.13 884.18 875.20 875.00 5.65 130 129 0.64 43 12 0.34 2.08 2.65 890.60 890.62 886.90 886.75 2.53 2.70 129 128 1.62 35 12 0.43 2.34 2.98 890.62 890.67 886.65 886.50 2.80 3.00 128 120 2.02 139 12 2.88 6.06 7.72 890.67 886.13 886.40 882.40 3.10 2.56 134 133 0.90 32 12 0.31 1.99 2.53 888.61 888.61 884.90 884.80 2.54 2.64 133 118 1.63 140 12 0.36 2.14 2.73 888.61 887.60 884.70 884.20 2.74 2.23 144 143 3.55 32 15 0.31 3.61 2.94 888.27 888.27 884.30 884.20 2.53 2.63 143 142 5.15 142 18 0.28 5.57 3.15 888.27 888.40 884.00 883.60 2.56 3.09 142 141 5.90 193 18 0.37 6.36 3.60 888.40 887.80 883.50 882.80 3.19 3.30 10/07/21 STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Troy Estates STORM: 10 Year JOB #: 2019-305 COMPUTED BY: GMM DATE: SHEET NO.: W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PD DESIGN CAP. FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV. (cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWN RIM ELEV. STRUCTURE COVER (ft) 6/10/20 n = 0.013 141 140 6.67 193 18 0.44 6.99 3.95 887.80 886.70 882.70 881.85 3.39 3.14 140 139 16.36 87 21 2.42 24.72 10.28 886.70 883.60 880.70 878.60 4.02 3.02 139 138 27.16 73 30 0.47 28.20 5.74 883.60 883.75 876.55 876.20 4.26 4.75 138 137 28.16 32 30 0.61 32.12 6.54 883.75 883.75 876.10 875.90 4.86 5.05 137 116 29.41 74 36 0.27 34.75 4.92 883.75 884.21 875.70 875.50 4.72 5.38 152 151 0.89 270 12 0.31 2.00 2.54 887.90 888.20 884.20 883.35 2.53 3.68 151 150 1.43 191 12 0.32 2.01 2.56 888.20 889.00 883.25 882.65 3.78 5.18 150 149 4.49 17 15 0.87 6.04 4.92 889.00 889.40 882.45 882.30 5.11 5.66 149 148 6.66 121 18 0.46 7.14 4.04 889.40 888.22 882.10 881.55 5.59 4.97 148 147 8.60 32 21 0.47 10.89 4.53 888.22 888.22 881.35 881.20 4.89 5.04 147 146 9.92 27 24 0.37 13.80 4.39 888.22 888.52 881.00 880.90 4.97 5.37 146 140 9.73 126 24 0.24 11.11 3.54 888.52 886.70 880.80 880.50 5.47 3.95 155 150 2.41 217 12 3.46 6.65 8.46 896.50 889.00 892.80 885.30 2.53 2.53 158 157 0.56 32 12 0.31 1.99 2.53 895.41 895.41 891.70 891.60 2.54 2.64 157 149 2.68 146 12 3.77 6.94 8.83 895.41 889.40 891.50 886.00 2.74 2.23 166 165 0.19 86 12 2.32 5.44 6.93 900.44 898.64 896.70 894.70 2.57 2.77 165 164 0.19 222 12 1.62 4.55 5.79 898.64 891.20 891.10 887.50 6.37 2.53 164 163 1.18 195 12 4.36 7.46 9.50 891.20 882.80 887.40 878.90 2.63 2.73 163 162 8.85 150 21 0.37 9.65 4.01 882.80 883.88 878.00 877.45 2.82 4.46 162 161 10.33 32 24 0.31 12.63 4.02 883.88 883.88 877.35 877.25 4.28 4.38 161 139 10.90 74 24 0.27 11.79 3.75 883.88 883.60 877.15 876.95 4.48 4.40 170 169 0.64 32 12 0.31 1.99 2.53 882.78 882.78 879.05 878.95 2.56 2.66 169 168 1.56 23 12 0.43 2.34 2.98 882.78 883.34 878.85 878.75 2.76 3.42 10/07/21 STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Troy Estates STORM: 10 Year JOB #: 2019-305 COMPUTED BY: GMM DATE: SHEET NO.: W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PD DESIGN CAP. FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV. (cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWN RIM ELEV. STRUCTURE COVER (ft) 6/10/20 n = 0.013 168 163 6.98 120 21 0.21 7.28 3.03 883.34 882.80 878.35 878.10 3.01 2.72 175 174 3.58 136 15 0.33 3.72 3.03 887.40 889.23 883.40 882.95 2.56 4.84 174 173 4.82 32 15 0.62 5.10 4.16 889.23 889.23 882.85 882.65 4.94 5.14 173 172 5.89 22 18 0.45 7.07 4.00 889.23 890.13 882.45 882.35 5.07 6.07 172 168 5.89 195 18 1.46 12.73 7.20 890.13 883.34 882.25 879.40 6.17 2.23 179 178 2.75 27 15 0.74 5.57 4.54 896.50 896.30 10/07/21 Time of Concentration Worksheet PROJECT: Troy Estates Based on TR-55 JOB #: 2019-305 Overland 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 0.035 minimum T_c = 5.00 minutes pavement 0.011 W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]TC Overland flow seg. 1 Overland flow seg. 2 Shallow Concentrated Flow Channel Flow T_c Basin 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_t name (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 n 1/14/20 108 5 1.00 0.24 2 170 1.30 P 2.32 1 5 109 5 1.00 0.24 2 170 1.30 P 2.32 1 5 110 60 2.00 0.24 10 636 3.81 U 3.15 3 14 111 10 1.00 0.24 3 200 3.00 U 2.79 1 5 117 60 1.00 0.24 14 100 1.00 U 1.61 1 15 118 60 1.00 0.24 14 100 1.00 U 1.61 1 15 119 60 1.00 0.24 14 100 1.00 U 1.61 1 15 121 25 1.00 0.24 7 110 4.52 P 4.32 0 7 122 10 1.00 0.24 3 110 4.52 P 4.32 0 5 123 80 1.00 0.24 17 17 124 10 1.00 0.24 3 110 4.19 P 4.16 0 5 125 60 1.00 0.24 14 14 126 60 1.00 0.24 14 180 3.00 U 2.79 1 15 128 60 1.00 0.24 14 95 0.82 P 1.84 1 15 129 30 1.00 0.24 8 105 2.29 P 3.08 1 8 130 35 1.00 0.24 9 70 2.29 P 3.08 0 9 133 30 1.00 0.24 8 100 1.77 P 2.70 1 8 134 60 1.00 0.24 14 80 1.77 P 2.70 0 14 137 60 1.00 0.24 14 120 2.75 P 3.37 1 14 138 60 1.00 0.24 14 115 2.75 P 3.37 1 14 139 60 1.00 0.24 14 14 140 60 1.00 0.24 14 100 1.00 U 1.61 1 15 141 60 1.00 0.24 14 90 0.00 0 14 142 70 1.00 0.24 16 16 143 60 1.00 0.24 14 110 0.97 P 2.00 1 15 144 60 1.00 0.24 14 100 0.97 P 2.00 1 15 147 60 1.00 0.24 14 170 1.04 P 2.07 1 15 148 60 1.00 0.24 14 100 1.04 P 2.07 1 15 150 60 1.00 0.24 14 90 6.00 U 3.95 0 14 151 60 1.00 0.24 14 90 1.00 U 1.61 1 15 10/07/21 Time of Concentration Worksheet PROJECT: Troy Estates Based on TR-55 JOB #: 2019-305 Overland 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 0.035 minimum T_c = 5.00 minutes pavement 0.011 W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]TC Overland flow seg. 1 Overland flow seg. 2 Shallow Concentrated Flow Channel Flow T_c Basin 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_t name (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 n 1/14/20 152 60 1.00 0.24 14 180 1.00 U 1.61 2 16 155 70 1.00 0.24 16 360 1.00 U 1.61 4 19 157 60 1.00 0.24 14 145 3.69 P 3.90 1 14 158 10 1.00 0.24 3 200 3.69 P 3.90 1 5 161 30 1.00 0.24 8 170 4.00 P 4.07 1 9 162 60 1.00 0.24 14 290 4.00 P 4.07 1 15 163 60 1.00 0.24 14 190 4.00 U 3.23 1 15 164 60 1.00 0.24 14 90 2.00 U 2.28 1 14 166 60 1.00 0.24 14 14 169 60 1.00 0.24 14 200 4.00 U 3.23 1 15 170 25 1.00 0.24 7 200 4.00 U 3.23 1 8 173 60 1.00 0.24 14 90 5.00 U 3.61 0 14 174 30 1.00 0.24 8 300 3.00 U 2.79 2 10 175 30 1.00 0.24 8 230 1.00 U 1.61 2 10 179 70 1.00 0.24 16 110 1.00 U 1.61 1 17 OFF-155 100 5.00 0.24 11 390 1.00 U 1.61 4 15 OFF-179 100 2.00 0.24 16 357 1.96 U 2.26 3 18 10/07/21 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 C w = 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) (ft2) (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 10/07/21 Q = Flow = cfs Project: Troy Estates N = (asphalt) Job #: 2019-305 Z = ft/ft Date: T = ft/ft BY: GMM S = Longtudinal Slope = ft/ft D = Depth = ft * Double Inlets Street Open Above Above Open Inlet Width, ft Total Left Right Left Right Comb. Lane Status Inlet Pvmt Inlet Comb. Lane Status 108 0.56 0.00 0.56 0.00 5.38 0.11 0.04 1.88 109 0.39 0.39 0.00 4.70 0.00 0.09 0.02 0.73 121 0.59 0.00 0.59 0.00 4.34 0.11 0.04 2.07 122 0.47 0.47 0.00 3.99 0.00 0.10 0.03 1.32 124 0.30 0.30 0.00 3.42 0.00 0.07 0.00 0.10 125 0.68 0.00 0.68 0.00 4.65 0.13 0.05 2.63 133 0.87 0.87 0.00 5.52 0.00 0.15 0.08 3.71 134 0.90 0.00 0.90 0.00 5.59 0.15 0.08 3.87 137 1.55 0.31 1.24 4.87 6.30 0.22 0.15 7.03 138 1.24 1.11 0.12 6.04 3.41 0.19 0.12 5.59 143 1.60 0.96 0.64 6.96 5.15 0.23 0.15 7.44 144 * 3.55 2.13 1.42 8.08 8.06 0.29 0.22 10.63 147 1.53 0.61 0.92 5.33 6.76 0.22 0.14 6.95 148 * 2.24 1.12 1.12 7.28 6.69 0.22 0.14 6.92 157 2.25 0.00 2.25 0.00 7.46 0.45 0.38 18.05 158 0.56 0.56 0.00 4.43 0.00 0.11 0.04 1.88 161 0.81 0.08 0.73 2.94 4.78 0.14 0.07 3.36 162 1.94 1.74 0.19 6.62 4.06 0.33 0.26 12.47 169 1.04 0.00 1.04 0.00 6.79 0.17 0.10 4.60 170 0.64 0.64 0.00 5.66 0.00 0.12 0.05 2.37 173 1.21 0.00 1.21 0.00 5.58 0.18 0.11 5.45 174 1.69 1.69 0.00 6.33 0.00 0.25 0.18 8.69 Q, cfs Spread,ft 32 10.08' -- -- Gutter Spread & Ponding Depth Calculations Roughness = 1/Transverse Slope = Transverse Slope = 0.0160 0.0208 48.00 01/16/20 -- Gutter Spread 32 8.07' 23.93' > 10' OK 32 11.10' 20.90' > 10' OK 21.92' > 10' OK 32 8.33' 23.67' > 10' OK 14.04' 17.96' > 10' OK 32 11.88' 20.12' > 10' OK 32 12.35' 19.65' > 10' OK 32 15.04' 16.96' > 10' OK > 10' OK > 10' OK 28.60' > 10' OK 29.28' > 10' OK 32 11.91' 20.09' > 10' OK 29.39' 24.42' 18.12' 25.03' 14.14' 32 11.40' 20.60' > 10' OK 32 12.45' 19.55' > 10' OK 32 17.86' > 10' OK Ponding Depth Spread, ft 2.61' 3.40' 2.72' 7.58' 12.62' 18.07' 13.88' 19.93' 15.84' 6.97' > 10' OK 12.07' > 10' OK 16.16' > 10' OK > 10' OK > 10' OK 19.38' > 10' OK 13.93' W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\2019-305-ST.xlsxGS 1/16/2020 3:36 PM 10/07/21 PROJECT: Troy Estates STORM: 10 Year JOB #: 2019-305 COMPUTED BY: GMM DATE: SHEET NO.: DESIGN HGL FROM TO Q L DIA. SLOPE RIM INVERT HGL type of Head transition Outfall Outfall Minor Major Total of Velocity HGL w/ (cfs) (ft) (in) % UP UP UP inlet Loss transition loss Type Loss Losses Losses Losses (ft/s) TW0.8 * D losses STORM SEWER 6/10/20 W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]HGLn = 0.013 -HYDRAULIC GRADE LINE CALCULATIONS- STRUCTURE HGL Calculations 111 110 0.81 45 12 0.0511 881.00 877.30 878.10 - Straight O.C. w/ T.W. 0.00 0.020.0231.029878.09878.10 878.10 110 109 1.84 25 12 0.2642 880.00 876.20 878.07 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.11 0.07 0.1732.338 878.07 877.00 878.07 109 108 2.13 36 12 0.3559 880.38 876.00 877.90 Grate 0.2545° Bend 0.30 O.C. w/ T.W. 0.50 0.12 0.13 0.248 2.714 877.90 876.80 877.90 108 107 2.56 44 12 0.5125 880.38 875.75 877.65 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.21 0.220.429 3.256 877.65876.55877.65 107 106 2.56 67 12 0.5125 881.07 875.40 877.22 Solid 0.00 Straight 0.10 Pond 0.90 0.16 0.34 0.506 3.256 877.22 876.20 877.22 126 125 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 1.784 881.79881.00 881.79 125 124 1.94 32 12 0.2959 886.38 879.12 881.28 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.10 0.176 2.474 881.28 879.92881.28 124 123 2.16 82 12 0.3642 886.36 878.90 881.10 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.10 0.30 0.397 2.745881.10 879.70 881.10 123 122 2.41 137 15 0.1382 884.50 878.46 880.70 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.07 0.19 0.264 1.962880.70 879.46 880.70 122 121 2.67 32 15 0.1705 885.83 878.04 880.44 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.05 0.117 2.179880.44 879.04 880.44 121 120 3.11 14 15 0.2300 885.83 877.87 880.32 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.03 0.116 2.531 880.32878.87 880.32 120 119 4.98 96 18 0.2237 886.13 877.73 880.21 Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.07 0.21 0.288 2.819880.21 878.93880.21 119 118 5.55 190 18 0.2776 886.40 877.40 879.92 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.13 0.53 0.658 3.140 879.92878.60 879.92 118 117 7.38 290 21 0.2159 887.60 876.73 879.26 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.63 0.751 3.069879.26 878.13879.26 117 116 7.66 143 21 0.2322 882.80 875.96 878.51 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.20 0.33 0.528 3.183878.51 877.36 878.51 116 115 36.02 20 36 0.2900 884.21 875.40 877.98 Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.32 0.06 0.381 5.095877.98 877.80 877.98 115 114 36.02 47 36 0.2900 884.18 875.20 877.60 Solid 0.00 90° Bend 0.50 Pond 0.90 0.56 0.14 0.701 5.095877.22877.60 877.60 130 129 0.64 43 12 0.0324 890.60 886.90 887.70 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.01 0.0230.818 887.47 887.70 887.70 129 128 1.62 35 12 0.2065 890.62 886.65 887.45 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.08 0.07 0.156 2.067 887.36 887.45887.45 128 120 2.02 139 12 0.3184 890.67 886.40 887.20 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.44 0.529 2.566 880.73887.20 887.20 134 133 0.90 32 12 0.0634 888.61 884.90 885.70 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.020.038 1.145885.54 885.70 885.70 133 118 1.63 140 12 0.2082 888.61 884.70 885.50 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.29 0.348 2.075879.61 885.50 885.50 144 143 3.55 32 15 0.3002 888.27 884.30 885.41 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.10 0.206 2.892885.41 885.30 885.41 143 142 5.15 142 18 0.2391 888.27 884.00 885.20 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.34 0.451 2.915885.17 885.20 885.20 142 141 5.90 193 18 0.3140 888.40 883.50 884.72 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.22 0.61 0.8223.340 884.72884.70 884.72 141 140 6.67 193 18 0.4013 887.80 882.70 883.90 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.19 0.77 0.9623.775883.06 883.90 883.90 140 139 16.36 87 21 1.0610 886.70 880.70 882.10 Grate 0.2545° Bend 0.30 O.C. w/ T.W. 0.50 0.75 0.921.6756.804 881.84 882.10 882.10 139 138 27.16 73 30 0.4360 883.60 876.55 880.16 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.59 0.320.9155.532880.16 878.55880.16 138 137 28.16 32 30 0.4687 883.75 876.10 879.25 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.64 0.15 0.789 5.736 879.25878.10 879.25 137 116 29.41 74 36 0.1934 883.75 875.70 878.46 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.34 0.14 0.479 4.160 878.46 878.10 878.46 152 151 0.89 270 12 0.0616 887.90 884.20 885.00 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.17 0.1831.129884.51 885.00 885.00 151 150 1.43 191 12 0.1596 888.20 883.25 884.32 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.30 0.348 1.817 884.32884.05884.32 150 149 4.49 17 15 0.4802 889.00 882.45 883.98 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.26 0.08 0.3433.657 883.98 883.45883.98 149 148 6.66 121 18 0.3996 889.40 882.10 883.63 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.19 0.48 0.669 3.768 883.63883.30 883.63 148 147 8.60 32 21 0.2928 888.22 881.35 882.97 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.17 0.09 0.2623.575882.97 882.75882.97 147 146 9.92 27 24 0.1914 888.22 881.00 882.70 Grate 0.2545° Bend 0.30 O.C. w/ T.W. 0.50 0.16 0.05 0.2153.158 882.70 882.60 882.70 146 140 9.73 126 24 0.1840 888.52 880.80 882.49 Grate 0.2545° Bend 0.30 O.C. w/ T.W. 0.50 0.16 0.23 0.388 3.097 882.49882.40 882.49 155 150 2.41 217 12 0.4557 896.50 892.80 893.60 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.99 1.1123.071 885.09893.60 893.60 6/10/2020 10:40 AM 10/07/21 PROJECT: Troy Estates STORM: 10 Year JOB #: 2019-305 COMPUTED BY: GMM DATE: SHEET NO.: DESIGN HGL FROM TO Q L DIA. SLOPE RIM INVERT HGL type of Head transition Outfall Outfall Minor Major Total of Velocity HGL w/ (cfs) (ft) (in) % UP UP UP inlet Loss transition loss Type Loss Losses Losses Losses (ft/s) TW0.8 * D losses STORM SEWER 6/10/20 W:\CalAtlantic Homes\2019-305 Lennar- Troy Estates\Design\Calcs\[2019-305-ST.xlsx]HGLn = 0.013 -HYDRAULIC GRADE LINE CALCULATIONS- STRUCTURE HGL Calculations 158 157 0.56 32 12 0.0243 895.41 891.70 892.50 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.01 0.014 0.709892.31 892.50 892.50 157 149 2.68 146 12 0.5625 895.41 891.50 892.30 Grate 0.2545° Bend 0.30 O.C. w/ T.W. 0.50 0.19 0.821.010 3.411 884.64 892.30 892.30 166 165 0.19 86 12 0.0028 900.44 896.70 897.50 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.0030.239891.90 897.50 897.50 165 164 0.19 222 12 0.0028 898.64 891.10 891.90 Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.00 0.01 0.007 0.239888.21 891.90 891.90 164 163 1.18 195 12 0.1088 891.20 887.40 888.20 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.21 0.2421.500 881.74 888.20 888.20 163 162 8.85 150 21 0.3104 882.80 878.00 881.50 Grate 0.2590° Bend 0.50 O.C. w/ T.W. 0.50 0.26 0.47 0.729 3.680 881.50 879.40 881.50 162 161 10.33 32 24 0.2072 883.88 877.35 880.77 Grate 0.2545° Bend 0.30 O.C. w/ T.W. 0.50 0.18 0.07 0.2423.287 880.77 878.95880.77 161 139 10.90 74 24 0.2311 883.88 877.15 880.53 Grate 0.2545° Bend 0.30 O.C. w/ T.W. 0.50 0.20 0.17 0.367 3.471 880.53878.75880.53 170 169 0.64 32 12 0.0317 882.78 879.05 881.92 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.01 0.019 0.810 881.92879.85881.92 169 168 1.56 23 12 0.1897 882.78 878.85 881.91 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.05 0.04 0.0951.981 881.91 879.65881.91 168 163 6.98 120 21 0.1927 883.34 878.35 881.81 Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.23 0.310 2.900 881.81 879.75881.81 175 174 3.58 136 15 0.3048 887.40 883.40 884.57 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.420.528 2.914 884.57 884.40 884.57 174 173 4.82 32 15 0.5545 889.23 882.85 884.05 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.20 0.18 0.381 3.930 884.05883.85884.05 173 172 5.89 22 18 0.3125 889.23 882.45 883.67 Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.15 0.07 0.2153.332883.67 883.65883.67 172 168 5.89 195 18 0.3125 890.13 882.25 883.45 Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.17 0.61 0.781 3.332882.59883.45883.45 6/10/2020 10:40 AM 10/07/21