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Drainage Report 01-15-20
STORMWATER DRAINAGE REPORT BELLEVUE DEVELOPER: Lennar Homes of Indiana, Inc. 9025 North River Road Indianapolis, IN 46240 PREPARED BY: HWC Engineering 135 N. Pennsylvania Avenue, Suite 2800 Indianapolis, IN 46204 HWC #2020-025 January 15, 2020 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Certificate of Liability Insurance Site Maps Appendix B Location Map USGS Topographic Map Floodplain Map Soils Map Wetlands Map Stormwater Detention Appendix C Existing Basins Map Proposed Basins Map ICPR Peak Conditions ICPR Input Data ICPR Network Builder Emergency Overflow Weir Calculations Water Quality Appendix D Water Quality Basins ICPR Peak Runoff Rate ICPR Input Data WQv - CNwq Calculations Diversion Manhole Calculations Diversion Manhole Details AquaSwirl details, sizing chart Storm Sewers Appendix E Storm Inlet Basins Map City of Carmel Rainfall Intensities Rational Method Pipe Design Time of Concentration Inlet Capacity Hydraulic Grade Line Calculations STORMWATER DRAINAGE SUMMARY Project: Bellevue Location: Carmel, IN Introduction The project includes the construction of 46 townhomes, along with entrance drives, alleys, sidewalks, and a detention pond. This site is located at the southwest corner of the intersection 116th Street and College Avenue. Existing Conditions The existing site is a large residential lot that includes an open grass field and a barn. Stormwater runoff drains in all directions from the high point of the site which is located in the center. Two driveways connect to the adjacent street; one at the northwest corner and the other near the southeast corner. A lift station and access drive, near the northwest corner, is located on the south side of 116th Street. Stormwater runoff drains north and east to existing curb inlets on both streets, west towards an existing swale in a residential backyard, and south to an existing swale in a residential backyard. Adjoining Land Conditions North: 116th Street South: Residential (Applewood Estates) East: College Avenue West: Residential (Northern Heights) Soil Types Soils maps from the United States Department of Agriculture, Soil Conservation Service identify Crosby and Miami soils on the subject site. Crosby silt loam (CrA) is classified in hydrologic group C, while Miami (MmB2) is classified in hydrologic group B. The split between group B and group C soils is approximately 60% B, 40% C for the site. Proposed curve number calculations will be based on the next less infiltrating category. Stormwater Detention The detention for the overall site will be provided by a wet detention pond. This pond is located at the east-central portion of the proposed site and will discharge to an existing curb inlet on the south side of 116th Street. This curb inlet has a 15” RCP flowing north to a storm sewer network that was constructed as part of the 116TH STREET FROM COLLEGE AVE. TO RANGELINE ROAD INDOT project (2004). Additional detention will be provided at the southeast corner of the site in the form of underground storage. Stormwater runoff, during major storm events, will back up into the storm sewer system from the detention pond until it reaches a gravel pit underneath a pervious paved surface. The 40% void space in this gravel will provide this additional storage. With an area of 5,056 SF, each pond contour’s area (above an elevation of 848.50) in the ICPR model has an added 0.377 acres (5056*0.40/43560). 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 0.25 cfs per acre for a 100 year storm event. In the existing conditions there are multiple discharge points. Each point will have an allowable discharge point based on the acreage draining to it: Allowable Discharge Rate Calculations Discharge Point Area (acres) Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.25 cfs/ac) EX-E 0.24 0.02 0.06 EX-S 0.96 0.10 0.24 EX-W 0.90 0.09 0.23 EX-N1 0.26 0.03 0.07 EX-N2 0.43 0.04 0.11 EX-N3 1.18 0.12 0.30 Some areas will not drain to the detention pond as it is not feasible to do so. Along the northern boundary, and at each entrance, stormwater runoff will drain to existing streets. The acreage of this direct runoff has been reduced compared to the existing conditions. Two tables below summarize the proposed vs. allowable discharge rate to each point. The first table includes the direct discharge rates from areas around the perimeter that will not be detained. The second table compares the proposed discharge rates from the detention pond versus the allowable rates based on the acreage draining to the detention pond. Discharge Rate Comparison (No Detention) Discharge Point Storm Event 10 yr, 24 hr 100 yr, 24 hr Discharge Rate Allowable Rate Discharge Rate Allowable Rate E 0.22 0.02 0.49 0.06 S 0.40 0.10 0.92 0.24 W 0.31 0.09 0.70 0.23 N1 0.13 0.03 0.27 0.07 N2 0.12 0.04 0.24 0.11 N3 0.16 0.12 0.33 0.30 The discharge rates are exceeded during all storm events. Since these areas directly discharge offsite with no detention it is impossible to meet the allowable rates. Discharge Rate Comparison (With Detention) Discharge Point (DEV) Area (acres) Allowable Discharge Rates Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.25 cfs/ac) BNDRY 3.44 0.34 0.86 Discharge Point Storm Event 10 yr, 24 hr 100 yr, 24 hr Discharge Rate Allowable Rate Discharge Rate Allowable Rate BNDRY 0.34 0.34 0.82 0.86 For the bulk of the development, the proposed discharge rates meet the criteria during the 10- year and 100-year storm events. To maximize the storage capacity of the pond a 2.6” diameter primary orifice and a 3.7” diameter secondary orifice were used. The construction detail will show a 6” diameter primary and secondary orifice as this is required by the Technical Standards Manual. See Appendix D for more information. Stage/Storage Calculations POND Stage-Storage Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) NP --> 847.00 0.152 848.00 0.178 0.17 0.17 848.50 0.238 0.10 0.27 849.00 0.252 0.12 0.39 850.00 0.281 0.27 0.66 850.50 0.296 0.14 0.80 100 yr --> 850.51 0.297 0.00 0.81 851.00 0.311 0.15 0.95 Cumulative Volume (ac-ft) -->0.95 Pond Aeration The proposed wet detention pond has a volume of 0.47 ac-ft (20,347 ft3) below normal pool. In order to fully aerate this pond within 24 hours the fountain(s) must have a capacity of at least 105.7 gallons per minute. POND Proposed Stage-Storage Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) Bottom --> 840.00 0.012 845.00 0.073 0.21 0.21 845.01 0.103 0.00 0.21 847.00 0.152 0.25 0.47 Cumulative Volume (ac-ft) -->0.47 Water Quality The proposed wet detention pond will provide water quality treatment for the site. Pre-treatment will be provided by an AquaSwirl AS-7 hydrodynamic separator. See Appendix E for more information. Storm Sewers The design of the proposed storm sewers (10-year event) is in compliance with the City of Carmel Stormwater Technical Standards Manual with regards to “c” values, rainfall intensities, pipe slopes, etc. Inlet capacities are sufficient to keep ponding depth to reasonable depths. Gutter spreads were checked for the pairs of inlets. See Appendix E for more information. The ACORD name and logo are registered marks of ACORD CERTIFICATE HOLDER © 1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25 (2014/01) AUTHORIZED REPRESENTATIVE CANCELLATION DATE (MM/DD/YYYY)CERTIFICATE OF LIABILITY INSURANCE LOCJECTPRO-POLICY GEN'L AGGREGATE LIMIT APPLIES PER: OCCURCLAIMS-MADE COMMERCIAL GENERAL LIABILITY PREMISES (Ea occurrence)$DAMAGE TO RENTED EACH OCCURRENCE $ MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ PRODUCTS - COMP/OP AGG $ $RETENTIONDED CLAIMS-MADE OCCUR $ AGGREGATE $ EACH OCCURRENCE $ UMBRELLA LIAB EXCESS LIAB DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) INSRLTR TYPE OF INSURANCE POLICY NUMBER POLICY EFF(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)LIMITS PERSTATUTE OTH-ER E.L. EACH ACCIDENT E.L. DISEASE - EA EMPLOYEE E.L. DISEASE - POLICY LIMIT $ $ $ ANY PROPRIETOR/PARTNER/EXECUTIVE If yes, describe under DESCRIPTION OF OPERATIONS below (Mandatory in NH) OFFICER/MEMBER EXCLUDED? WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED HIRED AUTOS NON-OWNEDAUTOS AUTOS AUTOS COMBINED SINGLE LIMIT BODILY INJURY (Per person) BODILY INJURY (Per accident) PROPERTY DAMAGE $ $ $ $ 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. INSD ADDL WVD SUBR N / A $ $ (Ea accident) (Per accident) OTHER: 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. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must 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). COVERAGES CERTIFICATE NUMBER:REVISION NUMBER: INSURED PHONE(A/C, No, Ext): PRODUCER ADDRESS:E-MAIL FAX(A/C, No): CONTACTNAME: NAIC # INSURER A : INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : INSURER(S) AFFORDING COVERAGE SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. 4/14/2017 Arthur J. Gallagher Risk Management Services, Inc. 650 E. Carmel Drive, Suite 400 Carmel IN 46032 Hannum Wagle & Cline Engineering HWC Engineering, Inc. 135 North Pennsylvania St., Suite 2800 Indianapolis IN 46204 Ohio Security Insurance Company Ohio Casualty Insurance Company Lexington Insurance Company 24082 24074 19437 Derick Warner 317-860-0343 317-810-4930 Derick_warner@ajg.com 1168653311 A BKS55884716 12/31/2016 12/31/2017 Emp Ben. 1,000,000 300,000 5,000 1,000,000 2,000,000 2,000,000 1000000 X X X A X XX BAS55884716 12/31/2016 12/31/2017 1,000,000 BX X X 10,000 USO55884716 12/31/2016 12/31/2017 5,000,000 5,000,000 A N XWS55884716 12/31/2016 12/31/2017 X 1,000,000 1,000,000 1,000,000 C Professional Liability 031711018 3/9/2017 12/31/2017 Each Claim Aggregate $2,000,000 $2,000,000 See Attached... City of Fishers One Municipal Drive Fishers IN 46038 12/8/2017 - Page 4 SITE MAPS APPENDIX B 0 1,000 2,000 3,000Graphic Scale (Feet) 1 inch = 2,000 feet 116th StMeridian St111th StSpring Mill RdMain St College AveCarmel DrGuilford RdPennsylvania St3rd AveRange Line Rd106th St 131st St Old Meridian StWestfield Blvd1st St 105th St 1st Ave104th StPark AveBroadway Central AveFrontage RdEmerson Rd Delaware StDorset Blvd 99th StLexing ton D r Adams St Hussey LnIllinois StCollege Dr Gradle DrAuman DrRuckle AveOswego Rd122nd St Congressional Blv d Cl a r k S t Springmill LnVali DrPennsylvan i a P k y Cornell Ave4th Ave126th St Medical DrWilson Dr110th St 114th St Valley DrSenie LnAr thu r D r Pawnee RdCarrollton AveArbor Dr Orchard Park Dr117th St Va l l e y R d Woodland DrRalston AveOak DrRuckle St4th St 10 9 t h S t Gwin DrBelair DrPerkins StCivic SqExecutive DrTea LnSuperior StLiverpool DrRamp Industrial Dr 103rd StLeeds CirLenox LnFairgreen DrDevon LnBurlington Ln Elliot Dr115th St Belmont CirPine Valley Dr Highland DrBeaverbrook Dr Ethel AveRosemeade DrJessup BlvdWoodlawn Dr C l i f f o r d C i r Sarat o g a C i r Echo C re s t D r Sanner CtLexington BlvdBeechwood DrHunters Dr126th St1st AveMeridian St106th St 4th AvePennsylvania St£¤31 Carmel Ê Aerial Location MapCarmel, IndianaFebruary 2017 116th and College Avenue City of CarmelHamilton County Project Area 0 400 800 1,200Graphic Scale (Feet) 1 inch = 800 feet Ê USGS Topographic MapCarmel, IndianaFebruary 2017 116th and College Avenue Sources: IndianaMap and Indiana Spatial Data Portal Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area E 116TH ST E 111TH ST COLLEGE AVES GUILFORD RDCOLLEGE DR CONGRESSI O N A L B L V D CEN TRA L PARK DR E 114TH STRUCKLE STPERKINS STMCKENZIE PKYWOODVIEW NORTH DR LENOX LN YALE DRE 117TH ST WASHINGTON BLVDCENTRAL DRIVY LN ROWLAND BLVD BURR OAK DR HARVARD LNWOODVIEW EAST DRW 117TH ST WICKHAM CT TECHNOLOGY DRBROWNSTONE TRCE BLOSSOM WAYSHAG BARK TRLARBORWOOD TRL APPLEWOOD CIR WALKABOUT CIR BASSWOOD C TCENTRAL CTRUCKLE ST0 300 600 900Graphic Scale (Feet) 1 inch = 600 feet Ê 116th and College AvenueFloodplain Map Carmel, IndianaFebruary 2017 Legend Corporate Limits Project Area Flowline Type (NHD) Stream / River Canal / Ditch Artificial Path Pipeline Connector Flood Hazard Zones Zone Type 1% Annual Chance Flood Hazard Regulatory Floodway Special Floodway Area of Undetermined Flood Hazard 0.2% Annual Chance Flood Hazard Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Risk Due to Levee Sources: IndianaMap and Indiana Spatial Data Portal Br CrA CrA Br CrA Pn CrA BrCrA CrA W CrA Br CrA W Wh CrA W MmB2 MmB2 Wh CrA CrA W Br CrA CrA CrA CrA 0 250 500 750Graphic Scale (Feet) 1 inch = 500 feet Ê Soils Map and LegendCarmel, IndianaFebruary 2017 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey 116th and College Avenue Symbol Name CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopesMmB2 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. 0 400 800 1,200Graphic Scale (Feet) 1 inch = 800 feet PFO1A PUBGx PUBGx PUBGx PUBGx PUBGx PUBGx PUBGx PFO1C PUBGx PUBGx PUBGx PUBGx PUBGx PEM1F PUBGx PUBGx PUBGx PUBGx PEM1C PUBGx PUBGx PUBGx PUBGh PEM1F PUBGx PUBGx PUBGx PUBGx PEM1F PUBGx PUBGx 111th 116th College Pennsylvania Guilford C a rm e l 122nd Congression al 114th Senie Vista 117th Ru c k l e Cornell Central Park Mckenzie Perkins Belair Lexing ton Broadway Lenox Woodview N 110th 115th Pimlico Washington Scheel Latonia Beaverbrook Central EWoodview E Burr Oak Belmont Central WStansfield Unknown Clark Woodview S Technology Homewood Aqueduct Wickham Applewood Shag Bark Arborwood Glenbrook B a s sw o o d Beckham Ruckle Ruckle Pennsylvania Ruckle Central Ê Wetlands Area MapCarmel, IndianaFebruary 2017 116th and College Avenue 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 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 EX-N31.18 ACEX-S0.96 ACEX-W0.90 ACEX-N10.26 ACEX-N20.43 ACEX-E0.24 ACEXISTING BASINSBELLEVUECARMEL, IN1/15/20200'(IN FEET)GRAPHIC SCALE60'120'180' LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 116th StreetCollege SignWet Pond AreaAve.GOLBORNE STREETFULHAM STREET LANGLEY STREETDEV3.44 ACW0.13 ACN10.05 ACN20.04 ACS0.17 ACN30.06 ACE0.09 ACPROPOSED BASINSBELLEVUECARMEL, IN1/15/20200'(IN FEET)GRAPHIC SCALE60'120'180' 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- 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 844.00 850.00 0.00 0 0.39 0.00 BNDRY 100YR-24HR 844.00 850.00 0.00 0 0.92 0.00 BNDRY-DIR 010YR-24HR 844.00 850.00 0.00 0 1.18 0.00 BNDRY-DIR 100YR-24HR 844.00 850.00 0.00 0 2.60 0.00 POND 010YR-24HR 849.77 854.00 0.00 11955 13.53 0.34 POND 100YR-24HR 851.37 854.00 0.00 14033 24.15 0.82 STR 101 010YR-24HR 845.16 854.00 -0.81 172 0.34 0.34 STR 101 100YR-24HR 845.37 854.00 -0.81 177 0.82 0.82 STR 102 010YR-24HR 845.63 854.00 -1.27 168 0.34 0.34 STR 102 100YR-24HR 845.84 854.00 -1.27 171 0.82 0.82 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- 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 844.00 850.00 0.00 0 1.36 0.00 BNDRY 100YR-24HR 844.00 850.00 0.00 0 2.45 0.00 BNDRY-DIR 010YR-24HR 844.00 850.00 0.00 0 1.18 0.00 BNDRY-DIR 100YR-24HR 844.00 850.00 0.00 0 2.60 0.00 POND 010YR-24HR 849.17 854.00 0.00 11190 13.53 1.31 POND 100YR-24HR 850.51 854.00 0.00 12913 24.15 2.38 STR 101 010YR-24HR 845.55 854.00 -0.81 174 1.31 1.31 STR 101 100YR-24HR 845.93 854.00 -0.81 117 2.38 2.38 STR 102 010YR-24HR 846.01 854.00 -1.27 165 1.31 1.31 STR 102 100YR-24HR 846.61 854.00 -1.27 116 2.38 2.38 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- DEV.ICP PROPOSED CONDITIONS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 010YR-24HR DEV BASE 12.00 13.53 2.980 37208 100YR-24HR DEV BASE 12.00 24.15 5.549 69293 010YR-24HR E BASE 12.02 0.22 1.809 591 100YR-24HR E BASE 12.02 0.49 4.067 1329 010YR-24HR N1 BASE 12.04 0.13 2.128 386 100YR-24HR N1 BASE 12.04 0.27 4.503 817 010YR-24HR N2 BASE 12.03 0.12 2.303 334 100YR-24HR N2 BASE 12.03 0.24 4.732 687 010YR-24HR N3 BASE 12.05 0.16 2.040 444 100YR-24HR N3 BASE 12.03 0.33 4.385 955 010YR-24HR S BASE 12.02 0.40 1.635 1009 100YR-24HR S BASE 12.02 0.92 3.816 2355 010YR-24HR W BASE 12.02 0.31 1.635 772 100YR-24HR W BASE 12.02 0.70 3.816 1801 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DEV Node: POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 8.00 Area(ac): 3.44 Time Shift(hrs): 0.00 Curve Number: 92.30 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: E Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.09 Time Shift(hrs): 0.00 Curve Number: 78.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: N1 Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 14.00 Area(ac): 0.05 Time Shift(hrs): 0.00 Curve Number: 82.90 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: N2 Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 12.00 Area(ac): 0.04 Time Shift(hrs): 0.00 Curve Number: 85.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: N3 Node: BNDRY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 12.00 Area(ac): 0.06 Time Shift(hrs): 0.00 Curve Number: 81.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: S Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 5 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- DEV.ICP PROPOSED CONDITIONS Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 8.00 Area(ac): 0.17 Time Shift(hrs): 0.00 Curve Number: 76.40 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: W Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 8.00 Area(ac): 0.13 Time Shift(hrs): 0.00 Curve Number: 76.40 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.00 Init Stage(ft): 844.00 Group: BASE Warn Stage(ft): 850.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 844.00 100.00 844.00 ------------------------------------------------------------------------------------------ Name: BNDRY-DIR Base Flow(cfs): 0.00 Init Stage(ft): 844.00 Group: BASE Warn Stage(ft): 850.00 Type: Time/Stage BOUNDARY NODE FOR DIRECT DISCHARGE Time(hrs) Stage(ft) --------------- --------------- 0.00 844.00 100.00 844.00 ------------------------------------------------------------------------------------------ Name: POND Base Flow(cfs): 0.00 Init Stage(ft): 847.00 Group: BASE Warn Stage(ft): 854.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 847.00 0.15 848.00 0.18 848.50 0.24 849.00 0.25 850.00 0.28 850.50 0.30 851.00 0.31 ------------------------------------------------------------------------------------------ Name: STR 101 Base Flow(cfs): 0.00 Init Stage(ft): 844.00 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 854.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 5 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- DEV.ICP PROPOSED CONDITIONS ------------------------------------------------------------------------------------------ Name: STR 102 Base Flow(cfs): 0.00 Init Stage(ft): 844.00 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 854.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: P 101 From Node: STR 101 Length(ft): 12.00 Group: BASE To Node: BNDRY Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.50 Rise(in): 12.00 12.00 Exit Loss Coef: 0.50 Invert(ft): 844.81 844.76 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 ---------------------------------------------------------------------------------------------------- Name: P 102 From Node: STR 102 Length(ft): 116.00 Group: BASE To Node: STR 101 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.50 Rise(in): 12.00 12.00 Exit Loss Coef: 0.50 Invert(ft): 845.27 844.91 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 103 From Node: POND Length(ft): 172.00 Group: BASE To Node: STR 102 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.50 Invert(ft): 845.90 845.37 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 5 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- DEV.ICP PROPOSED CONDITIONS Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Primary Orifice: 2.6" (Q), 6" (Peak Stage) Secondary Orifice: 3.7" (Q), 6" (Peak Stage) *** Weir 1 of 3 for Drop Structure D 103 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 2.60 Invert(ft): 847.00 Rise(in): 2.60 Control Elev(ft): 847.00 *** Weir 2 of 3 for Drop Structure D 103 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 3.70 Invert(ft): 849.60 Rise(in): 3.70 Control Elev(ft): 849.60 *** Weir 3 of 3 for Drop Structure D 103 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 851.40 Rise(in): 24.00 Control Elev(ft): 851.40 ========================================================================================== ==== 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:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 5 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- DEV.ICP PROPOSED CONDITIONS Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\Onyx & East\2016-225-S Onyx & East- 116th & College\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 --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 24.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 5 Bellevue HWC # 2020-025 Date: 1/14/2020 Proposed Drainage Basins Curve Numbers: BC D Lawn/Grass 61 74 80 Industrial 88 91 93 Gravel 85 89 91 1/8 Acre Lot 85 90 92 Roof/Pvmt 98 98 98 Notes: CN Values based on 60% soil group C, 40% soil group D Area Lawn/Grass Industrial Gravel 1/8 Acre Lot Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN DEV 3.44 0.92 2.53 92.3 E 0.09 0.08 0.01 78.8 S 0.17 0.17 76.4 W 0.13 0.13 76.4 N1 0.05 0.04 0.02 82.9 N2 0.04 0.03 0.01 81.8 N3 0.06 0.04 0.02 84.0 Basin W:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\2020-025-ST.xlsx 1/14/2020 5:54 PM Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 116TH & COLLEGE - HWC #2016-225 - 3/08/2018 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- DEV.ICP PROPOSED PEAK CONDITIONS Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit Hydro CN S Santa Barbara CNZ Y SCS Unit Hydro GA Z Santa Barbara GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation Link F Filter X Exfiltration Trench M:STR 102M:STR 101 A:POND U:DEV T:BNDRY-DIR U:E U:S U:W U:N1 U:N2 T:BNDRY U:N3 P:P 102 P:P 101 D:D 103 Emergency Overflow Weir Check: The emergency overflow weir for the wet detention pond must be checked to make sure it can discharge storm water at a designed rate. According to the Technical Standards Manual, this rate is determined by multiplying the peak discharge rate to the pond during the 100-year storm event by 1.25. The overflow path for the pond will occur at the northeast corner where the bank meets the west edge of the existing asphalt path. Project: 116th & College HWC Job #: 2016-225 \\HWC-DC1\Projects$\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\[2016-225-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, Pw (ft) Hydraulic Radius, R (ft) Velocity, V (ft/s) Max Discharge, Q (cfs) 1.25*Max Inflow (cfs) Capacity Check POND 0.54 1 0.030 0.010 50 15.12 55.01 0.27 2.10 31.75 30.48 OK Lake Overflow Weir Calculations 1/14/2020 WATER QUALITY APPENDIX D 116th StreetCollege SignWet Pond AreaAve.GOLBORNE STREETFULHAM STREET LANGLEY STREETSTR 2202.87 ACAQUASWIRLAS-7 BMPOUTLETCONTROLSTRUCTUREWATER QUALITY BASINSBELLEVUECARMEL, IN1/15/20200'(IN FEET)GRAPHIC SCALE60'120'180' 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\ICPR-WQ\2020-025-WQ.ICP WATER QUALITY RUNOFF RATES Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 WQ-24HR STR 220 BASE 12.00 2.98 0.79 8229 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 116TH & COLLEGE - HWC #2020-025 - 1/15/2020 W:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\ICPR\2016-225- DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DEV Node: POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 8.00 Area(ac): 3.44 Time Shift(hrs): 0.00 Curve Number: 92.30 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: E Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.09 Time Shift(hrs): 0.00 Curve Number: 78.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: N1 Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 14.00 Area(ac): 0.05 Time Shift(hrs): 0.00 Curve Number: 82.90 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: N2 Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 12.00 Area(ac): 0.04 Time Shift(hrs): 0.00 Curve Number: 85.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: N3 Node: BNDRY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 12.00 Area(ac): 0.06 Time Shift(hrs): 0.00 Curve Number: 81.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: S Node: BNDRY-DIR Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 5 Bellevue HWC # 2020-025 Date: 1/14/2020 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) WQa =water quality volume in inches = 1.0 inch(Rv) Rv = volumetric runoff coefficient = 0.05 + 0.009(I) I = percent impervious cover Area Percent Roof/Pvmt WQ v (acres) Impervious (acres) (ac-ft) STR 220 2.87 83% 2.37 0.19 0.79 98.0 DEV 3.44 73% 2.53 0.20 0.71 97.1 CNwq WQ v = Basin WQa CNwq = 1000 [10 + 5P + 10WQa - 10(WQa 2 + 1.25WQaP)1/2] W:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\2020-025-ST.xlsx 1/14/2020 6:13 PM Bellevue 2020-025 1/14/20 BY: GMM POND Stage-Storage Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) NP --> 847.00 0.152 848.00 0.178 0.17 0.17 848.50 0.238 0.10 0.27 849.00 0.252 0.12 0.39 850.00 0.281 0.27 0.66 850.50 0.296 0.14 0.80 100 yr --> 850.51 0.297 0.00 0.81 851.00 0.311 0.15 0.95 Cumulative Volume (ac-ft) -->0.95 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jan 14 2020 2020-025 STR 220: AS-7 BMP Invert Elev Dn (ft) = 847.23 Pipe Length (ft) = 5.00 Slope (%) = 0.20 Invert Elev Up (ft) = 847.24 Rise (in) = 12.0 Shape = Circular Span (in) = 12.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Culvert Culvert Entrance = Smooth tapered inlet throat Coeff. K,M,c,Y,k = 0.534, 0.555, 0.0196, 0.9, 0.2 Embankment Top Elevation (ft) = 850.00 Top Width (ft) = 0.50 Crest Width (ft) = 4.00 Calculations Qmin (cfs) = 2.98 Qmax (cfs) = 2.98 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 2.98 Qpipe (cfs) = 2.98 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 4.11 Veloc Up (ft/s) = 4.79 HGL Dn (ft) = 848.10 HGL Up (ft) = 847.98 Hw Elev (ft) = 848.42 Hw/D (ft) = 1.18 Flow Regime = Inlet Control 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 Elev (ft)Hw Depth (ft)Profile 846.00 -1.24 847.00 -0.24 848.00 0.76 849.00 1.76 850.00 2.76 851.00 3.76 Reach (ft) Embankment 5.00 Lf of 12(in) @ 0.20 % Hw HGL WATER QUALITY DIVERSIONSTRUCTURE #220 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.comAqua-Swirl Concentrator Model AS-7 Horseshoe HDPE Standard DetailAS-7 STD03/25/15Scale:Drawn By:Document:Date:JCW1:30U.S. Patent No. 6524473 and other Patent PendingAqua-Swirl High Density Polyethylene (HDPE)Stormwater Treatment System* Please see accompanied Aqua-Swirl specification notes.* See Site Plan for actual system orientation.**Orientation may vary from 90°, 180°, orcustom angles to meet site conditions.32"[813 mm] ODGrade (Rim)Manhole Frame andCover by Manufacturer.(See Details)Rim elevations to match finishedgrade. HDPE risers can be fieldcut by Contractor.VariesRiserSwirl InletStructural RailGravel Backfill shall extend atleast 2 feet [610 mm] outwardfrom Swirl Concentrator and forthe full height of the SwirlConcentrator (including riser)extending laterally toundisturbed soils. (See MH DetailBelow)Section A-APhone (888) 344-9044www.aquashieldinc.com4 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.SoilPlace 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)Concrete Concrete8" [203 mm]Gravel Backfill Gravel Backfill102"[2591 mm]106"[2692 mm]InletVentPlan ViewØ93 3/8" [Ø2372 mm]Arched BaffleOctagonal Base PlateStructural RailAPipe couplingby Contractor.12" [305 mm]long Stub-outby Manufacturer.16" [406 mm] OD MaxBackfill(Sand orCrushedStone)BeddingUndisturbed Soil24"[610 mm]12"[305 mm]VentArchedBaffleSwirl Outlet114"[2896 mm]68"[1727 mm]4 1/2" [114 mm]Gravel Backfill1/2" [13 mm]1" [25 mm]Manhole Frame & Cover DetailNTSFor H-20 Traffic Loading AreasConcretePaving1" [25 mm]Wrap Compressible ExpansionJoint Material to a minimum1-inch [25 mm] thickness aroundtop of riser to allow transfer oftraffic loading from manholecover to concrete slab.Backfill (90%Proctor Density)Support and Levelmanhole frame withconcrete pad. DO NOTallow manhole frame torest upon HDPE riser.RiserFrameCoverGravel BackfillConcretePaving3" [76 mm] Typ.12" [305 mm]12" [305 mm]If traffic loading (H-20) is required or anticipated, a concretepad must be placed over the entire Stormwater TreatmentSystem per concrete design as calculated by Engineer.Sample details of concrete pad available upon request.OutletPipe couplingby Contractor.12" [305 mm]long Stub-outby Manufacturer.16" [406 mm] OD MaxA68"[1727 mm] City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/14/16 Version 11.8 Manufactured SQU SQU System Model Max Treatment Flow (cfs) 7000 5.66 9000 7.59 11000 9.88 16000 15.59 PC1319 or 1319 CIP 19.04 PC1421 or 1421 CIP 22.92 1522 CIP 27.23 1624 CIP 32.00 1726 CIP 37.24 1827 CIP 42.96 1929 CIP 49.17 2030 CIP 55.90 2131 CIP 63.15 2233 CIP 70.94 2334 CIP 79.28 2436 CIP 88.18 2538 CIP 97.66 2639 CIP 107.72 2740 CIP 118.37 2842 CIP 129.64 2943 CIP 141.53 3045 CIP 154.05 3146 CIP 167.21 3349 CIP 195.49 3958 CIP 296.83 4060 CIP 316.23 AS-2 0.26 AS-3 0.50 AS-4 0.98 AS-5 1.47 AS-6 2.32 AS-7 3.40 AS-8 4.75 AS-9 6.38 AS-10 8.30 AS-11 10.54 AS-12 13.10 Aqua-Swirl™ 2,3,4 AS-13 16.00 STORM SEWERS APPENDIX E LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 116th StreetCollege SignWet Pond AreaAve.GOLBORNE STREETFULHAM STREET LANGLEY STREET1160.24 AC1150.28 AC1130.15 AC1180.10 AC1300.03 AC1310.05 AC2180.05 AC1370.14 AC1410.17 AC1380.26 AC1390.08 AC1270.06 AC1250.20 AC1240.10 AC1230.08 AC1220.12 AC1200.05 AC2130.09 AC2140.08 AC2330.07 AC2320.18 AC2360.09 ACSTORM SEWER BASINSBELLEVUECARMEL, IN1/15/20200'(IN FEET)GRAPHIC SCALE60'120'180' 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: 116th & College STORM: 10 YearJOB #: 2020-025 COMPUTED BY: GMMDATE: SHEET NO.: COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)1/14/20STRUCTURE BASINSW:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\[2020-025-ST.xlsx]RM103 102 103 0.00 0.00 0.00 0 6.12 0.00 0.00 0 6.12 0.00 0.95102 101 102 0.00 0.00 0.00 0 6.12 0.00 0.00 0 6.12 0.00 0.64101 EX 1 101 0.00 0.00 0.00 0 6.12 0.00 0.00 0 6.12 0.00 0.07131 130 131 0.80 0.05 0.04 5 6.12 0.24 0.04 5 6.12 0.24 0.14130 118 130 0.80 0.03 0.02 5 6.12 0.15 0.06 5 6.12 0.39 0.26218 118 218 0.80 0.05 0.04 5 6.12 0.24 0.04 5 6.12 0.24 0.14118 114 118 0.80 0.10 0.08 5 6.12 0.49 0.18 5 6.12 1.13 0.45116 115 116 0.80 0.24 0.19 5 6.12 1.18 0.19 5 6.12 1.18 0.44115 114 115 0.80 0.28 0.22 5 6.12 1.37 0.42 5 6.12 2.55 0.40114 113 114 0.00 0.00 0.00 0 6.12 0.00 0.60 6 5.94 3.56 0.40113 213 113 0.80 0.15 0.12 5 6.12 0.73 0.72 6 5.94 4.28 0.52213 134 213 0.80 0.09 0.07 5 6.12 0.44 0.79 7 5.76 4.56 0.07214 134 214 0.80 0.08 0.06 5 6.12 0.39 0.06 5 6.12 0.39 0.07127 126 127 0.80 0.06 0.05 5 6.12 0.29 0.05 5 6.12 0.29 0.06126 125 126 0.00 0.00 0.00 0 6.12 0.00 0.05 5 6.12 0.29 0.52125 124 125 0.50 0.20 0.10 6 5.94 0.59 0.15 6 5.94 0.88 0.25124 123 124 0.80 0.10 0.08 5 6.12 0.49 0.23 6 5.94 1.35 0.85123 122 123 0.70 0.08 0.06 5 6.12 0.34 0.28 7 5.76 1.64 0.38122 121 122 0.75 0.12 0.09 5 6.12 0.55 0.37 7 5.76 2.15 0.13121 120 121 0.00 0.00 0.00 0 6.12 0.00 2.02 7 5.76 11.65 0.12120 220 120 0.80 0.05 0.04 5 6.12 0.24 2.06 7 5.76 11.88 0.031/14/2020 5:48 PM STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: 116th & College STORM: 10 YearJOB #: 2020-025 COMPUTED BY: GMMDATE: SHEET NO.: COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)1/14/20STRUCTURE BASINSW:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\[2020-025-ST.xlsx]RM220 219 220 0.00 0.00 0.00 0 6.12 0.00 2.06 8 5.58 11.51 0.06219 119 219 0.00 0.00 0.00 0 6.12 0.00 2.06 8 5.58 11.51 0.13132 121 132 0.00 0.00 0.00 0 6.12 0.00 0.20 5 6.12 1.22 0.83233 132 233 0.80 0.07 0.06 5 6.12 0.34 0.06 5 6.12 0.34 0.12232 132 232 0.80 0.18 0.14 5 6.12 0.88 0.14 5 6.12 0.88 0.12139 138 139 0.80 0.08 0.06 5 6.12 0.39 0.06 5 6.12 0.39 0.95138 137 138 0.80 0.26 0.21 5 6.12 1.27 0.27 6 5.94 1.62 0.48137 136 137 0.80 0.14 0.11 5 6.12 0.69 0.38 6 5.94 2.28 0.05136 135 136 0.00 0.00 0.00 0 6.12 0.00 0.52 0 6.12 3.18 0.27135 134 135 0.00 0.00 0.00 0 6.12 0.00 0.59 0 6.12 3.62 0.56134 121 134 0.00 0.00 0.00 0 6.12 0.00 1.45 7 5.76 8.34 0.38141 136 141 0.80 0.17 0.14 5 6.12 0.83 0.14 5 6.12 0.83 0.13236 135 236 0.80 0.09 0.07 5 6.12 0.44 0.07 5 6.12 0.44 0.121/14/2020 5:48 PM STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: 116th & College STORM: 10 YearJOB #: 2020-025 COMPUTED BY: GMMDATE: SHEET NO.:DESIGN 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)1/14/20n = 0.013W:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\[2020-025-ST.xlsx]PD103 102 2.38 172 12 0.31 1.99 2.53 851.40 849.76 845.90 845.37 3.22102 101 2.38 116 12 0.31 1.99 2.53 849.76 850.00 845.27 844.91 3.32 3.92101 EX 1 2.38 12 12 0.40 2.26 2.88 850.00 848.91 844.81 844.76 4.02 2.98131 130 0.24 26 12 0.38 2.20 2.80 853.29 853.11 849.80 849.70 2.32 2.24130 118 0.39 48 12 0.32 2.02 2.57 853.11 853.53 849.60 849.45 2.34 2.91218 118 0.24 26 12 0.39 2.23 2.84 853.65 853.53 849.85 849.75 2.63 2.61118 114 1.13 81 12 0.31 1.99 2.53 853.53 853.70 849.35 849.10 3.01 3.43116 115 1.18 80 12 0.31 1.99 2.53 853.20 853.20 849.55 849.30 2.48 2.73115 114 2.55 72 15 0.28 3.43 2.79 853.20 853.70 849.15 848.95 2.61 3.31114 113 3.56 73 15 0.34 3.78 3.08 853.70 853.60 848.95 848.70 3.31 3.46113 213 4.28 93 15 0.49 4.53 3.69 853.60 853.40 848.65 848.20 3.51 3.77213 134 4.56 13 15 0.80 5.79 4.72 853.40 853.90 848.15 848.05 3.81 4.41214 134 0.39 21 12 0.47 2.45 3.12 853.98 853.90 850.20 850.10 2.61 2.63127 126 0.29 11 12 0.44 2.37 3.02 853.30 853.77 849.65 849.60 2.48 3.00126 125 0.29 93 12 0.32 2.02 2.57 853.77 852.90 849.50 849.20 3.10 2.53125 124 0.88 46 12 0.33 2.05 2.61 852.90 853.95 849.10 848.95 2.63 3.83124 123 1.35 153 12 0.33 2.05 2.61 853.95 854.20 848.85 848.35 3.93 4.68123 122 1.64 69 18 0.29 5.67 3.21 854.20 853.45 847.95 847.75 4.54 3.99122 121 2.15 23 24 0.66 18.43 5.87 853.45 853.80 847.65 847.50 3.55 4.05121 120 11.65 21 24 0.47 15.55 4.95 853.80 853.88 847.45 847.35 4.10 4.28120 220 11.88 6 24 0.83 20.67 6.58 853.88 853.66 847.30 847.25 4.33 4.161/14/2020 5:48 PM STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: 116th & College STORM: 10 YearJOB #: 2020-025 COMPUTED BY: GMMDATE: SHEET NO.:DESIGN 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)1/14/20n = 0.013W:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\[2020-025-ST.xlsx]PD220 219 11.51 11 24 0.45 15.22 4.84 853.66 853.50 847.20 847.15 4.21 4.10219 119 11.51 24 24 0.42 14.70 4.68 853.50 847.10 847.00 4.15132 121 1.22 149 12 0.52 2.58 3.28 853.20 853.80 849.40 848.63 2.63 4.00233 132 0.34 21 12 0.47 2.45 3.12 853.28 853.20 849.60 849.50 2.51 2.53232 132 0.88 21 12 0.47 2.45 3.12 853.28 853.20 849.60 849.50 2.51 2.53139 138 0.39 172 12 0.32 2.02 2.57 853.35 852.80 850.15 849.60 2.03 2.03138 137 1.62 87 12 0.35 2.11 2.69 852.80 853.38 849.50 849.20 2.13 3.01137 136 2.28 9 15 0.58 4.93 4.02 853.38 853.55 849.00 848.95 2.94 3.16136 135 3.18 48 15 0.31 3.61 2.94 853.55 853.90 848.85 848.70 3.26 3.76135 134 3.62 101 15 0.35 3.83 3.12 853.90 853.90 848.60 848.25 3.86 4.21134 121 8.34 68 21 0.37 9.66 4.02 853.90 853.80 847.85 847.60 4.07 4.22141 136 0.83 24 12 0.42 2.32 2.95 853.59 853.55 849.90 849.80 2.52 2.58236 135 0.44 22 12 0.47 2.45 3.12 853.95 853.90 850.20 850.10 2.58 2.631/14/2020 5:48 PM Time of Concentration WorksheetPROJECT: 116th & College Based on TR-55JOB #: 2020-025Overland Flow Channel Flow short grass 0.15 grass 0.03 farm, > 20% cover 0.17 concrete 0.015 2 year, 24 hour rainfall = 2.66 inches dense grass 0.24 rip-rap 0.035minimum T_c = 5.00 minutes pavement 0.011 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel Flow T_cBasin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_tname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min) (min)Typical values for Manning's n1/14/20W:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\[2020-025-ST.xlsx]TC125 15 1.00 0.24 5 120 1.00 U 1.61 161/14/2020 5:48 PM PROJECT: 116th & College DATE: 1/14/2020 JOB #: 2020-025 COMPUTED BY: GMM Area (ft^2) Perimeter (ft) Neenah R-3405 1.5 7.9 Neenah R-3010 1.0 4.6 Neenah R-2510-A 1.1 5.8 Neenah R-4342 2.0 6.0 Neenah R-3010-S 1.0 4.6 Cw = 3.3 Cw = Coefficient of weir flow Q weir = CwLH1.5 Cd = 0.6 Cd = Coefficient of orifice flow Q orifice = CdA(2gh)0.5 L = Weir length (ft) A = Open area (ft2)C w source:Neenah Foundary Co. H = Head (ft) Q Area Perimeter Hweir Horifice (ft3/sec) (ft 2)(lf) (ft) (ft) 113 R-3405 0.73 0.75 3.95 0.15 0.04 115 R-3405 1.37 0.75 3.95 0.22 0.14 116 R-3405 1.18 0.75 3.95 0.20 0.11 118 R-3405 0.49 0.75 3.95 0.11 0.02 120 R-3010 0.24 0.50 2.30 0.10 0.01 122 R-3405 0.55 0.75 3.95 0.12 0.02 123 R-3405 0.34 0.75 3.95 0.09 0.01 124 R-3405 0.49 0.75 3.95 0.11 0.02 125 R-4342 0.59 1.00 3.00 0.15 0.02 127 R-3405 0.29 0.75 3.95 0.08 0.01 130 R-3010 0.15 0.50 2.30 0.07 0.00 131 R-3010 0.24 0.50 2.30 0.10 0.01 134 R-3405 0.00 0.75 3.95 0.00 0.00 135 R-3405 0.00 0.75 3.95 0.00 0.00 137 R-3405 0.69 0.75 3.95 0.14 0.04 138 R-3405 1.27 0.75 3.95 0.21 0.12 139 R-3405 0.39 0.75 3.95 0.10 0.01 141 R-3010 0.83 0.50 2.30 0.23 0.12 214 R-3010 0.39 0.50 2.30 0.14 0.03 218 R-3010 0.24 0.50 2.30 0.10 0.01 232 R-3010 0.88 0.50 2.30 0.24 0.13 233 R-3010 0.34 0.50 2.30 0.13 0.02 236 R-3010 0.44 0.50 2.30 0.15 0.03 Inlet Curb Inlet Beehive Inlet Beehive Inlet Curb Inlet * 50% clogged Casting Type Comments Paved Area Inlet Casting Type W:\Lennar\2020-025-S Lennar- 116th & College\Design\Calcs\[2020-025-ST.xlsx]IC Inlet Capacity - Proposed Basins - PROJECT: 116th & CollegeSTORM: 10 YearJOB #: 2016-225COMPUTED 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 SEWER5/24/18n = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL CalculationsW:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\[2016-225-ST.xlsx]HGL103 102 1.68 167 12 0.2212 851.00 846.10 846.90Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.37 0.430 2.139 846.68 846.90 846.90102 101 1.68 166 12 0.2212 849.79 845.45 846.25Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.07 0.37 0.439 2.139 846.15 846.25 846.25101 EX 1 1.68 12 12 0.2212 850.00 844.80 845.71Solid 0.00 90° Bend 0.50 Pond 0.90 0.10 0.03 0.126 2.139 845.71 845.60 845.71131 130 0.10 26 12 0.0008 853.29 849.80 851.74Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.000 0.125 851.74 850.60 851.74130 118 0.29 41 12 0.0068 853.10 849.60 851.74Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.00 0.00 0.005 0.374 851.74 850.40 851.74218 118 0.29 35 12 0.0068 853.98 850.20 851.73Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.004 0.374 851.73 851.00 851.73118 114 1.18 75 12 0.1082 853.52 849.35 851.73Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.08 0.110 1.496 851.73 850.15 851.73116 115 1.18 106 12 0.1082 853.30 849.65 851.89Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.11 0.144 1.496 851.89 850.45 851.89115 114 2.33 60 15 0.1292 853.20 849.15 851.74Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.05 0.08 0.124 1.897 851.74 850.15 851.74114 113 3.47 92 15 0.2868 853.70 848.95 851.62Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.12 0.26 0.389 2.827 851.62 849.95 851.62113 213 4.37 83 15 0.4556 853.60 848.60 851.23Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.17 0.38 0.548 3.562 851.23 849.60 851.23213 134 4.84 13 15 0.5580 853.80 848.10 850.68Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.21 0.07 0.275 3.943 850.68 849.10 850.68214 134 0.64 21 12 0.0317 854.13 850.40 851.20Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.01 0.015 0.810 850.42 851.20 851.20127 126 0.39 10 12 0.0120 853.30 849.65 850.46Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.004 0.499 850.46 850.45 850.46126 125 0.39 128 12 0.0120 853.80 849.50 850.46Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.00 0.02 0.019 0.499 850.46 850.30 850.46125 124 0.96 47 12 0.0726 853.20 849.00 850.44Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.02 0.03 0.059 1.225 850.44 849.80 850.44124 123 1.46 105 12 0.1673 854.30 848.75 850.38Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.06 0.18 0.232 1.861 850.38 849.55 850.38123 122 1.78 74 18 0.0286 854.00 847.95 850.15Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.02 0.02 0.041 1.007 850.15 849.15 850.15122 121 13.32 12 24 0.3448 853.55 847.65 850.11Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.24 0.04 0.280 4.240 850.11 849.25 850.11121 120 13.32 21 24 0.3448 853.80 847.50 849.83Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.17 0.07 0.240 4.240 849.83 849.10 849.83120 220 13.46 8 24 0.3520 853.90 847.35 849.59Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.24 0.03 0.270 4.284 849.59 848.95 849.59220 219 13.46 20 24 0.3520 853.70 847.25 849.32Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.23 0.07 0.298 4.284 849.32 848.85 849.32219 119 13.46 25 24 0.3520 854.08 847.10 849.02Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.28 0.09 0.371 4.284 849.02 848.70 849.02132 122 2.55 172 12 0.5079 853.35 849.50 851.12Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.14 0.88 1.014 3.242 851.12 850.30 851.12233 132 0.39 21 12 0.0120 853.43 849.70 851.13Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.006 0.499 851.13 850.50 851.13232 132 0.98 21 12 0.0751 853.43 849.70 851.16Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.02 0.037 1.247 851.16 850.50 851.16139 138 0.39 189 12 0.0120 853.40 850.20 851.33Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.02 0.026 0.499 851.33 851.00 851.33138 137 1.47 80 12 0.1700 852.80 849.50 851.30Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.07 0.14 0.204 1.876 851.30 850.30 851.30137 136 2.00 10 12 0.3121 853.45 849.15 851.10Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.03 0.117 2.541 851.10 849.95 851.10136 135 2.94 41 15 0.2057 853.65 848.90 850.98Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.09 0.08 0.173 2.394 850.98 849.90 850.98135 134 3.50 95 15 0.2914 854.00 848.70 850.81Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.13 0.28 0.402 2.849 850.81 849.70 850.81134 122 8.73 58 21 0.3018 854.05 847.95 850.41Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.18 0.299 3.629 850.41 849.35 850.41 PROJECT: 116th & CollegeSTORM: 10 YearJOB #: 2016-225COMPUTED 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 SEWER5/24/18n = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL CalculationsW:\Onyx & East\2016-225-S Onyx & East- 116th & College\Design\Calcs\[2016-225-ST.xlsx]HGL141 136 0.88 24 12 0.0609 853.70 850.00 851.01Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.01 0.031 1.122 851.01 850.80 851.01236 135 0.54 22 12 0.0227 853.96 850.20 851.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.00 0.011 0.686 850.82 851.00 851.00235 135 0.02 19 12 0.0000 853.95 850.20 851.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.000 0.026 850.81 851.00 851.00110 EX 2 0.39 25 12 0.0120 849.50 844.40 #N/AGrate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.006 0.499 #N/A 845.20 #N/A