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Home My WebLink AboutDrainage Report (V2) TECHNICAL REPORT Carmel Elementary Reconstruction 101 4th Avenue SE, Carmel, Indiana 46032 Karen K. Collins, PE Indiana registration No. 10404538 PREPARED FOR CARMEL CLAY SCHOOLS 5201 EAST MAIN STREET CARMEL, IN 46033 November 2019 8365 Keystone Crossing, Suite 201 Indianapolis, Indiana 46240 Phone: (317) 202-0864 Fax: (317)202-0908 Revised January 2020 CARMEL ELEMENTARY SCHOOL TABLE OF CONTENTS TECHNICAL BRIEF Includes maps: FEMA FIRM (Flood Insurance Rate Map) Flood Zone Map Zoning Map Land Classification Map Soils Map Retention Table PROPOSED DRAINAGE AREA MAP Appendix A STORM WATER SEWER INLET CALCULATIONS Appendix B STORM WATER SEWER HYDRAULIC CALCULATIONS Appendix C EXISTING DRAINAGE MODEL (8 SUB-BASINS) Appendix D PROPOSED DRAINAGE MODEL (8 SUB-BASINS) INCLUDING DETENTION CALCULATIONS Appendix E WATER QUALITY CALCULATIONS Appendix F DETAILS OF XCELERATOR XC-5 & XC-6 & DETENTION STRUCTURE Appendix G EXHIBIT: 100-YEAR PONDING LIMITS Appendix H CARMEL ELEMENTARY SCHOOL 1 | Page ABSTRACT This Technical Brief pertaining to storm water drainage has been prepared for the purposes of demonstrating governmental compliance with the current technical rules, regulations and requirements of the governing authorities, in particular elements applicable to storm water management including detention, water quality treatment and / or best management practices (BMPs). The City of Carmel is taking the lead as the primary governing jurisdictional body (as well as also having jurisdictional authority governing potable water and sanitary sewer to this site). The total area of the site is 16.09 acres. The existing site is already in-use as an elementary school and owned by Carmel Clay Schools (CCS). CCS proposes to improve this land with a new elementary school to replace the existing one, and to retire the existing baseball fields named Wodock Fields. There is one existing and proposed entrance on 4th Avenue. A future second proposed entrance may be coming from the south, from Lincoln Court. The four (4) baseball fields to be retired are to be replaced by four (4) proposed little league baseball fields at the new elementary school proposed at 12025 Clay Center Road. The storm water detention pond is designed as an underground structure consisting of 7-foot diameter perforated CMP pipes. Storm water topics which shall be addressed and demonstrated in compliance include drainage area delineation, retention calculations, hydraulic grade line calculations, water quality calculations, and inlet calculations. CARMEL ELEMENTARY SCHOOL 2 | Page FLOOD MAP ZONE The FIRM Map Panel No. 18057C0226G dated November 11, 2019 indicates that this watershed falls entirely within Flood Zones X. Flood Hazard zone X includes areas that are determined to be outside the 0.2% annual chance of flood. FEMA FIRM Map 18057C0226G CARMEL ELEMENTARY SCHOOL 3 | Page ZONING The project is in the R-2 residential zoning district, as shown in the below map, taken from the Carmel GIS Viewer. City of Carmel Zoning Map CARMEL ELEMENTARY SCHOOL 4 | Page SOILS The existing soils include two primary classifications: Crosby Silt Loam (0 to 2 percent slopes) and Miami Silt Loam (2 to 6 percent slopes). The two soils account for 100% of the site area, with Crosby Silt Loam dominating (95%). CARMEL ELEMENTARY SCHOOL 5 | Page The hydrologic soil group designation is our interest here. We have C /D and C soils, with C/D being 95% or more of this development. The standard engineering protocol is to downgrade to the lowest possible class if there is a choice to make, and the lowest is hydrologic soil group D. For simplicity and to be conservative, Class / type D soil causes the most runoff and is therefore CARMEL ELEMENTARY SCHOOL 6 | Page accepted as being the most conservative class / type to select for engineering studies / calculations such as these. Detailed Descriptions of the primary site soil types are as follows: CrA Crosby silt loam, 0 to 2 percent slopes This is a somewhat poorly drained soil with a seasonal high water table at 0.5 to 2.0 ft. This soil is located on rises on till plains; slopes are 0 to 2 percent. The native vegetation is hardwood forest. The surface layer is silt loam and has moderately low to moderate organic matter content (1.0 to 3.0 percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer above 60 inches. Available water capacity is moderate (6.2 inches in the upper 60 inches). The pH of the surface layer in non-limed areas is 5.1 to 6.5. Droughtiness and wetness are concerns for crops production. This soil responds well to tile drainage; it is designated potentially highly erodible (class 2) in the Highly Erodible Land (HEL) classification system. MmB2 Miami silt loam, 2 to 6 percent slopes, eroded This is a moderately well drained soil with a seasonal high water table at 2.0 to 3.5 feet and is on side slopes and rises on uplands. Slopes are 2 to 6 percent. The native vegetation is hardwoods. The surface layer is silt loam and has moderately low organic matter content (1.0 to 2.0 percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer above 60 inches. Available water capacity is low (5.7 inches in the upper 60 inches). The pH of the surface layer in non-limed areas is 5.1 to 6.0. Droughtiness and water erosion are management concerns for crop production. STORM WATER SEWERS AND INLETS Storm water sewer inlet calculations and hydraulic grade line calculations have been prepared which demonstrate that the proposed storm water sewer system (inlets and pipes) has been properly designed to both intercept and convey the rational method 10-year storm event and therefore is compliant per City of Carmel standards. CAPACITY AND ACCEPTANCE OF DOWNSTREAM RECEIVING STORM WATER SYSTEM It is proposed that the detention basin will discharge to the north by pipe to an existing closed storm sewer system that leads to Main Street and ultimately to Cool Creek. This does not connect directly to a Hamilton County regulated drain. There are 8 sub-basins considered for the purposes of storm water modelling as it relates to detention. All 8 sub-basins appear to drain to Cool Creek watershed. Per meeting and pre- approval with the City of Carmel Engineering personnel, the retention basin allowable release CARMEL ELEMENTARY SCHOOL 7 | Page rate is based upon not increasing actual existing flows to all points of consideration. This means that the 0.1 cfs / acre 10-year storm and 0.3 cfs / acre 100-year storm are not applicable. It should be noted that a small section of the overall catchment will drain to White River – Carmel Creek. This area will be reduced in the proposed condition as shown in the detention results. USGS Map: FISHERS (CARMEL USGS map is immediately west of this map) It is proposed that this development will connect to an existing 18-inch pipe that is heading through the Library property to the north and thence toward Main Street and ultimately to Cool Creek. CARMEL ELEMENTARY SCHOOL 8 | Page WATER QUALITY The storm water for the site will be treated by a treatment train. Three Aquashield Xcelerators are proposed to treat 3 separate pipe systems, as well as a detention (isolator row qualifies and a second treatment BMP). Storm water sewer water quality calculations have been prepared which demonstrate that the proposed storm water sewer system (inlets and pipes) including water quality devices (Best Management Practices)(BMPs) has been properly designed to treat the 1-inch 24-hour Type 2 SCS / NRCS rainfall event and therefore is compliant per City of Carmel standards. Proposed site disturbance is approximately 15 acres. Water quality devices are able to be employed to treat the maximum extent practicable. Approximately 2.0 acres of disturbed area (of the 15.0 acres to be disturbed) is proposed to be released without treatment due to site grading constraints and grandfather-clause equivalency of classification as it relates to existing improvements being modified. DETENTION INCLUDING MODELING AND RELEASE Detention is provided with a maximum release rate of as currently developed, as pre-approved in a meeting with Carmel Engineering. A bottom of detention pipe system is planned with an elevation of 843.8 feet (existing pipe flowline to be connected to). 7.76 feet above that, 850.56 is proposed as the 100-year (1% annual chance) high water surface elevation. An outlet structure has been determined to not be required because the existing 18-inch outlet pipe restricts the flow sufficiently to stay under the existing release rates, and to safeguard against causing flooding to the maximum extent practicable. HydroCAD was used to model the detention. SUMMARY All inlets pipes, and detention basin have been designed in accordance with the most current requirements. Detailed detention results are shown on the following table. It has been demonstrated that every point of consideration has been designed in a way to cause less flow to occur. This applies to all 8 drainage points of consideration. At the outfall point called “Piped North”, in the existing model the 100-year flow rate is 63.68 cfs. In the proposed model the flow rate is 21.34 cfs. This is 1/3 of the original amount piped north. CARMEL ELEMENTARY SCHOOL 9 | Page CARMEL ELEMENTARY SCHOOL APPENDIX A: PROPOSED DRAINAGE AREA MAP TSTOPSTOP DO NOTENTERSTOP123 4567891012345678910STOPSTOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7PROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENTNO PARKINGNO PARKINGNO PARKINGH.Pt.4TH AVENUESTOPSTOP DO NOTENTERSTOP123 4567891012345678910STOPSTOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7PROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENT0.47 AC IMP0.00 AC PERV0.62 AC IMP0.01 AC PERV0.22 AC IMP0.15 AC PERV0.31 AC IMP0.07 AC PERV0.40 AC IMP0.74 AC PERV0.00 AC IMP0.20 AC PERV0.04 AC IMP0.37 AC PERV0.23 AC IMP0.05 AC PERV0.02 AC IMP0.14 AC PERV0.07 AC IMP0.06 AC PERV0.21 AC IMP0.10 AC PERV0.1 9 A C I M P 0.0 1 A C P E R V0.11 AC IMP0.29 AC PERV0.14 AC IMP0.03 AC PERV0.21 AC IMP0.11 AC PERV0.15 AC IMP0.07 AC PERV0.24 AC IMP0.02 AC PERV0.27 AC IMP0.23 AC PERV0.20 AC IMP0.04 AC PERV0 . 1 7 AC IM P 0 . 0 7 A C P ER V 0.04 AC IMP0.10 AC PERV0.30 AC IMP0.00 AC PERV0.28 AC IMP0.00 AC PERV0.14 AC IMP0.00 AC PERV0.14 AC IMP0.00 AC PERV0.72 AC IMP0.00 AC PERV0.05 AC IMP0.03 AC PERV0.15 AC IMP0.00 AC PERV0.12 AC IMP0.18 AC PERV0.27 AC IMP0.00 AC PERV0.14 AC IMP0.00 AC PERV0.14 AC IMP0.00 AC PERV0.09 AC IMP0.00 AC PERV0.05 AC IMP0.01 AC PERV0.18 AC IMP0.03 AC PERV0.12 AC IMP0.08 AC PERV 0.02 AC IMP 0.05 AC PERV 0.14 AC IMP0.00 AC PERV0.04 AC IMP0.00 AC PERV0.04 AC IMP0.05 AC PERV0 . 0 1 AC IMP 0 . 0 6 AC PER V 0.05 AC IMP0.00 AC P E R V 0.02 AC IMP0.00 AC PER V 0.04 AC IMP0.00 AC PERV0.03 AC IMP0.01 AC PERV0.01 AC IMP0.63 AC PERV0.00 AC IMP0.47 AC PERV0.00 AC IMP 0.49 AC PERV 0.00 AC IMP0.24 AC PERV 0.01 AC IMP0.04 AC PERV0.02 AC IMP0.14 AC PERV0.33 AC IMP0.66 AC PERV0.21 AC IMP0.09 AC PERV0.17 AC IMP0.18 AC PERV0 . 0 9 AC IM P 0 . 0 2 AC P E R V 0.16 AC IMP0.04 AC PERV0.04 OFFSITE IMP0.28 AC IMP0.22 AC PERV0.00 AC IMP0.32 AC PERV0.00 AC IMP0.33 AC PERVSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201 Indianapolis, IN. 46240 (317) 202-0864 PROPOSED DRAINAGE AREASP101-03-201"= 60'South nodeSto SouthEast nodeEto EastSWto SWNorth collector nodePiped NorthDetention BasinNWto NWto North- toOffsiteInletto North- toOnsiteInletto Detnto North -to OffsiteInletto North -to 4th AveSTM 713STM 773STM 780STM 785STM 784STM 781S TM 7 8 2 S TM 7 7 5 S TM 7 8 6 STM724STM 714STM 723STM 715STM716STM 726STM 788STM 728STM 718STM 720S TM 7 2 7 STM729STM 730STM753STM760STM747STM746STM744STM 743STM 7 8 3 S TM 7 7 8 STM 757STM747STM759STM727STM 728STM 722STM749STM749STM758STM779S TM 7 8 7STM759STM749 STM717STM716EX INLETSTM724S TM 7 7 7 TSTOPSTOP DO NOTENTERSTOPSTOPSTOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7PROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENTRDRDNO PARKINGNO PARKINGNO PARKINGH.Pt.OHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHU OHU OHU OHU OHU OHU OHU OHU OHU OHUOHUEEE E 4TH AVENUESTOPSTOP DO NOTENTERSTOPSTOPSTOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7PROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENTSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201 Indianapolis, IN. 46240 (317) 202-0864 PROPOSED OVERALL DRAINAGE AREASP101-03-201"= 60'South nodeSto SouthEast nodeEto EastSWto SWNorth collector nodePiped NorthDetention BasinNWto NWto North- toOffsiteInletto North- toOnsiteInletto Detnto North -to OffsiteInletto North -to 4th AveEX INLETCN=80CN=80CN=80CN=80CN=91CN=80CN=80CN=80CN=92CN=91CN=93CN=80 CARMEL ELEMENTARY SCHOOL APPENDIX B: EXISTING DRAINAGE AREA MAP Xref .\Xref\Carmel_Ground Floor_2019-09-12.dwg 4TH AVENUE Xref .\Xref\Carmel_Ground Floor_2019-09-12.dwg0.06 AC IMP1.99 AC PERV0.08 AC IMP2.55 AC PERV0.02 AC IMP2.81 AC PERV0.00 AC IMP0.71 AC PERV 4.58 AC IMP1.60 AC PERV0.04 AC OFFSITE IMP0.38 AC IMP0.15 AC PERV0.06 AC IMP0.40 AC PERV0.49 AC IMP0.17 AC PERVPIPEDTONORTHPiped North nodeTOOFFSITEINLETTOONSITEINLETTO 4TH AVEESSWNWtoNWNorth - to NE - toOnsite InlettoNorth -toOffsiteInletto Eastto SWto SouthEast nodetoNorth -to4thAveNorth collector nodeSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201 Indianapolis, IN. 46240 (317) 202-0864 EXISTING DRAINAGE AREASE101-02-201"= 120'South node CARMEL ELEMENTARY SCHOOL APPENDIX C: STORM WATER SEWER INLET CALCULATIONS Inlet calculations & areas summed to detention, plus splits to BMP treatment #1: Xcelerators: one (1) XC-5 & two (2) XC-6 units Project 19012L 4th Ave Carmel School by Mark Kilgore, P.E. 10-yr x 1.9= 10-yr surface 10-yr 10-yr 100-yr 100-yr 100-yr available total flow flow flow flow flow flow flow ponding to inlet to inlet into inlet past inlet to inlet into inlet past inlet (ft/ft)(ft)imperv pervious Area I (cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) program #C3D #slope depth acres acres x C (in/hr)Q= CIA Q= CIA intaken bypass Q= CIA intaken bypass inlet chosen to XC area 726 to 725 726 0.10 0.30 0.00 0.27 7.20 1.94 0.39 0.39 0.00 0.74 0.74 0.00 24" Nyloplast 1 725 to 717 725 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 729 to 727 729 0.50 0.05 0.03 0.05 7.20 0.37 0.37 0.37 0.00 0.70 0.70 0.00 24" Nyloplast 1 728 to 727 728 0.80 0.19 0.05 0.18 7.20 1.30 0.43 0.43 0.00 0.82 0.82 0.00 24" Nyloplast 1 727 to 719 727 0.80 0.15 0.06 0.15 7.20 1.06 0.26 0.26 0.00 0.50 0.50 0.00 GI R3405 1 724 to 723 724 0.50 0.18 0.10 0.18 7.20 1.31 1.31 1.31 0.00 2.49 2.49 0.00 GI R3405 1 723 to 714 723 0.50 0.07 0.06 0.08 7.20 3.40 3.40 3.40 0.00 6.46 6.46 0.00 GI R3405 1 730 to 721 730 0.10 0.27 0.00 0.24 7.20 1.75 0.52 0.52 0.00 1.00 0.75 0.25 24" Nyloplast 1 722 to 721 722 n/a 0.14 0.00 0.13 7.20 0.91 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 721 to 720 721 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 720 to 719 720 1.30 0.62 0.01 0.56 7.20 4.03 4.03 4.03 0.00 7.66 7.66 0.00 GI R3405 1 719 to 718 719 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 718 to 717 718 1.30 0.47 0.00 0.42 7.20 3.05 3.05 3.05 0.00 5.79 5.79 0.00 GI R3405 1 717 to 716 717 0.50 0.01 0.04 0.02 7.20 0.12 0.12 0.12 0.00 0.23 0.23 0.00 GI R3405 1 716 to 715 716 0.50 0.16 0.05 0.15 7.20 1.11 0.28 0.28 0.00 0.53 0.53 0.00 GI R3405 1 715 to 714 715 0.50 0.02 0.14 0.05 7.20 0.33 0.33 0.33 0.00 0.63 0.63 0.00 GI R3405 1 714 to 731 714 0.50 0.23 0.05 0.22 7.20 1.56 1.56 1.56 0.00 2.97 2.97 0.00 GI R3405 1 713 to 731 713 1.50 0.40 0.74 0.51 7.20 3.66 3.66 3.66 0.00 6.95 6.95 0.00 GI R3405 1 731 to 712 731 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 712 to 710 712 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 1 711 to 710 711 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-6 1 710 to end 710 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 1 3.26 1.33 ac imp ac perv 757 to 756 757 0.70 0.21 0.09 0.21 7.20 1.49 1.49 1.49 0.00 2.83 2.83 0.00 CI R3010 2 760 to 748 760 0.50 0.12 0.18 0.14 7.20 1.04 1.04 1.04 0.00 1.97 1.97 0.00 CI R3010 2 759 to 748 759 0.50 0.77 0.01 0.70 7.20 5.00 0.35 0.35 0.00 0.67 0.67 0.00 GI R3405 2 758 to 759 758 n/a 0.04 0.00 0.04 7.20 0.26 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 761 to 750 761 1.00 0.05 0.00 0.05 7.20 0.32 0.32 0.32 0.00 0.62 0.62 0.00 GI R3405 AM GT 2 762 to 751 762 0.50 0.02 0.00 0.02 7.20 0.13 0.03 0.03 0.00 0.05 0.05 0.00 GI R3405 2 753 to 752 753 0.50 0.22 0.15 0.23 7.20 1.64 1.64 1.64 0.00 3.12 3.12 0.00 CI R3010 2 752 to 751 752 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 751 to 750 751 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 750 to 749 750 n/a 0.09 0.00 0.08 7.20 0.58 0.58 0.58 0.00 1.11 1.11 0.00 MH 2 749 to 748 749 0.50 0.31 0.07 0.29 7.20 2.11 2.11 2.11 0.00 4.01 4.01 0.00 CI R3010 2 748 to 747 748 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 747 to 756 747 0.50 0.27 0.23 0.29 7.20 2.08 2.08 2.08 0.00 3.95 3.95 0.00 CI R3010 2 756 to 745 756 0.50 0.12 0.08 0.12 7.20 0.89 0.89 0.89 0.00 1.70 1.70 0.00 CI R3010 2 745 to 743 745 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 744 to 745 744 0.90 0.21 0.10 0.21 7.20 1.50 1.50 1.50 0.00 2.86 2.86 0.00 CI R3010 2 743 to 734 743 0.90 0.17 0.18 0.19 7.20 1.36 1.36 1.36 0.00 2.59 2.59 0.00 CI R3010 2 736 to 735 736 1.00 0.02 0.14 0.05 7.20 0.33 0.33 0.33 0.00 0.63 0.63 0.00 GI R3405 2 735 to 734 735 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 734 to 742 734 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 742 to 732 742 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 2 733 to 732 733 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-5 2 732 to end 732 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 2 2.62 1.23 ac imp ac perv 783 to 780 783 0.50 0.19 0.01 0.17 7.20 1.25 0.12 0.12 0.00 0.24 0.24 0.00 CI R3010 3 786 to 775 786 0.40 0.16 0.04 0.15 7.20 1.09 1.09 1.09 0.00 2.08 2.08 0.00 CI R3010 3 782 to 781 782 0.50 0.24 0.02 0.22 7.20 1.58 1.58 1.58 0.00 3.01 3.01 0.00 CI R3010 3 788 to 776 788 0.10 0.28 0.00 0.25 7.20 1.81 0.54 0.54 0.00 1.03 0.75 0.28 24" Nyloplast 3 787 to 782 787 0.50 0.09 0.02 0.09 7.20 0.61 0.61 0.61 0.00 1.16 1.16 0.00 CI R3010 3 785 to 784 785 0.50 0.11 0.29 0.16 7.20 1.13 1.13 1.13 0.00 2.15 2.15 0.00 CI R3010 3 784 to 781 784 0.50 0.14 0.03 0.13 7.20 0.95 0.95 0.95 0.00 1.81 1.81 0.00 CI R3010 3 781 to 780 781 0.50 0.21 0.11 0.21 7.20 1.52 1.52 1.52 0.00 2.89 2.89 0.00 CI R3010 3 780 to 773 780 1.10 0.04 0.37 0.11 7.20 0.79 0.79 0.79 0.00 1.50 1.50 0.00 GI R3405 3 779 to 778 779 0.30 0.21 0.01 0.19 7.20 1.38 0.22 0.22 0.00 0.42 0.42 0.00 24" Nyloplast 3 778 to 777 778 0.50 0.20 0.04 0.19 7.20 1.35 1.35 1.35 0.00 2.57 2.57 0.00 CI R3010 3 777 to 776 777 0.50 0.17 0.07 0.17 7.20 1.20 1.20 1.20 0.00 2.28 2.28 0.00 CI R3010 3 776 to 775 776 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 3 775 to 781 775 0.50 0.15 0.07 0.15 7.20 1.07 1.07 1.07 0.00 2.04 2.04 0.00 CI R3010 3 773 to 772 773 1.10 0.33 0.66 0.43 7.20 3.09 3.09 3.09 0.00 5.87 5.87 0.00 GI R3405 3 772 to 770 772 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 3 771 to 770 771 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-6 3 770 to end 770 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 3 2.52 1.74 ac imp ac perv ex inlet 853.16 0.80 0.00 0.20 0.04 7.20 0.29 0.29 0.29 0.00 0.55 0.55 0.00 GI R3405 none 8.40 4.50 ac imp ac perv CARMEL ELEMENTARY SCHOOL APPENDIX D: STORM WATER SEWER HYDRAULIC CALCULATIONS CARMEL ELEMENTARY SCHOOL APPENDIX E: EXISTING DRAINAGE MODEL (8 SUB-BASINS) Xref .\Xref\Carmel_Ground Floor_2019-09-12.dwg 4TH AVENUE Xref .\Xref\Carmel_Ground Floor_2019-09-12.dwg0.06 AC IMP1.99 AC PERV0.08 AC IMP2.55 AC PERV0.02 AC IMP2.81 AC PERV0.00 AC IMP0.71 AC PERV 4.58 AC IMP1.60 AC PERV0.04 AC OFFSITE IMP0.38 AC IMP0.15 AC PERV0.06 AC IMP0.40 AC PERV0.49 AC IMP0.17 AC PERVPIPEDTONORTHPiped North nodeTOOFFSITEINLETTOONSITEINLETTO 4TH AVEESSWNWtoNWNorth - to NE - toOnsite InlettoNorth -toOffsiteInletto Eastto SWto SouthEast nodetoNorth -to4thAveNorth collector nodeSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201 Indianapolis, IN. 46240 (317) 202-0864 EXISTING DRAINAGE AREASE101-02-201"= 120'South node CARMEL ELEMENTARY SCHOOL APPENDIX F: PROPOSED DRAINAGE MODEL (8 SUB-BASINS) INCLUDING DETENTION CALCULATIONS TSTOPSTOP DO NOTENTERSTOP123 4567891012345678910STOPSTOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7PROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENTNO PARKINGNO PARKINGNO PARKINGH.Pt.4TH AVENUESTOPSTOP DO NOTENTERSTOP123 4567891012345678910STOPSTOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7PROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENT0.47 AC IMP0.00 AC PERV0.62 AC IMP0.01 AC PERV0.22 AC IMP0.15 AC PERV0.31 AC IMP0.07 AC PERV0.40 AC IMP0.74 AC PERV0.00 AC IMP0.20 AC PERV0.04 AC IMP0.37 AC PERV0.23 AC IMP0.05 AC PERV0.02 AC IMP0.14 AC PERV0.07 AC IMP0.06 AC PERV0.21 AC IMP0.10 AC PERV0.1 9 A C I M P 0.0 1 A C P E R V0.11 AC IMP0.29 AC PERV0.14 AC IMP0.03 AC PERV0.21 AC IMP0.11 AC PERV0.15 AC IMP0.07 AC PERV0.24 AC IMP0.02 AC PERV0.27 AC IMP0.23 AC PERV0.20 AC IMP0.04 AC PERV0 . 1 7 AC IM P 0 . 0 7 A C P ER V 0.04 AC IMP0.10 AC PERV0.30 AC IMP0.00 AC PERV0.28 AC IMP0.00 AC PERV0.14 AC IMP0.00 AC PERV0.14 AC IMP0.00 AC PERV0.72 AC IMP0.00 AC PERV0.05 AC IMP0.03 AC PERV0.15 AC IMP0.00 AC PERV0.12 AC IMP0.18 AC PERV0.27 AC IMP0.00 AC PERV0.14 AC IMP0.00 AC PERV0.14 AC IMP0.00 AC PERV0.09 AC IMP0.00 AC PERV0.05 AC IMP0.01 AC PERV0.18 AC IMP0.03 AC PERV0.12 AC IMP0.08 AC PERV 0.02 AC IMP 0.05 AC PERV 0.14 AC IMP0.00 AC PERV0.04 AC IMP0.00 AC PERV0.04 AC IMP0.05 AC PERV0 . 0 1 AC IMP 0 . 0 6 AC PER V 0.05 AC IMP0.00 AC P E R V 0.02 AC IMP0.00 AC PER V 0.04 AC IMP0.00 AC PERV0.03 AC IMP0.01 AC PERV0.01 AC IMP0.63 AC PERV0.00 AC IMP0.47 AC PERV0.00 AC IMP 0.49 AC PERV 0.00 AC IMP0.24 AC PERV 0.01 AC IMP0.04 AC PERV0.02 AC IMP0.14 AC PERV0.33 AC IMP0.66 AC PERV0.21 AC IMP0.09 AC PERV0.17 AC IMP0.18 AC PERV0 . 0 9 AC IM P 0 . 0 2 AC P E R V 0.16 AC IMP0.04 AC PERV0.04 OFFSITE IMP0.28 AC IMP0.22 AC PERV0.00 AC IMP0.32 AC PERV0.00 AC IMP0.33 AC PERVSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201 Indianapolis, IN. 46240 (317) 202-0864 PROPOSED DRAINAGE AREASP101-03-201"= 60'South nodeSto SouthEast nodeEto EastSWto SWNorth collector nodePiped NorthDetention BasinNWto NWto North- toOffsiteInletto North- toOnsiteInletto Detnto North -to OffsiteInletto North -to 4th AveSTM 713STM 773STM 780STM 785STM 784STM 781S TM 7 8 2 S TM 7 7 5 S TM 7 8 6 STM724STM 714STM 723STM 715STM716STM 726STM 788STM 728STM 718STM 720S TM 7 2 7 STM729STM 730STM753STM760STM747STM746STM744STM 743STM 7 8 3 S TM 7 7 8 STM 757STM747STM759STM727STM 728STM 722STM749STM749STM758STM779S TM 7 8 7STM759STM749 STM717STM716EX INLETSTM724S TM 7 7 7 CARMEL ELEMENTARY SCHOOL APPENDIX G: WATER QUALITY CALCULATIONS City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 10/01/2019 Version 14.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/01/2019 Version 14.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.30 4.68 6 XC-6 3.31 6.74 6 XC-7 4.50 9.16 6 XC-8 5.88 11.97 6 XC-9 7.44 15.14 6 XC-10 9.19 18.70 6 XC-11 11.12 22.63 6 AquaShield Aqua-Swirl Xcelerator1 XC-12 13.23 26.92 6 1 Installed in the configuration as reviewed by NJCAT only Inlet calculations & areas summed to detention, plus splits to BMP treatment #1: Xcelerators: one (1) XC-5 & two (2) XC-6 units Project 19012L 4th Ave Carmel School by Mark Kilgore, P.E. 10-yr x 1.9= 10-yr surface 10-yr 10-yr 100-yr 100-yr 100-yr available total flow flow flow flow flow flow flow ponding to inlet to inlet into inlet past inlet to inlet into inlet past inlet (ft/ft)(ft)imperv pervious Area I (cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) program #C3D #slope depth acres acres x C (in/hr)Q= CIA Q= CIA intaken bypass Q= CIA intaken bypass inlet chosen to XC area 726 to 725 726 0.10 0.30 0.00 0.27 7.20 1.94 0.39 0.39 0.00 0.74 0.74 0.00 24" Nyloplast 1 725 to 717 725 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 729 to 727 729 0.50 0.05 0.03 0.05 7.20 0.37 0.37 0.37 0.00 0.70 0.70 0.00 24" Nyloplast 1 728 to 727 728 0.80 0.19 0.05 0.18 7.20 1.30 0.43 0.43 0.00 0.82 0.82 0.00 24" Nyloplast 1 727 to 719 727 0.80 0.15 0.06 0.15 7.20 1.06 0.26 0.26 0.00 0.50 0.50 0.00 GI R3405 1 724 to 723 724 0.50 0.18 0.10 0.18 7.20 1.31 1.31 1.31 0.00 2.49 2.49 0.00 GI R3405 1 723 to 714 723 0.50 0.07 0.06 0.08 7.20 3.40 3.40 3.40 0.00 6.46 6.46 0.00 GI R3405 1 730 to 721 730 0.10 0.27 0.00 0.24 7.20 1.75 0.52 0.52 0.00 1.00 0.75 0.25 24" Nyloplast 1 722 to 721 722 n/a 0.14 0.00 0.13 7.20 0.91 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 721 to 720 721 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 720 to 719 720 1.30 0.62 0.01 0.56 7.20 4.03 4.03 4.03 0.00 7.66 7.66 0.00 GI R3405 1 719 to 718 719 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 718 to 717 718 1.30 0.47 0.00 0.42 7.20 3.05 3.05 3.05 0.00 5.79 5.79 0.00 GI R3405 1 717 to 716 717 0.50 0.01 0.04 0.02 7.20 0.12 0.12 0.12 0.00 0.23 0.23 0.00 GI R3405 1 716 to 715 716 0.50 0.16 0.05 0.15 7.20 1.11 0.28 0.28 0.00 0.53 0.53 0.00 GI R3405 1 715 to 714 715 0.50 0.02 0.14 0.05 7.20 0.33 0.33 0.33 0.00 0.63 0.63 0.00 GI R3405 1 714 to 731 714 0.50 0.23 0.05 0.22 7.20 1.56 1.56 1.56 0.00 2.97 2.97 0.00 GI R3405 1 713 to 731 713 1.50 0.40 0.74 0.51 7.20 3.66 3.66 3.66 0.00 6.95 6.95 0.00 GI R3405 1 731 to 712 731 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 712 to 710 712 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 1 711 to 710 711 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-6 1 710 to end 710 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 1 3.26 1.33 ac imp ac perv 757 to 756 757 0.70 0.21 0.09 0.21 7.20 1.49 1.49 1.49 0.00 2.83 2.83 0.00 CI R3010 2 760 to 748 760 0.50 0.12 0.18 0.14 7.20 1.04 1.04 1.04 0.00 1.97 1.97 0.00 CI R3010 2 759 to 748 759 0.50 0.77 0.01 0.70 7.20 5.00 0.35 0.35 0.00 0.67 0.67 0.00 GI R3405 2 758 to 759 758 n/a 0.04 0.00 0.04 7.20 0.26 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 761 to 750 761 1.00 0.05 0.00 0.05 7.20 0.32 0.32 0.32 0.00 0.62 0.62 0.00 GI R3405 AM GT 2 762 to 751 762 0.50 0.02 0.00 0.02 7.20 0.13 0.03 0.03 0.00 0.05 0.05 0.00 GI R3405 2 753 to 752 753 0.50 0.22 0.15 0.23 7.20 1.64 1.64 1.64 0.00 3.12 3.12 0.00 CI R3010 2 752 to 751 752 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 751 to 750 751 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 750 to 749 750 n/a 0.09 0.00 0.08 7.20 0.58 0.58 0.58 0.00 1.11 1.11 0.00 MH 2 749 to 748 749 0.50 0.31 0.07 0.29 7.20 2.11 2.11 2.11 0.00 4.01 4.01 0.00 CI R3010 2 748 to 747 748 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 747 to 756 747 0.50 0.27 0.23 0.29 7.20 2.08 2.08 2.08 0.00 3.95 3.95 0.00 CI R3010 2 756 to 745 756 0.50 0.12 0.08 0.12 7.20 0.89 0.89 0.89 0.00 1.70 1.70 0.00 CI R3010 2 745 to 743 745 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 744 to 745 744 0.90 0.21 0.10 0.21 7.20 1.50 1.50 1.50 0.00 2.86 2.86 0.00 CI R3010 2 743 to 734 743 0.90 0.17 0.18 0.19 7.20 1.36 1.36 1.36 0.00 2.59 2.59 0.00 CI R3010 2 736 to 735 736 1.00 0.02 0.14 0.05 7.20 0.33 0.33 0.33 0.00 0.63 0.63 0.00 GI R3405 2 735 to 734 735 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 734 to 742 734 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2 742 to 732 742 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 2 733 to 732 733 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-5 2 732 to end 732 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 2 2.62 1.23 ac imp ac perv 783 to 780 783 0.50 0.19 0.01 0.17 7.20 1.25 0.12 0.12 0.00 0.24 0.24 0.00 CI R3010 3 786 to 775 786 0.40 0.16 0.04 0.15 7.20 1.09 1.09 1.09 0.00 2.08 2.08 0.00 CI R3010 3 782 to 781 782 0.50 0.24 0.02 0.22 7.20 1.58 1.58 1.58 0.00 3.01 3.01 0.00 CI R3010 3 788 to 776 788 0.10 0.28 0.00 0.25 7.20 1.81 0.54 0.54 0.00 1.03 0.75 0.28 24" Nyloplast 3 787 to 782 787 0.50 0.09 0.02 0.09 7.20 0.61 0.61 0.61 0.00 1.16 1.16 0.00 CI R3010 3 785 to 784 785 0.50 0.11 0.29 0.16 7.20 1.13 1.13 1.13 0.00 2.15 2.15 0.00 CI R3010 3 784 to 781 784 0.50 0.14 0.03 0.13 7.20 0.95 0.95 0.95 0.00 1.81 1.81 0.00 CI R3010 3 781 to 780 781 0.50 0.21 0.11 0.21 7.20 1.52 1.52 1.52 0.00 2.89 2.89 0.00 CI R3010 3 780 to 773 780 1.10 0.04 0.37 0.11 7.20 0.79 0.79 0.79 0.00 1.50 1.50 0.00 GI R3405 3 779 to 778 779 0.30 0.21 0.01 0.19 7.20 1.38 0.22 0.22 0.00 0.42 0.42 0.00 24" Nyloplast 3 778 to 777 778 0.50 0.20 0.04 0.19 7.20 1.35 1.35 1.35 0.00 2.57 2.57 0.00 CI R3010 3 777 to 776 777 0.50 0.17 0.07 0.17 7.20 1.20 1.20 1.20 0.00 2.28 2.28 0.00 CI R3010 3 776 to 775 776 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 3 775 to 781 775 0.50 0.15 0.07 0.15 7.20 1.07 1.07 1.07 0.00 2.04 2.04 0.00 CI R3010 3 773 to 772 773 1.10 0.33 0.66 0.43 7.20 3.09 3.09 3.09 0.00 5.87 5.87 0.00 GI R3405 3 772 to 770 772 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 3 771 to 770 771 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-6 3 770 to end 770 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 3 2.52 1.74 ac imp ac perv ex inlet 853.16 0.80 0.00 0.20 0.04 7.20 0.29 0.29 0.29 0.00 0.55 0.55 0.00 GI R3405 none 8.40 4.50 ac imp ac perv Suppressed Weir Calculation for Diversion Manhole by Mark Kilgore, P.E. Q= 3.33(L-0.2H)H^1.5 L=4.0 ft (4 ft diameter MH)(inside diameter) L H (ft)Q (cfs) 4.0 0.0 0.0 4.0 0.1 0.4 4.0 0.2 1.2 4.0 0.3 2.2 4.0 0.4 3.3 4.0 0.5 4.6 4.0 0.6 6.0 4.0 0.7 7.5 4.0 0.8 9.1 4.0 0.9 10.9 4.0 1.0 12.7 4.0 1.1 14.5 4.0 1.2 16.5 4.0 1.3 18.5 4.0 1.4 20.5 4.0 1.5 22.6 4.0 1.6 24.8 4.0 1.7 27.0 4.0 1.8 29.3 4.0 1.9 31.6 4.0 2.0 33.9 4.0 2.1 36.3 4.0 2.2 38.7 WQ flow=3.13 cfs 10-yr max flow=6.74 cfs per XC design table for XC-6 chosen To get 3.13 cfs into XC-6 HW=1.3 ft according to inlet control nomograph. So weir height =1.3 ft This means that at this height of weir, all flow goes into WQ unit:XC-6 To get 6.74 cfs into XC-6 HW=3.2 ft according to inlet control nomograph. If the HW got that high, then 6.74 cfs would enter the XC-6 and 1.9 ft would be the flow depth over the top of weir, causing 31.6 cfs to bypass over the top of weir. That would be a total flow of 38.31 cfs which is greater than a 10-yr storm event. In fact this is greater than a 100-yr storm event. 3.13 cfs 1-yr Estimate of 10-yr flow = 1.83 x 1-yr flow= 5.73 cfs 10-yr Therefore the design meets required criteria. 4 DIVERSION MANHOLE STRUCTURE 712 NOT TO SCALE 7' Ø MANHOLE Suppressed Weir Calculation by Mark Kilgore, P.E. Q= 3.33(L-0.2H)H^1.5 L=4.0 ft (4 ft diameter MH)(inside diameter) L H (ft)Q (cfs) 4.0 0.0 0.0 4.0 0.1 0.4 4.0 0.2 1.2 4.0 0.3 2.2 4.0 0.4 3.3 4.0 0.5 4.6 4.0 0.6 6.0 4.0 0.7 7.5 4.0 0.8 9.1 4.0 0.9 10.9 4.0 1.0 12.7 4.0 1.1 14.5 4.0 1.2 16.5 4.0 1.3 18.5 4.0 1.4 20.5 4.0 1.5 22.6 4.0 1.6 24.8 4.0 1.7 27.0 4.0 1.8 29.3 4.0 1.9 31.6 4.0 2.0 33.9 WQ flow=2.29 cfs 10-yr max flow=4.68 cfs XC-5 chosen To get 2.29 cfs into XC-5 HW=1.0 ft according to inlet control nomograph. So weir height =1.0 ft This means that at this height of weir, all flow goes into WQ unit:XC-5 To get 4.68 cfs into XC-5 HW=1.9 ft according to inlet control nomograph. If the HW got that high, then 4.68 cfs would enter the XC-5 and 0.9 ft would be the flow depth over the top of weir, causing 10.9 cfs to bypass over the top of weir. That would be a total flow of 15.54 cfs which is greater than a 10-yr storm event. In fact this is greater than a 100-yr storm event. 2.29 cfs 1-yr Estimate of 10-yr flow = 1.83 x 1-yr flow= 4.19 cfs 10-yr Therefore the design meets required criteria. 2 DIVERSION MANHOLE STRUCTURE 742 NOT TO SCALE 7' Ø MANHOLE Suppressed Weir Calculation for Diversion Manhole by Mark Kilgore, P.E. Q= 3.33(L-0.2H)H^1.5 L=4.0 ft (4 ft diameter MH)(inside diameter) L H (ft)Q (cfs) 4.0 0.0 0.0 4.0 0.1 0.4 4.0 0.2 1.2 4.0 0.3 2.2 4.0 0.4 3.3 4.0 0.5 4.6 4.0 0.6 6.0 4.0 0.7 7.5 4.0 0.8 9.1 4.0 0.9 10.9 4.0 1.0 12.7 4.0 1.1 14.5 4.0 1.2 16.5 4.0 1.3 18.5 4.0 1.4 20.5 4.0 1.5 22.6 4.0 1.6 24.8 4.0 1.7 27.0 4.0 1.8 29.3 4.0 1.9 31.6 4.0 2.0 33.9 4.0 2.1 36.3 4.0 2.2 38.7 WQ flow=2.31 cfs 10-yr max flow=6.74 cfs per XC design table for XC-6 chosen To get 2.31 cfs into XC-6 HW=1.0 ft according to inlet control nomograph. So weir height =1.0 ft This means that at this height of weir, all flow goes into WQ unit:XC-6 To get 6.74 cfs into XC-6 HW=3.2 ft according to inlet control nomograph. If the HW got that high, then 6.74 cfs would enter the XC-6 and 2.2 ft would be the flow depth over the top of weir, causing 38.7 cfs to bypass over the top of weir. That would be a total flow of 45.44 cfs which is greater than a 10-yr storm event. In fact this is greater than a 100-yr storm event. 2.31 cfs 1-yr Estimate of 10-yr flow = 1.83 x 1-yr flow= 4.23 cfs 10-yr Therefore the design meets required criteria. 3 DIVERSION MANHOLE STRUCTURE 772 NOT TO SCALE 7' Ø MANHOLE CARMEL ELEMENTARY SCHOOL APPENDIX H: DETAILS OF XCELERATORS XC-5 & XC-6 & DETENTION POND 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343Phone (888) 344-9044 Fax (423) 826-2112www.aquashieldinc.comStructure #:Drawn By:Scale:Date:6/26/2019RvwedRvw. DateU.S. Patent No. 6524473 and other Patent PendingAqua-Swirl XCeleratorAs ShownOFloresAqua-Swirl Stormwater Treatment SystemStandard DetailXC-5 CCW STDXC-5 STDAqua-Swirl Polymer Coated Steel (PCS)Stormwater Treatment System12 in[305 mm]Manhole Frame & Cover DetailFor Non-Traffic Areas OnlyNTS4 in[1219 mm] Min.Gravel BackfillConcreteWrap Compressible ExpansionJoint Material to a minimum1/2-inch [13 mm] thickness aroundtop of riser to allow transfer ofinadvertent loading frommanhole cover to concrete slab.RiserSoilCoverFrame1/2 in[13 mm]1/2 in[13 mm]Place small amount ofconcrete [3,000 psi [20MPa] (min)] to supportand level manhole frame.DO NOT allow manholeframe to rest upon riser.Backfill (90%Proctor Density)8 in[203 mm]4 1/2 in[114 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.Manhole Frame & Cover DetailFor Traffic Loading AreasNTSCoverFrame48 in[1219 mm] Min.Backfill (90%Proctor Density)3,000 psi [20 MPa](min) Concrete#4 [13 mm] Rebar@ 6 in [152 mm]Each Way30 in [762 mm]Riser1/2 in[13 mm]4 1/2 in[114 mm]14 in[356 mm]1/2 in [13 mm] ThickExpansion JointMaterialIf traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m]diameter, 14-inch [356 mm] thick reinforced concrete pad must beplaced over the Stormwater Treatment System Riser to support andlevel the manhole frame, as shown. The top of riser pipe must bewrapped with compressible expansion joint material to a minimum1/2-inch [13 mm] thickness to allow transfer of wheel loads frommanhole cover to concrete slab. Manhole cover shall bear on concreteslab and not on riser pipe. The concrete slab shall have a minimumstrength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm]reinforcing steel as shown. Minimum cover over reinforcing steel shallbe 1-inch [25 mm]. Top of manhole cover and concrete slab shall belevel with finish grade.Please see accompanied Aqua-Swirl specification notes. See SitePlan for actual System orientation. Approximate dry (pick) weight:2200 lbs [1000 kg].Backfill shall extend at least 18inches [457 mm] outward fromSwirl Concentrator and for thefull height of the SwirlConcentrator (including riser)extending laterally toundisturbed soils. (See MHDetail Below)BackfillBeddingUndisturbed soil18 in[457 mm]6 in[152 mm]11As an alternative, 42 in [1067 mm] diameter, HS-20/25rated precast concrete rings may be substituted. 14 in[356 mm] thickness must be maintained.XC-5 inlet/outlet pipe size ranges up to 30 in [762 mm].XC-5 chamber height may vary up to 111 in [2819 mm],depending on inlet/outlet pipe size.Orientation may vary from a minimum of 90° to amaximum of 180°. Clockwise or counterclockwiseorientation as needed.2332Plan ViewSCALE 1:40 72 in[1829 mm] 72 in[1829 mm] n30 in[762 mm] n30 in[762 mm]2Octagonal Base Plate Ø60 in[Ø1527 mm]Elevation ViewSCALE 1:40 63 in[16 mm] 111 in[2819 mm][914 mm][787 mm] 5 MH Frame[127 mm] n30 in[762 mm]Band Couplerby Manufacturer.(as needed)RiserManhole Frame andCover by Manufacturer.(See Details)Rim elevations tomatch finish grade.Pipe couplingby Contractor.12 in [305 mm]long Stub-outby Manufacturer.44el. VariesInlet/Outlet Invertel. Variesel. VariesGrade (Rim) el. VariesPipe couplingby Contractor.12 in [305 mm]long Stub-outby Manufacturer.180° n60 in[1524 mm]Projected ViewSCALE 1:70Optional inletorientations available(See note 4) 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343Phone (888) 344-9044 Fax (423) 826-2112www.aquashieldinc.comStructure #:Drawn By:Scale:Date:6/26/2019RvwedRvw. DateU.S. Patent No. 6524473 and other Patent PendingAqua-Swirl XCeleratorAs ShownOFloresAqua-Swirl Stormwater Treatment SystemStandard DetailXC-6 CCW STDXC-6 STDAqua-Swirl Polymer Coated Steel (PCS)Stormwater Treatment System12 in[305 mm]Manhole Frame & Cover DetailFor Non-Traffic Areas OnlyNTS4 in[1219 mm] Min.Gravel BackfillConcreteWrap Compressible ExpansionJoint Material to a minimum1/2-inch [13 mm] thickness aroundtop of riser to allow transfer ofinadvertent loading frommanhole cover to concrete slab.RiserSoilCoverFrame1/2 in[13 mm]1/2 in[13 mm]Place small amount ofconcrete [3,000 psi [20MPa] (min)] to supportand level manhole frame.DO NOT allow manholeframe to rest upon riser.Backfill (90%Proctor Density)8 in[203 mm]4 1/2 in[114 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.Manhole Frame & Cover DetailFor Traffic Loading AreasNTSCoverFrame48 in[1219 mm] Min.Backfill (90%Proctor Density)3,000 psi [20 MPa](min) Concrete#4 [13 mm] Rebar@ 6 in [152 mm]Each Way30 in [762 mm]Riser1/2 in[13 mm]4 1/2 in[114 mm]14 in[356 mm]1/2 in [13 mm] ThickExpansion JointMaterialIf traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m]diameter, 14-inch [356 mm] thick reinforced concrete pad must beplaced over the Stormwater Treatment System Riser to support andlevel the manhole frame, as shown. The top of riser pipe must bewrapped with compressible expansion joint material to a minimum1/2-inch [13 mm] thickness to allow transfer of wheel loads frommanhole cover to concrete slab. Manhole cover shall bear on concreteslab and not on riser pipe. The concrete slab shall have a minimumstrength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm]reinforcing steel as shown. Minimum cover over reinforcing steel shallbe 1-inch [25 mm]. Top of manhole cover and concrete slab shall belevel with finish grade.Please see accompanied Aqua-Swirl specification notes. See SitePlan for actual System orientation. Approximate dry (pick) weight:3000 lbs [1400 kg].Backfill shall extend at least 18inches [457 mm] outward fromSwirl Concentrator and for thefull height of the SwirlConcentrator (including riser)extending laterally toundisturbed soils. (See MHDetail Below)BackfillBeddingUndisturbed soil18 in[457 mm]6 in[152 mm]11As an alternative, 42 in [1067 mm] diameter, HS-20/25rated precast concrete rings may be substituted. 14 in[356 mm] thickness must be maintained.XC-6 inlet/outlet pipe size ranges up to 36 in [914 mm].XC-6 chamber height may vary up to 128 in [3251 mm],depending on inlet/outlet pipe size.Orientation may vary from a minimum of 90° to amaximum of 180°. Clockwise or counterclockwiseorientation as needed.2332Plan ViewSCALE 1:40 84 in[2134 mm] 84 in[2134 mm] n36 in[914 mm] n36 in[914 mm]2Octagonal Base Plate Ø72 in[Ø1832 mm]Elevation ViewSCALE 1:40 74 in[188 mm] 128 in[3251 mm][1067 mm][940 mm] 5 MH Frame[127 mm] n30 in[762 mm]Band Couplerby Manufacturer.(as needed)RiserManhole Frame andCover by Manufacturer.(See Details)Rim elevations tomatch finish grade.Pipe couplingby Contractor.12 in [305 mm]long Stub-outby Manufacturer.44el. VariesInlet/Outlet Invertel. Variesel. VariesGrade (Rim) el. VariesPipe couplingby Contractor.12 in [305 mm]long Stub-outby Manufacturer.180° n72 in[1829 mm]Projected ViewSCALE 1:70Optional inletorientations available(See note 4) ACCESS HATCHACCESS HATCHACCESS HATCH18"18"843.80843.80843.80844.20843.80 1.75" CCTYPCOIL WIDTHOPEN AREA = 3.33 SQ IN/SQ FT2.711"9@2.711" = 24.399"EDGE SPACING EQUAL ON BOTH SIDESNOTES:1.PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS.2.PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASEDON THE NOMINAL DIAMETER AND LENGTH OF PIPE.3.DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES.4.ALL HOLES 3/8"Ø.EXFILTRATION AREASTANDARD PERFORATION PATTERNSAPPROXIMATE AREA PER LINEAR FOOT OF PIPEPIPECORRUGATION PATTERN2 2/3" x 1/2"3" x 1"5" x 1"ULTRA FLO84"Ø85.5 SQ. IN.90.3 SQ. IN.87.9 SQ. IN.NOTES:·GAGE AND COATING LIMITATIONS APPLY. 5" x 1" IS NOT AVAILABLE INALUMINUM.·DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES.TYPICAL PERFORATION DETAILNOT TO SCALETYPICAL SECTION VIEWNOT TO SCALENOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THEPROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THEGEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THEPOTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THESURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THECORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION.84" TYP.36"TYP.27" SEE TYPICALBACKFILL DETAILNOTESLIMITS OFREQUIREDBACKFILL20 MIL PEIMPERMEABLELINER OVERTOP OF PIPE(IF REQUIRED)1MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE TRENCH WIDTH IS THE MINIMUM AMOUNT REQUIRED FOR PROPER INSTALLATION AND TO SUPPORT HORIZONTAL PRESSURE FROMTHE PIPE. THE MANUFACTURER'S SUGGESTED MINIMUM VALUE IS: 1.5D + 12".1aMINIMUM EMBANKMENT WIDTH (IN FEET) FOR INITIAL FILL ENVELOPE:3.0D BUT NO LESS THAN D + 4'0".2FOUNDATION SHALL BE WELL CONSOLIDATED & STABLE, CAPABLE OF SUPPORTING FILL MATERIAL LOAD.3OPEN-GRADED GRANULAR BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THEBOTTOM OF THE PIPE, 4" TO 6" IN DEPTH. SUGGESTED PARTICLE SIZE OF 1/2 CORRUGATION DEPTH.4CORRUGATED STEEL PIPE (CSP / HEL-COR).5HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION.5aTHE BACKFILL MATERIAL SHALL BE A FREE-DRAINING, ANGULAR, WASHED-STONE PER AASHTO M 43 SIZE #3 WITH A ½” - 2” PARTICLESIZE OR APPROVED EQUAL. MATERIAL SHALL BE PLACED IN 12" MAXIMUM LIFTS AND SHALL BE WORKED INTO THE PIPE HAUNCHES BYMEANS OF SHOVEL-SLICING, RODDING, AIR-TAMPER, VIBRATORY PLATE OR OTHER EFFECTIVE METHODS. COMPACTION IS CONSIDEREDADEQUATE WHEN A DENSITY EQUIVALENT TO 90% STANDARD PROCTOR IS ACHIEVED OR WHEN NO FURTHER YIELDING OF THEMATERIAL IS OBSERVED UNDER THE COMPACTOR OR UNDER FOOT. THE PROJECT ENGINEER OR HIS REPRESENTATIVE MUST BESATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE PIPE DEFLECTIONS ANDSETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO-LIFTDIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BEADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM.6INITIAL OPEN GRADED GRANULAR BACKFILL ABOVE PIPE MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE).SEE TABLE ABOVE.6aTOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OFFLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT.7FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONSPER THE ENGINEER OF RECORD.NOTES:·GEOTEXTILE SHOULD BE USED TO PREVENT SOIL MIGRATION INTO VARYING SOIL TYPES (PROJECT ENGINEER).·FOR MULTIPLE BARREL INSTALLATIONS THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE PIPE DIA. / 2 BUT NO LESS THAN12", OR 36" FOR PIPE DIAMETERS 72" AND LARGER.·CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING (TABLE C12.6.7-1).FINAL BACKFILLGRANULAR BACKFILL DIA M E T E R ( D )IN SITUDIAMETERMIN.COVERCORR.PROFILE6"-10"12"1 1/2" x 1/4"12"-48"12"2 2/3" x 1/2"54"-96"12"3" x 1", 5" x 1"102"-144"18"3" x 1", 5" x 1"LIMITS OF DRAIN ROCK MAY BEPLACED BELOW PIPE AS DEFINEDBY ENGINEER OF RECORD.FOUNDATION SPEC STILLAPPLIES AND BEDDING WILL BETHE FIRST 4" TO 6" BELOWINVERT4TYPICAL BACKFILL DETAILNOT TO SCALEEMBANKMENT CONDITIONTRENCH CONDITION66aBEDDINGFOUNDATIONPIPE EMBEDMENT 5a7532INITIAL FILL ENVELOPE 1 1a7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAX MAKCHECKED:DRAWN:MAKDESIGNED:APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AM SHEET NO.:OFP2 DATE:PROJECT No.:631048SEQ. No.:010PROPOSALCONTECHDRAWING84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010CARMEL ELEMETARYINDIANAPOLIS, INSITE DESIGNATION:The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor byContech Engineered Solutions LLC ("Contech"). Neither thisdrawing, nor any part thereof, may be used, reproduced ormodified in any manner without the prior written consent ofContech. Failure to comply is done at the user's own risk andContech expressly disclaims any liability or responsibility forsuch use.If discrepancies between the supplied information upon whichthe drawing is based and actual field conditions are encounteredas site work progresses, these discrepancies must be reportedto Contech immediately for re-evaluation of the design. Contechaccepts no liability for designs based on missing, incomplete orinaccurate information supplied by others.www.ContechES.com4REVISION DESCRIPTIONDATEMARKBY PIPE Ø 2'-6"PIPE Ø2'-6"PIPE Ø FRONTTYPICAL MANWAY DETAILNOT TO SCALE1'-0" MIN.48"Ø to 90"Ø FITTING REINFORCEMENTMAY BE REQUIRED BASED ON HEIGHT OFCOVER AND LIVE LOAD CONDITIONPLAN11/13/19 FLAT GASKETFLAT GASKETHUGGERBANDCONNECTION DETAIL(SBBS)2 2/3"x1/2" RE-ROLLED END HEL-COR PIPEH-12 HUGGER BAND DETAILNOT TO SCALEGENERAL NOTES:1.JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.2.BAND MATERIALS AND/OR COATING CAN VARY BY LOCATION. CONTACT YOUR CONTECH REPRESENTATIVE FOR AVAILABILITY.3.BANDS ARE SHAPED TO MATCH THE PIPE-ARCH WHEN APPLICABLE.4.BANDS ARE NORMALLY FURNISHED AS FOLLOWS:·12" THRU 48" 1-PIECE·54" THRU 96" 2-PIECES·102" THRU 144" 3-PIECES5.BAND FASTENERS ARE ATTACHED WITH SPOT WELDS, RIVETS OR HAND WELDS.6.ALL CMP IS REROLLED TO HAVE ANNULAR END CORRUGATIONS OF 2 2/3"x1/2"7.DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES.8.ORDER SHALL DESIGNATE GASKET OPTION, IF REQUIRED (SEE DETAILS ABOVE).SINGLE BAR,BOLT AND STRAP (SBBS)12 1/8"10 1/4"12" TECHCO BAND ANGLES 1/2" DIA. BOLT12" RISER BAND DETAILNOT TO SCALEPLAIN END CMP RISER PIPECONNECTION DETAIL7 1/2" TECHCO SHOWN - MAY VARYSTUB HEIGHT2'-0" RECOMMENDED12" MIN.MAINLINEPIPERISEREXTENSIONFLAT BAND SHOWN,MAY VARY (NOGASKET)GENERAL NOTES:1.DELIVERED BAND STYLE AND FASTENER TYPE MAY VARY BY FABRICATION PLANT.2.JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.3.BAND MATERIAL AND GAGE TO BE SAME AS RISER MATERIAL.4.IF RISER HAS A HEIGHT OF COVER OF 10' OR MORE, USE A SLIP JOINT.5.BANDS ARE NORMALLY FURNISHED AS FOLLOWS:·12" THRU 48" 1-PIECE·54" 2-PIECES6.ALL RISER JOINT COMPONENTS WILL BE FIELD ASSEMBLED.7.MANHOLE RISERS IN APPLICATIONS WHERE TRAFFIC LOADS ARE IMPOSED REQUIRE SPECIAL DESIGN CONSIDERATIONS.8.DIMENSIONS SUBJECT TO MANUFACTURING TOLERANCES.ELEVATION VIEWOF CMP AND RISER7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAX MAKCHECKED:DRAWN:MAKDESIGNED:APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AM SHEET NO.:OFP3 DATE:PROJECT No.:631048SEQ. No.:010PROPOSALCONTECHDRAWING84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010CARMEL ELEMETARYINDIANAPOLIS, INSITE DESIGNATION:The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor byContech Engineered Solutions LLC ("Contech"). Neither thisdrawing, nor any part thereof, may be used, reproduced ormodified in any manner without the prior written consent ofContech. Failure to comply is done at the user's own risk andContech expressly disclaims any liability or responsibility forsuch use.If discrepancies between the supplied information upon whichthe drawing is based and actual field conditions are encounteredas site work progresses, these discrepancies must be reportedto Contech immediately for re-evaluation of the design. Contechaccepts no liability for designs based on missing, incomplete orinaccurate information supplied by others.www.ContechES.com4REVISION DESCRIPTIONDATEMARKBY 11/13/19 MANHOLE CAP DETAILNOT TO SCALE8"11" TYP.2" COVER TYP.1" GAP (TYP. ALL SIDES)NOTES:1.DESIGN IN ACCORDANCE WITH AASHTO, 17thEDITION AND ACI 350.2.DESIGN LOAD HS25.3.EARTH COVER = 1' MAX.4.CONCRETE STRENGTH = 4,000 psi5.REINFORCING STEEL = ASTM A615, GRADE 60.6.PROVIDE ADDITIONAL REINFORCING AROUNDOPENINGS EQUAL TO THE BARS INTERRUPTED,HALF EACH SIDE. ADDITIONAL BARS TO BE IN THESAME PLANE.AA 2" COVER(TYP)SECTION VIEWROUND OPTION PLAN VIEWSQUARE OPTION PLAN VIEWØ CMP RISERINTERRUPTED BARREPLACEMENT,SEE NOTE 6.STANDARDREINFORCING,SEE TABLEOPENING INPROTECTIONSLAB FORACESS#4 DIAGONAL TRIMBAR (TYP. 4 PLACES),SEE NOTE 7.AINTERRUPTED BARREPLACEMENT, SEENOTE 6.BOPENING INPROTECTIONSLAB FORACCESS#4 DIAGONAL TRIMBAR (TYP. 4 PLACES),SEE NOTE 7.STANDARDREINFORCING,SEE TABLEGASKET MATERIALSUFFICIENT TO PREVENTSLAB FROM BEARING ONRISER TO BE PROVIDED BYCONTRACTOR.2" COVER(TYP.)ØBREINFORCING TABLEØ CMPRISERAB ØREINFORCING**BEARINGPRESSURE(PSF)24"4'Ø4'x4'26"#5 @ 10" OCEW#5 @ 10" OCEW2,5401,90030"4'-6"Ø4'-6" x 4'-6"32"#5 @ 10" OCEW#5 @ 9" OCEW2,2601,67036"5'Ø5' x 5'38"#5 @ 9" OCEW#5 @ 8" OCEW2,0601,50042"5'-6"Ø5'-6" x 5'-6"44"#5 @ 8" OCEW#5 @ 8" OCEW1,4901,37048"6'Ø6' x 6'50"#5 @ 7" OCEW#5 @ 7" OCEW1,2101,270** ASSUMED SOIL BEARING CAPACITY1'-0"A2 " COVER ( TYP . ) 2 " COVER ( TYP )7.TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS AMINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIREDTO MAINTAIN BAR COVER.8.PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED ANDINSTALLED BY CONTRACTOR.9.DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LANDSURVEYORS, ENDWELL, NY.ØB36"Ø MAX., HS-25 ACCESS CASTINGWITH GRADE RINGS AS REQUIRED, TOBE PROVIDED AND INSTALLED BYCONTRACTOR. MAY BE TOP MOUNTED(AS SHOWN) OR RECESSED.CMPPROTECTIONSLABVARIESRIM/FINISHEDGRADEACCESS CASTING NOT SUPPLIED BY CONTECH7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAX MAKCHECKED:DRAWN:MAKDESIGNED:APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AM SHEET NO.:OFP4 DATE:PROJECT No.:631048SEQ. No.:010PROPOSALCONTECHDRAWING84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010CARMEL ELEMETARYINDIANAPOLIS, INSITE DESIGNATION:The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor byContech Engineered Solutions LLC ("Contech"). Neither thisdrawing, nor any part thereof, may be used, reproduced ormodified in any manner without the prior written consent ofContech. Failure to comply is done at the user's own risk andContech expressly disclaims any liability or responsibility forsuch use.If discrepancies between the supplied information upon whichthe drawing is based and actual field conditions are encounteredas site work progresses, these discrepancies must be reportedto Contech immediately for re-evaluation of the design. Contechaccepts no liability for designs based on missing, incomplete orinaccurate information supplied by others.www.ContechES.comCONSTRUCTION LOADSFOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVERTHE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW.THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHEDGRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC.PIPE SPAN,INCHES18-50MINIMUM COVER (FT)AXLE LOADS(kips)50-7575-110110-15012-422.02.53.03.04.03.53.048-723.03.078-1203.54.04.04.54.54.0126-1443.5*MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONALCOVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TOTHE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. HEIGHT OFCOVERTEMPORARY COVER FORCONSTRUCTION LOADSFINISHEDGRADE CONSTRUCTION LOADING DIAGRAMNOT TO SCALESCOPETHIS SPECIFICATION COVERS THE MANUFACTURE ANDINSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED INTHE PROJECT PLANS.MATERIALTHE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THEAPPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929.PIPETHE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THEAPPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THEPIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ONTHE PROJECT PLANS.ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THEUNITED STATES.HANDLING AND ASSEMBLYSHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THENATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA)INSTALLATIONSHALL BE IN ACCORDANCE WITH AASHTO STANDARDSPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION IIOR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANSAND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES ORCONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVEWITH THE SITE ENGINEER.IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TOFOLLOW OSHA GUIDELINES FOR SAFE PRACTICES.SPECIFICATION FOR CORRUGATED STEEL PIPE-ALUMINIZED TYPE 2 STEELMATERIAL SPECIFICATIONNOT TO SCALE4REVISION DESCRIPTIONDATEMARKBY 11/13/19 CARMEL ELEMENTARY SCHOOL APPENDIX I: EXHIBIT: 100-YEAR PONDING LIMITS OHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHU OHUOHUOHUOHUOHUOHUOHUOHUOHUOHU E E E EE E EEEEEEEE4TH AVENUEXref .\ Xref\ Car m el _ Gr ou nd Fl oor_ 20 19- 09- 12.d w gSTOPSTOPDO NOTENTERS T O P STOP STOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7DRIVE AND WALK TO BE CONSTRUCTED BY OTHERSPROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENT UNDERGROUND DETENTION Xref .\Xref\FloorPlan-SITEPLANCE-ELECTRICAL 11-18-19.dwgFFE = 855.80Xref .\ Xref\ Car m el _ Gr ou nd Fl oor_ 20 19- 09- 12.d w gSTOPSTOPDO NOTENTERS T O P STOP STOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7DRIVE AND WALK TO BE CONSTRUCTED BY OTHERSPROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENT UNDERGROUND DETENTION Xref .\Xref\FloorPlan-SITEPLANCE-ELECTRICAL 11-18-19.dwg730RIM=855.10726RIM=855.10788RIM=855.10717RIM=853.00758RIM=855.00742RIM=854.70772RIM=854.00722RIM=854.80712RIM=856.30752RIM=854.70759RIM=854.50729RIM=854.30779RIM=854.10725RIM=854.75721RIM=854.10728RIM=854.00727RIM=854.00751RIM=853.20719RIM=854.20762RIM=854.80724RIM=853.00723RIM=853.50716RIM=853.00748RIM=854.20753RIM=853.10750RIM=852.70715RIM=851.50720RIM=852.90718RIM=852.90776RIM=852.55749RIM=852.50778RIM=852.40786RIM=852.50745RIM=852.25747RIM=851.75760RIM=852.25746RIM=852.20744RIM=852.00777RIM=851.90761RIM=851.80714RIM=851.50757RIM=851.30756RIM=851.30713RIM=851.60743RIM=851.50780RIM=851.00787RIM=851.50783RIM=851.50782RIM=851.00775RIM=851.00773RIM=851.00781RIM=851.00785RIM=851.00784RIM=851.00731RIM=855.90735RIM=854.60736RIM=854.00DETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW 10-YR= 847.31HW 100-YR= 850.566''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD 6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD 6''SSD6''SSD6''SSD6 ' 'SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD 6''SSD6''SSD 6''SSD6''SSD 6' 'SSD 6''SSD 6''SSD6''SSD6''SSD6''SSD 6''SSD6''SSD6''SSD6''SSD6''SSDR D R D R D R D RD R D R D R D RD RDRD RDRD RD R D R D R D R D R D R D R D R D R D R D R D R D RD RD R D R D R D R D R DFUTURE LIBRARY DRIVEPROPOSED BMP & ACCESS EASEMENTPROPOSED ACCESS EASEMENT NO PARKINGNO PARK ING NO PARKINGARIM=854.50BRIM=852.85DRIM=854.28ERIM=852.94FRIM=854.44CRIM=853.136''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSDH.Pt.6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD771RIM=854.10770RIM=854.20734RIM=854.50732RIM=854.85733RIM=854.85711RIM=856.30710RIM=855.506''SSD6''SSD 6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD 6''SSD 6 ' 'S SD6''SSD6''SSD6''SSD 6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD852853 854 854 854854854 8548548558548 5 38548 5 4 8 5 5 8 5 7 8 5 5 852853 853853852 8 5 4 8 5 28528 5 3 8 5 4850851852853854851852853854855854853852851852853854851 853854854 FR FR FR FR FR FRF R FR FR FRFRFR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FRFR FR FR FR FR FRFR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FRFRFRFR FR FR FR FR FRFR FR FRFRFR FRFRFR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FR FRFR FR FR FR FR FR FRFR FRFRFRFRFRFRFRFR FR FRFRFRFRFRFRFRFRFRFR FR FRFRFRFRFRFRFRFRFR FR FR FR FR FR FR FR FR FRFR FR FR FR FR FRFRFRFRFR Project Number:Drawing Number:Certified By:Checked ByDrawn ByIssue DateRevisions:PROJECT:Scope Drawings:CARMEL, INDIANA FOR CARMEL CLAY SCHOOLS NEW ELEMENTARY SCHOOLSDrawing Title:11-19-19SOMK18094Rev. #RevisionDescriptionIssueDateSCALE: 1" = 40'GRADING PLAN(100-YEARINUNDATIONWITH DESIGNSYSTEMBLOCKED)C303100-YEAR INUNDATION LIMITSALL PROPOSED STORM SEWERS ARE PRIVATE SEWERS.SEWER OWNERSHIP1TAC COMMENTS1/3/20191