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HomeMy WebLinkAboutApplication - 154 MAIN STREET 9/19/2008 (5) SECTION Vlll DRAINAGE CALCULATIONS & SUPPLEMENTAL DRAINAGE INFORMATION 1.0 METHODOLOGY The adequacy of the proposed drainage structures and their ability to function properly were analyzed to minimize detrimental effects due to storm water conditions.The impacts of storm water are mitigated through several mechanisms such as infiltration,transportation and evaporation.The remaining runoff,was quantified through developed and accepted methods.By determining the characteristics of site specific storm water conditions, mitigating efforts have be taken to avoid floodwater damage by constructing control devices.Design and analysis of these facilities included the evaluation of site data through observations,computer modeling the watershed, and the interpretation and application of the calculated values. 2.0 OVERVIEW Cavanaro Consulting,Inc.(CC)has analyzed the existing conditions at the site utilizing the HydroCad Storm water modeling program. Storm rainfall,run-off curve numbers,and other site characteristics are input into the program. The results of calculations are output into tables and graphs for each area and control structure.The complete calculations are presented in Attachment A of this Report. 3.0 DESIGN STORMS CC has computed storm water run-off calculations for the proposed site,for a 2, 10 and 100 year,24-hour storm events. This results in a 3.1",4.5"and a 6.4"rain for each storm event. 4.0 DRAINAGE AREAS The existing site consists of two drainage areas,one area that flows to the rear of the property and a smaller drainage area that flows to Main Street. The proposed site will have two subcatchment areas;the majority of the existing lot will be routed through the proposed Deep Sump Catch Basin,Cultec Stormfilter and Recharge chambers with an overflow at the rear of the property to a swale. The remainder of the lot will discharge towards the street as it does today. 5_0 DRAINAGE ANALYSIS Design Control Point(Intersection of Russell Avenue and Luther Avenue) Storm Existing Conditions(ECP) Post-development(PCP) 2—Year-24Hour(3.10") 0.49 cfs 0.45 cfs 10—Year-24Hour(4.5011) 1.00 cfs 0.96 cfs 100—Year-24Hour(6.40") 1.76 cfs 1.52 cfs As seen on the above calculations the proposed drainage improvements will result in a decrease in runoff in all of the storms modeled. The calculations represent a decrease in runoff in the two through one hundred year storms. The proposed work results in a significant storage,structural and treatment improvements to the existing drainage conditions. EXISTING 1S 3S SUBCAT HMENT 1 SUBCAT HMENT 2 4R 2R TO MAIN STREET CONTROL POINT SubCat Reach Pon Llnk Drainage Diagram for EXISTING CONDITIONS Prepared by Cavanaro Consulting, Inc. 9/12/2008 FHydoCADQD 7.00 s/n 002472 ©1986-2003 Applied Microcomputer Systems EXISTING CONDITIONS Type 11124-hr 2-year Rainfall=3.10" Prepared by Cavanaro Consulting, Inc. Page 2 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT 1 Runoff Area=1,840 sf Runoff Depth=2.31" Tc=5.0 min CN=94 Runoff=0.12 cfs 0.008 of Subcatchment 3S: SUBCATCHMENT 2 Runoff Area=17,545 sf Runoff Depth=0.99" Tc=5.0 min CN=76 Runoff=0.49 cfs 0.033 of Reach 2R: CONTROL POINT Inflow=0.49 cfs 0.033 of Outflow=0.49 cfs 0.033 of Reach 4R: TO MAIN STREET Inflow=0.12 cfs 0.008 of Outflow=0.12 cfs 0.008 of Total Runoff Area= 0.445 ac Runoff Volume= 0.041 of Average Runoff Depth = 1.12" EXISTING CONDITIONS Type ///24-hr 2-year Rainfall=3.10" Prepared by Cavanaro Consulting, Inc. Page 3 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Subcatchment 1S: SUBCATCHMENT 1 Runoff = 0.12 cfs @ 12.07 hrs, Volume= 0.008 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area (sf) CN Description 1,483 98 Paved parking & roofs 357 79 <50% Grass cover, Poor, HSG B 1,840 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 Subcatchment 3S: SUBCATCHMENT 2 Runoff = 0.49 cfs @ 12.09 hrs, Volume= 0.033 af, Depth= 0.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area (sf) CN Description 7,364 98 Paved parking & roofs 311 79 <50% Grass cover, Poor, HSG B 9,870 60 Woods, Fair, HSG B 17,545 76 Weighted Average Tc Length Slope Velocity Capacity - Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 2R: CONTROL POINT Inflow Area = 0.403 ac, Inflow Depth = 0.99" for 2-year event Inflow = 0.49 cfs @ 12.09 hrs, Volume= 0.033 of Outflow 0.49 cfs @ 12.09 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 4R: TO MAIN STREET Inflow Area = 0.042 ac, Inflow Depth = 2.31" for 2-year event Inflow = 0.12 cfs @ 12.07 hrs, Volume= 0.008 of Outflow = 0.12 cfs @ 12.07 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs EXISTING CONDITIONS Type 111 24-hr 10-year Rainfall=4.50" Prepared by Cavanaro Consulting, Inc. Page 4 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT 1 Runoff Area=1,840 sf Runoff Depth=3.60" Tc=5.0 min CN=94 Runoff=0.18 cfs 0.013 of Subcatchment 3S: SUBCATCHMENT 2 Runoff Area=17,545 sf Runoff Depth=1.97" Tc=5.0 min CN=76 Runoff=1.00 cfs 0.066 of Reach 2R: CONTROL POINT Inflow=1.00 cfs 0.066 of Outflow=1.00 cfs 0.066 of Reach 4R: TO MAIN STREET Inflow=0.18 cfs 0.013 of Outflow=0.18 cfs 0.013 of Total Runoff Area= 0.445 ac Runoff Volume= 0.079 of Average Runoff Depth = 2.13" EXISTING CONDITIONS Type /// 24-hr 10-year Rainfall=4.50" Prepared by Cavanaro Consulting, Inc. Page 5 HydroCADO 7.00 s/n 002472 ©1986-2003 Applied Microcomputer Systems 9/12/2008 Subcatchment IS: SUBCATCHMENT 1 Runoff = 0.18 cfs @ 12.07 hrs, Volume= 0.013 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area (sf) CN Description 1,483 98 Paved parking & roofs 357 79 <50% Grass cover, Poor, HSG B 1,840 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 Subcatchment 3S: SUBCATCHMENT 2 Runoff = 1.00 cfs @ 12.08 hrs, Volume= 0.066 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" . Area (sf) CN Description 7,364 98 Paved parking & roofs 311 79 <50% Grass cover, Poor, HSG B 9,870 60 Woods, Fair, HSG B 17,545 76 Weighted Average Tc Length Slope Velocity Capacity , Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 2R: CONTROL POINT Inflow Area = 0.403 ac, Inflow Depth = 1.97" for 10-year event Inflow = 1.00 cfs @ 12.08 hrs, Volume= 0.066 of Outflow 1.00 cfs @ 12.08 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 4R: TO MAIN STREET Inflow Area = 0.042 ac, Inflow Depth = 3.60" for 10-year event Inflow = 0.18 cfs @ 12.07 hrs, Volume= 0.013 of Outflow = 0.18 cfs @ 12.07 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs EXISTING CONDITIONS Type 111 24-hr 100-year Rainfall=6.40" Prepared by Cavanaro Consulting, Inc. Page 6 HydroCADO 7.00 s/n 002472 01986-2003 Applied Microcomputer Systems 9/12/2008 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT 1 Runoff Area=1,840 sf Runoff Depth=5.36" Tc=5.0 min CN=94 Runoff=0.26 cfs 0.019 of Subcatchment 3S: SUBCATCHMENT 2 Runoff Area=17,545 sf Runoff Depth=3.48" Tc=5.0 min CN=76 Runoff=1.76 cfs 0.117 of Reach 2R: CONTROL POINT Inflow=1.76 cfs 0.117 of Outflow=1.76 cfs 0.117 of Reach 4R: TO MAIN STREET Inflow=0.26 cfs 0.019 of Outflow=0.26 cfs 0.019 of Total Runoff Area= 0.446 ac Runoff Volume= 0.136 of Average Runoff Depth = 3.66" EXISTING CONDITIONS Type 111 24-hr 900-year Rainfall=6.40" Prepared by Cavanaro Consulting, Inc. Page 7 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Subcatchment 1S: SUECATCHMENT 1 Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af, Depth= 5.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area (sf) CN Description 1,483 98 Paved parking & roofs 357 79 <50% Grass cover, Poor, HSG B 1,840 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 Subcatchment 3S: SUBCATCHMENT 2 Runoff = 1.76 cfs @ 12.08 hrs, Volume= 0.117 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area (so CN Description 7,364 98 Paved parking.& roofs 311 79 <50% Grass cover, Poor, HSG B 9,870 60 Woods, Fair, HSG B 17,545 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 `Direct Entry, Reach 2R: CONTROL, POINT Inflow Area = 0.403 ac, Inflow Depth = 3.48" for 100-year event Inflow = 1.76 cfs @ 12.08 hrs, Volume= 0.117 of Outflow = 1.76 cfs @ 12.08 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 4R: TO MAIN STREET Inflow Area = 0.042 ac, Inflow Depth = 5.36" for 100-year event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 0.019 of Outflow = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs PROPOSED (3$- S BUILDING & PAR NG AREA SUBCATC HMENT 1 5P WO DLAND CB [7R] F4 12" HDPE PIPE TO MAIN STREET 8P INFILTRATION BE F21 CID SubCat Reach Pon Link Drainage Diagram for PROPOSED CONDITIONS Prepared by Cavanaro Consulting, Inc. 9/12/2008 HydroCADO 7.00 s/n 002472 ©1986-2003 Applied Microcomputer Systems PROPOSED CONDITIONS Type 11124-hr 2-year Rainfall=3.10" Prepared by Cavanaro Consulting, Inc. Page 2 HydroCADO 7.00 s/n 002472 0 1986-2003 Applied Microcomputer Systems 9/12/2008 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT 1 Runoff Area=1,840 sf Runoff Depth=2.22" Tc=5.0 min CN=93 Runoff=0.11 cfs 0.008 of Subcatchment 3S: BUILDING & PARKING AREA Runoff Area=9,755 sf Runoff Depth=2.50" Tc=5.0 min CN=96 Runoff=0.65 cfs 0.047 of Subcatchment 10S: WOODLAND Runoff Area=7,790 sf Runoff Depth=0.32" Tc=5.0 min CN=60 Runoff=0.04 cfs 0.005 of Reach 2R: CP Inflow=0.45 cfs 0.037 of Outflow=0.45 cfs 0.037 of Reach 4R: TO MAIN STREET Inflow=0.11 cfs 0.008 of Outflow=0.11 cfs 0.008 of Reach 7R: 12" HDPE PIPE Peak Depth=0.28' Max Vet=3.6 fps Inflow=0.65 cfs 0.047 of D=12.0" n=0.010 L=15.0' S=0.0067 '/' Capacity=3.78 cfs Outflow=0.65 cfs 0.047 of Pond 5P: CB Peak Elev=94.31' Inflow=0.65 cfs 0.047 of Outflow=0.65 cfs 0.047 of Pond 8P: INFILTRATION BED Peak Elev=92.61' Storage=394 cf Inflow=0.65 cfs 0.047 of Discarded=0.01 cfs 0.011 of Primary=0.41 cfs 0.032 of Outflow=0.42 cfs 0.044 of Total Runoff Area= 0.445 ac Runoff Volume= 0.059 of Average Runoff Depth = 1.60" PROPOSED CONDITIONS Type 111 24-hr 2-year Rainfall=3.10" Prepared by Cavanaro Consulting, Inc. Page 3 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Subcatchment 1S: SUBCATCHMENT 1 Runoff = 0.11 cfs @ 12.07 hrs, Volume= 0.008 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area (sf) CN Description 1,382 98 Paved parking & roofs 458 79 <50% Grass cover, Poor, HSG B 1,840 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: BUILDING & PARKING AREA Runoff = 0.65 cfs @ 12.07 hrs, Volume= 0.047 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area (so CN Description 8,819 98 Paved parking & roofs 936 79 <50% Grass cover, Poor, HSG B 9,755 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: WOODLAND Runoff = 0.04 cfs @ 12.12 hrs, Volume= 0.005 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=3.10" Area (sf) CN Description 7,790 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PROPOSED CONDITIONS Type ///24-hr 2-year Rainfall=3.10" Prepared by Cavanaro Consulting, Inc. Page 4 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Reach 2R: CP Inflow Area = 0.403 ac, Inflow Depth = 1.10" for 2-year event Inflow = 0.45 cfs @ 12.16 hrs, Volume= 0.037 of Outflow = 0.45 cfs @ 12.16 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 4R: TO MAIN STREET Inflow Area = 0.042 ac, Inflow Depth = 2.22" for 2-year event Inflow = 0.11 cfs @ 12.07 hrs, Volume= 0.008 of Outflow = 0.11 cfs @ 12.07 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 7R: 12" HDPE PIPE Inflow Area = 0.224 ac, Inflow Depth = 2.50" for 2-year event Inflow = 0.65 cfs @ 12.07 hrs, Volume= 0.047 of Outflow = 0.65 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.6 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.3 fps, Avg. Travel Time= 0.2 min Peak Depth= 0.28' @ 12.07 hrs Capacity at bank full= 3.78 cfs Inlet Invert= 93.90', Outlet Invert= 93.80' 12.0" Diameter Pipe n= 0.010 Length= 15.0' Slope= 0.0067 '/' Pond 5P: CE Inflow Area = 0.224 ac, Inflow Depth = 2.50" for 2-year event Inflow = 0.65 cfs @ 12.07 hrs, Volume= 0.047 of Outflow = 0.65 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.65 cfs @ 12.07 hrs, Volume= 0.047 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 94.31' @ 12.07 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 93.90' 12.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.63 cfs @ 12.07 hrs HW=94.30' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.63 cfs @ 2.2 fps) i PROPOSED CONDITIONS Type ///24-hr 2-year Rainfall=3.10" Prepared by Cavanaro Consulting, Inc. Page 5 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9112/2008 Pond 8P: INFILTRATION BED Inflow Area = 0.224 ac, Inflow Depth = 2.50" for 2-year event Inflow = 0.65 cfs @ 12.07 hrs, Volume= 0.047 of Outflow = 0.42 cfs @ 12.17 hrs, Volume= 0.044 af, Atten= 35%, Lag= 5.6 min Discarded = 0.01 cfs @ 12.17 hrs, Volume= 0.011 of Primary = 0.41 cfs @ 12.17 hrs, Volume= 0.032 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.61' @ 12.17 hrs Surf.Area= 341 sf Storage= 394 cf Plug-Flow detention time= 46.3 min calculated for 0.043 of(93% of inflow) Center-of-Mass det. time= 22.0 min (770.6- 748.6) # Invert Avail Storage Storage Description 1 90.60' 300 cf 11.00'W x 31.001 x 3.20'H Prismatoid 1,091 cf Overall - 340 cf Embedded = 751 cf x 40.0% Voids 2 91.60' 340 cf 46.9"W x 26.0"H x 7.00'L Cultec R-280 x 8 Inside#1 640 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001417 fpm Exfiltration over entire Wetted area 2 Primary 91.60' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 92.50' 5.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.01 cfs @ 12.17 hrs HW=92.59' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.41 cfs @ 12.17 hrs HW=92.59' (Free Discharge) �2=Orifice/G rate (Orifice Controls 0.38 cfs @ 4.4 fps) 3=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.0 fps) a PROPOSED CONDITIONS Type ///24-hr 10-year Rainfall=4.50" Prepared by Cavanaro Consulting, Inc. Page 6 HydroCAD®7.00 s/n 002472 0 1986-2003 Applied Microcomputer Systems 9/12/2008 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT 1 Runoff Area=1,840 sf Runoff Depth=3.50" Tc=5.0 min CN=93 Runoff=0.17 cfs 0.012 of Subcatchment 3S: BUILDING & PARKING AREA Runoff Area=9,755 sf Runoff Depth=3.79" Tc=5.0 min CN=96 Runoff=0.97 cfs 0.071 of Subcatchment 10S: WOODLAND Runoff Area=7,790 sf Runoff Depth=0.92" Tc=5.0 min CN=60 Runoff=0.19 cfs 0.014 of Reach 2R: CP Inflow=0.96 cfs 0.069 of Outflow=0.96 cfs 0.069 of Reach 4R: TO MAIN STREET Inflow=0.17 cfs 0.012 of Outflow=0.17 cfs 0.012 of Reach 7R: 12" HDPE PIPE Peak Depth=0.35' Max Vet=4.0 fps Inflow=0.97 cfs 0.071 of D=12.0" n=0.010 L=15.0' S=0.0067 '/' Capacity=3.78 cfs Outflow=0.97 cfs 0.071 of Pond 5P: CB Peak Elev=94.41' Inflow=0.97 cfs 0.071 of Outflow=0.97 cfs 0.071 of Pond 8P: INFILTRATION BED Peak Elev=92.94' Storage=475 cf Inflow=0.97 cfs 0.071 of Discarded=0.01 cfs 0.012 of Primary=0.78 cfs 0.055 of Outflow=0.79 cfs 0.067 of Total Runoff Area= 0.445 ac Runoff Volume= 0.097 of Average Runoff Depth = 2.61" PROPOSED CONDITIONS Type ///24-hr 10-year Rainfall=4.50" Prepared by Cavanaro Consulting, Inc. Page 7 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Subcatchment 1S: SUBCATCHMENT 1 Runoff = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area (sf) CN Description 1,382 98 Paved parking & roofs 458 79 <50% Grass cover, Poor, HSG B 1,840 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: BUILDING & PARKING AREA Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.071 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area (so CN Description 8,819 98 Paved parking & roofs 936 79 <50% Grass cover, Poor, HSG B 9,755 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: WOODLAND Runoff = 0.19 cfs @ 12.10 hrs, Volume= 0.014 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area (sf) CN Description 7,790 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PROPOSED CONDITIONS Type 11124-hr 10-year Rainfall=4.50" Prepared by Cavanaro Consulting, Inc. Page 8 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9112/2008 Reach 2R: CP Inflow Area = 0.403 ac, Inflow Depth = 2.05" for 10-year event Inflow = 0.96 cfs @ 12.12 hrs, Volume= 0.069 of Outflow = 0.96 cfs @ 12.12 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 4R: TO MAIN STREET Inflow Area = 0.042 ac, Inflow Depth = 3.50" for 10-year event Inflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 of Outflow = 0.17 cfs @ 12.07 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 7R: 12" HDPE PIPE Inflow Area = 0.224 ac, Inflow Depth = 3.79" for 10-year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.071 of Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.0 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.5 fps, Avg. Travel Time= 0.2 min Peak Depth= 0.35' @ 12.07 hrs Capacity at bank full= 3.78 cfs Inlet Invert= 93.90', Outlet Invert= 93.80' 12.0" Diameter Pipe n= 0.010 Length= 15.0' Slope= 0.0067 '/' Pond 5P: CB Inflow Area = 0.224 ac, Inflow Depth = 3.79" for 10-year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.071 of Outflow = 0.97 cfs @ 12.07 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 12.07 hrs, Volume= 0.071 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 94.41' @ 12.07 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 93.90' 12.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.94 cfs @ 12.07 hrs HW=94.40' (Free Discharge) 't--1=Orifice/Grate (Orifice Controls 0.94 cfs @ 2.4 fps) PROPOSED CONDITIONS Type 11124-hr 10-year Rainfall=4.50" Prepared by Cavanaro Consulting, Inc. Page 9 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Pond 8P: INFILTRATION BED Inflow Area = 0.224 ac, Inflow Depth = 3.79" for 10-year event Inflow = 0.97 cfs @ 12.07 hrs, Volume= 0.071 of Outflow = 0.79 cfs @ 12.13 hrs, Volume= 0.067 af, Atten= 18%, Lag= 3.6 min Discarded = 0.01 cfs @ 12.13 hrs, Volume= 0.012 of Primary = 0.78 cfs @ 12.13 hrs, Volume= 0.055 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.94' @ 12.13 hrs Surf.Area= 341 sf Storage= 475 cf Plug-Flow detention time= 38.5 min calculated for 0.067 of(95% of inflow) Center-of-Mass det. time= 19.8 min ( 762.3- 742.5) # Invert Avail.Stora e Storage Description 1 90.60' 300 cf 11.00'W x 31.00'L x 3.20'H Prismatoid 1,091 cf Overall - 340 cf Embedded = 751 cf x 40.0% Voids 2 91.60' 340 cf 46.9"W x 26.0"H x 7.00'L Cultec R-280 x 8 Inside#1 640 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001417 fpm Exfiltration over entire Wetted area 2 Primary 91.60 4.0 Vert. Orifice/Grate C= 0.600 3 Primary 92.50' 6.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.01 cfs @ 12.13 hrs HW=92.93' (Free Discharge) '�--1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.76 cfs @ 12.13 hrs HW=92.93' (Free Discharge) T--3=Orifice/Grate 2=Orifice/Grate (Orifice Controls 0.45 cfs @ 5.2 fps) (Orifice Controls 0.31 cfs @ 2.3 fps) PROPOSED CONDITIONS Type Ill 24-hr 100-year Rainfall=6.40" Prepared by Cavanaro Consulting, Inc. Page 11 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Subcatchment 1S: SUBCATCHMENT 1 Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area (sf) CN Description 1,382 98 Paved parking & roofs 458 79 <50% Grass cover, Poor, HSG B 1,840 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: BUILDING & PARKING AREA Runoff = 1.40 cfs @ 12.07 hrs, Volume= 0.103 af, Depth= 5.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area (sf) CN Description 8,819 98 Paved parking & roofs 936 79 <50% Grass cover, Poor, HSG B 9,755 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: WOODLAND Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-year Rainfall=6.40" Area (sf) CN Description 7,790 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PROPOSED CONDITIONS Type 111 24-hr 100-year Rainfall=6.40" Prepared by Cavanaro Consulting, Inc. Page 12 HydroCADO 7.00 s/n 002472 © 1986-2003 Applied Microcomputer Systems 9/12/2008 Reach 2R: CP Inflow Area = 0.403 ac, Inflow Depth = 3.49" for 100-year event Inflow = 1.52 cfs @ 12.11 hrs, Volume= 0.117 of Outflow = 1.52 cfs @ 12.11 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 4R: TO MAIN STREET Inflow Area = 0.042 ac, Inflow Depth = 5.26" for 100-year event Inflow = 0.26 cfs @ 12.07 hrs, Volume= 0.019 of Outflow = 0.26 cfs @ 12.07 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 7R: 12" HDPE PIPE Inflow Area = 0.224 ac, Inflow Depth = 5.54" for 100-year event Inflow = 1.40 cfs @ 12.07 hrs, Volume= 0.103 of Outflow = 1.39 cfs @ 12.07 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.4 fps, Min. Travel Time= 0.1 min Avg. Velocity= 1.7 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.42' @ 12.07 hrs Capacity at bank full= 3.78 cfs Inlet Invert= 93.90', Outlet Invert= 93.80' 12.0" Diameter Pipe n= 0.010 Length= 15.0' Slope= 0.0067 '/' Pond 5P: CB Inflow Area = 0.224 ac, Inflow Depth = 5.54" for 100-year event Inflow = 1.40 cfs @ 12.07 hrs, Volume= 0.103 of Outflow = 1.40 cfs @ 12.07 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.40 cfs @ 12.07 hrs, Volume= 0.103 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 94.53' @ 12.07 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 93.90' 12.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.35 cfs @ 12.07 hrs HW=94.51' (Free Discharge) 't-1=Orif ice/G rate (Orifice Controls 1.35 cfs @ 2.7 fps) PROPOSED CONDITIONS Type 111 24-hr 100-year Rainfall=6.40" Prepared by Cavanaro Consulting, Inc. Page 13 HydroCADO 7.00 s/n 002472 0 1986-2003 Applied Microcomputer Systems 9/12/2008 Pond 8P: INFILT'RAT'ION BED Inflow Area = 0.224 ac, Inflow Depth = 5.54" for 100-year event Inflow = 1.39 cfs @ 12.07 hrs, Volume= 0.103 of Outflow = 1.12 cfs @ 12.13 hrs, Volume= 0.100 af, Atten= 19%, Lag= 3.7 min Discarded = 0.01 cfs @ 12.13 hrs, Volume= 0.013 of Primary = 1.11 cfs @ 12.13 hrs, Volume= 0.087 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 93.45' @ 12.13 hrs Surf.Area= 341 sf Storage= 583 cf Plug-Flow detention time= 31.7 min calculated for 0.100 of (97% of inflow) Center-of-Mass det. time= 17.6 min (755.9 -738.3) # Invert Avail Storage Storage Description 1 90.60' 300 cf 11.00'W x 31.001 x 3.20'H Prismatoid 1,091 cf Overall - 340 cf Embedded = 751 cf x 40.0% Voids 2 91.60' 340 cf 46.9"W x 26.0"H x 7.00'L Cultec R-280 x 8 Inside#1 640 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001417 fpm Exfiltration over entire Wetted area 2 Primary 91.60' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 92.50' 5.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.01 cfs @ 12.13 hrs HW=93.42' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.10 cfs @ 12.13 hrs HW=93.42' (Free Discharge) �2=Orifice/G rate (Orifice Controls 0.54 cfs @ 6.2 fps) 3=Orifice/Grate (Orifice Controls 0.56 cfs @ 4.1 fps) { SUPPLEMENTAL INFORMATION �la 4729920 4729930 4729340 4729950 4729960 4729970 4729980 472 s �CD CD to IQ m cn N N N N N Z W N N K N 1 O (D o 0 Q O O O N— - co _ N O N o o O N N o (p O� U fD � W N N N p O W � N T W N N O 4729920 4729930 4729940 4729950 4729960 4729970 4729980 4729990 W 00 �N v Z (n D °—' 4 911 "R d,Y 0 111 + < X X ® t (D °, 7 ((D O W U) ° O to w w (n (n to (n cn � � r r L7 O n 9 w m Cl) D A C v o o m w w o ° N 5 ° < d o p1 0 ° ° m K cD D ° o o K m O 2 o T = a � � � y � O co (n cn N (n cn c w o '0 O d O M O O 0 C (=D p to (D — C c G O N O -O (D P '0 2 ; w N (D y N y (D C n c <� p o r m c G) LO m t m o l ❑ C. °° a MO. F ® o p r to c 5 x o O c K c O m °] w (D LI). (P N y (D N ('p ? O — 'TI 7 N (A .-L - Cn � 0 2 w N '" D m O ? cn w w N = 2 fn -O N U) x CD ID Ln Q N N 0 p O (� N O C n N 7 � _ U 7 Q fp 7 Cn (n 7 O w D — n 17 co c En G c O D CD N Z ;A a c =r z < o o s Cn u) -1 0 o 3 50 -u vC � a CDC ma ° Cnm 3 °7'cnw c Z Q o w D 2 0°o m °_'o ni a v v •Qw� cow o cn Cn� c m n�i o n n o fli w y Q Cnc w m m(n N p w ch G G- C c� Q:0 3 w w mco rn m CD Q. CL co n� : � c m C"<;u p FD' O (D (n y O D (D w CD`wG (D v N (7 O 'O �'O N r14.C 3 6 0 - W O O O r o w cn (D `.< 3 O oc § S 7 - c Vl (D C -S l (D Cn fD j w cn p N 0 CD o w N _�w Z En 0 7 <rn D c' Q N N D c (D (D-o (D (7 p w Z Z cn w w Cl CD CD 3 `G 2 w O- o .-.- (D (D (n 3 CD C0 7 fl.1 O w O (fin (D fn j a w'O Z 3(a 7 W O CD O.Cl) M O 0 .O (D a. O. �oc (n s Q (Q � 030 -D cn O'(CD 3 N G N 'O N w co N CD 0 N N (0 -e. O O O W co Soil Map—Essex County,Massachusetts,Northern Part Map Unit Legend Essex County,Massachusetts,Northern Part(MA605) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 1 Water 0.1 5.2% 4206 Canton fine sandy loam,3 to 8 0.9 63.1% percent slopes 420C Canton fine sandy loam,8 to 15 0.5 31.7% percent slopes Totals for Area of Interest(AOI) 1.5 100.0% USDA Natural Resources Web Soil Survey 2.0 9/11/2008 ® Conservation Service National Cooperative Soil Survey Page 3 of 3 Cultec, Inc -Model# Stormfilter® 400, Stormfilter® Page 1 of 1 CULTEC,Inc. 878 Federal Road P.O.Box 280 Brookfield,CT 06804,USA Phone:203-775-4416 Toll Free: 1-800-4-CULTEC(1-800428-5832) Fax:203-775-1462 Email:custservice @cultec.com All Categories >Storm Water Products> Filters>Stormwater Filter Chamber> Model#Stormfilter®400_ Model#Stormfilter®400 Stormfilter® 1jaw Stormfilter® Stormfilter@ is designed to be a secondary in line filter system that effectively removes many of the smaller particles not eliminated by conventional structures during the pretreatment process. If allowed to pass through unobstructed,these particles may eventually lower the overall performance of your stormwater management system.Cultec's cost effective Stormfilter®requires less space and is a sensible Best Management Practice for complying with Phase II of the U.S. Environmental Protection Agency's stormwater program. Pass-through filter system used in stormwater applications to filter rainwater run-off prior to larger image entering the CULTEC Stormwater Management System. It has a solid bottom and sidewalls. Specifications 7.50 ft Length 2.286 m Width 52 inches 1321 mm 38 inches Height 965.2 mm Access Opening Length 22.5 inches 571.5 mm Access Opening Width 16 inches 406.4 mm Capacity 425 gal 1609 L Capacity 56.66 gal/ft Solid Removal 70-85% Treatment Capability 2940 gpm 11129.11 Ipm CFS 2.3 continuous filtration capacity 6.5 maximum surge capacity Fully filtered-8 in Max.Inlet Opening Overflow capability-24 in Fully filtered-200 mm Overflow capability-600 mm httn://cultec.thomasnet.com/printitem/filters/stormwater-filter-chamber/400?&plpver=l 0&ass... 9/11/2008 Cultec, Inc -Model # 280, Recharger® 280 Page 1 of 2 CULTEC, Inc. 878 Federal Road P.O. Box 280 Brookfield, CT 06804, USA Phone: 203-775-4416 Toll Free: 1-800-4-CULTEC (1-800-428-5832) Fax: 203-775-1462 Email: custservice(cDcultec.com All Categories > Storm Water Products > Chambers > Contactor®& Recharger®Chamber> Model#280 Model #280 Recharger®280 Recharger®280 The Recharger®series consists of higher profile, higher capacity chambers. When using this series, less chambers are required resulting in less labor and a smaller installation area. Each chamber features two side portals which allow for internal manifolding of the system. HVLV Feed Connectors are inserted into the side portals to allow for flow from row to row. Only available in Heavy Duty(HD). Storage Volume Provided per Installed Chamber: With 6" stone base 64.46 cu. ft. / unit With 12" stone base 70.53 cu. ft. / unit With 18" stone base 76.59 cu. ft. / unit 1 ly larger image larger image Specifications Length 8.00 ft 2.44 m Installed Length 7.00 ft 2.13 m Length Adjustment 1.00 ft 0.30 m Width 47 inches 1194 mm Height 26.50 inches 673 mm httn-/h-idtPr thnmacnat 74-recharger-174-chamher-2/n... 9/10/2008 Cultec, Inc- Model#280, Recharger®280 Page,2 of 2 Storage Capacity of Model R 363.81 gal 1377.2 L Storage Capacity 6.079 60 ft33ft 0.55 m /m Chamber Storage Capacity 1.20 m 3 unit 1.20 //unit Min.Storage Capacity 64.46 ft3/unit Surrounded in Stone 1.83 m3/unit Max. Inlet Diameter 18 inches 450 mm t httn://cultee.thomasnet.com/printitem/chambers-2/contactor-174-recharger-174-chamber-2/P... 9/10/2008 John Cavanaro Consulting JOB A', 179 Chief Justice Cushing Highway Cohasset, MA 02025 SHEET NO. i OF Tel: (781) 383-8187 Fax: (781) 383-8667 CALCULATED BY —DATE 6 9 CHECKED BY -DATE y el 2 Z boo A 3 ----—---------- __T---- ------ J)_3 C) _1 --"Oct IIN 7-2 - --------- ------ John Cavanar® Consulting JOB °�0 / 1, 179 Chief Justice Cushing Highway Cohasset, MA 02025 SHEET NO. OF Tel: (781) 383-8187 Fax: (781) 383-8667 CALCULATED BY- DATE 0-W hID CHECKED BY DATE TI Ti � ! - I T T mss. . e— cve- T�TT I _._ T TT TT _ T1T_TT T T l -T TTT T T Y--- T � ! S L I T T�TTT- TT � T T ! - i ! i I I -- TT TTTT TT T T i I - ! ► ! ! T ► -T i— — --- -- , - - i TT -- -- --- -�- - --T - ---�--- --- -- T--- --- --- -T-1- -- ---T-- -- ---i----! FT-- 1- ►-- ! --- -!- !-- - --- --- T - --- i - --- f ! --L--� ---- ---- , T -------I _ T TT T �T--i-- -TT_T --- ► ---T----- ---�------ ---------� -� -- - -'- + -�-- -- -'-�-T-� - --r T-T T T ! T1-- - -�- � f - TI ! HI I TTi ! T il —TT SECTION III Standards .-. a.C® CL M .� V �.. L11 m M cc ti N .> c CL V X m c n ® < O Lo co 0 C 'G ,ca 1i 1t cc ' y Q 'C J r E Or It co fn ti Q W o m > 0 < X. a o 0 � o O N r Z � N L 4= N -� a E E C El O Q Lo M � O co �- 0 C 1�e CD M M � iaat4s3vom uoile n3 ts co JLAOLUGN S&L a, M DEP Stormwater Management Workshop m.0 SECTION IX PROJECT PLANS See Attached