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24B-050 (7) n 09010S.LLE S H3VSSVW'N0IdPfiHJAON N 0 IM 3Ard(IlVl?USnQNI OC T SWNOISSSAOlid SLIS(12SUH311 SH22NION2 SHO)LaAanS MOUXISISMOD HSINOA <2 Z� z 'a'd d 'S21VIDOSSV AZ'ILNfIH NIV'Id ZDVKIVH(I HOd GSNVd3Nd 0 ,LM3Wd0'12A2G-3Hd SJ-LlaSfIHDVSSVW 'MOJdWVHLMON 0 < z z 1 0 MI GMVI dO MV'ld 0 3V Y z Z 0 P= ��NaH z 0 u 0 OF 50 I w 0 u o u mj �� 2 :- (S) AQ v Z� 0 Z us j— 0 lu < > oo o < < j 9 y f ... it „' v J ...,0.") : '� 7 F 95;9( Z/61/ J(1-or, dSZ OMP\( JOAOJ -TOD q, zl-9( � g PLANNING AND DEVELOPMENT • CITY OF NORTHAMPTON 1 City Hall• 2 i o Main Street,?loom ii • Northampton,MA o 1 o60-3 i 98 (413)5 87-i 266 • Pax:587-1264 ■ r WaNne Peiden, Director planning @northamptonplanning.org www.northamptonplanning.org w "r"7 To: ✓Tony Patillo, Building Inspector Jim Laurila, DPW (2 copies) Brian Duggan, Fire Chief Captain Michael Wall, Police Dept. Ernie Mathiew, Board of Health D From: Planning Department Re: Permit Application Review Please review and return the enclosed application(s) or additional information for either Planning Board or Zoning Board so we can advise the Boards of any concerns you may have. The tentative Meeting Date is: 2°d Thursday ; 4"' Thursday '../ of t� January July February August March September April October May November June December Or other scheduled date: Please return your comments to Carolyn Misch. Thank you. planning board•conservation commission •zoning board of appeals •bousing partnership •redevelopmentauthoritg northampton CIs economic development-community development•historic district commission •historical commission-central business architecture originalprintedon regded paper 7 7 7 1 7 7 1 7 7 7 7 7 1 1 1 7 7 1 1 E L f E E E 1 E E Post-Drain Type 111 24-hr 100-Year Event Rainfall=6.50" Prepared by HUNTLEY ASSOCIATES, P.C. Page 21 HydroCADO 7.10 s/n 000451 0 2005 HydroCAD Software Solutions LLC 12/20/2006 Pond 5P: DMH#2, STC#1 Peak Elev=146.22' Storage=121 cf Inflow=5.55 cfs 0.531 of 12.0" x 78.0' Culvert Outflow=5.57 cfs 0.530 of Pond 6P: Exist. CB#2 Peak Elev=143.93' Storage=59 cf Inflow=7.15 cfs 0.633 of 12.0" x 46.0' Culvert Outflow=7.09 cfs 0.633 of Pond 7P: CB#3 Peak EIev=146.50' Storage=46 cf Inflow=2.71 cfs 0.195 of 12.0" x 12.0' Culvert Outflow=2.59 cfs 0.195 of Pond 8P: Exist. CI#2 Peak Elev=143.79' Storage=44 cf Inflow=6.28 cfs 0.479 of 12.0"x 39.0' Culvert Outflow=6.26 cfs 0.479 of w Pond 9P: DMH#3, STC#2 Peak Elev=146.36' Storage=107 cf Inflow=6.14 cfs 0.479 of 12.0"x 53.0' Culvert Outflow=6.28 cfs 0.479 of Pond 10P: CB#4 Peak EIev=146.47' Storage=39 cf Inflow=2.01 cfs 0.140 of 12.0" x 12.0' Culvert Outflow=1.86 cfs 0.140 of Pond 11 P: DMH#4 Peak Elev=149.71' Storage=40 cf Inflow=4.23 cfs 0.340 of 12.0" x 228.0' Culvert Outflow=4.28 cfs 0.339 of Pond 12P: CB#5 Peak Elev=149.73' Storage=74 cf Inflow=1.86 cfs 0.129 of 12.0"x 20.0' Culvert Outflow=1.88 cfs 0.130 of Pond 13P: CB#7 Peak EIev=150.06' Storage=33 cf Inflow=3.03 cfs 0.210 of 12.0" x 158.0' Culvert Outflow=2.86 cfs 0.210 of Pond 14P: CI#3 Peak Elev=151.48' Storage=33 cf Inflow=5.63 cfs 0.395 of 6.0"x 10.0' Culvert Outflow=5.55 cfs 0.395 of Pond 15P: CB#6 Peak Elev=143.19' Storage=9 cf Inflow=0.89 cfs 0.061 of 8.0"x 12.0' Culvert Outflow=0.89 cfs 0.061 of Total Runoff Area=5.860 ac Runoff Volume=2.634 of Average Runoff Depth =5.39" �w Op Pw Post-Drain Type 111 24-hr 100-Year Event Rainfall=6.50" Prepared by HUNTLEY ASSOCIATES, P.C. Page 20 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/20/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS P" Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Parking Area-West Runoff Area=1.380 ac Runoff Depth>5.78" Flow Length=112' Tc=2.9 min CN=98 Runoff=9.52 cfs 0.665 of Subcatchment 2S: Grass-West Runoff Area=0.890 ac Runoff Depth>3.86" Flow Length=442' Tc=15.0 min CN=79 Runoff=3.24 cfs 0.286 of Subcatchment 3S: Parking and Roof Area-South Runoff Area=0.560 ac Runoff Depth>5.35" Flow Length=160' Tc=3.7 min CN=93 Runoff=3.65 cfs 0.250 of Subcatchment 4S: Parking Area-Central Runoff Area=0.420 ac Runoff Depth>5.71" Flow Length=107' Tc=1.9 min CN=97 Runoff=2.89 cfs 0.200 of Subcatchment 5S: Parking and Roof Area- Southeast Runoff Area=0.250 ac Runoff Depth>4.94" Flow Length=92' Tc=2.3 min CN=89 Runoff=1.59 cfs 0.103 of PM Subcatchment 6S: Parking Area- East Runoff Area=0.410 ac Runoff Depth>5.71" Flow Length=202' Tc=4.2 min CN=97 Runoff=2.71 cfs 0.195 of Subcatchment 7S: Parking Area- East Runoff Area=0.290 ac Runoff Depth>5.78" Flow Length=135' Tc=2.3 min CN=98 Runoff=2.01 cfs 0.140 of Subcatchment SS: Parking Area- Northeast Runoff Area=0.270 ac Runoff Depth>5.71" Flow Length=117' Tc=2.1 min CN=97 Runoff=1.86 cfs 0.129 of Subcatchment 9S: Parking Area- North Runoff Area=0.440 ac Runoff Depth>5.71" Flow Length=95' Tc=2.6 min CN=97 Runoff=3.03 cfs 0.210 of Subcatchment 10S: Roof Runoff Area=0.820 ac Runoff Depth>5.78" Flow Length=92' Tc=3.2 min CN=98 Runoff=5.63 cfs 0.395 of Subcatchment 11 S: Parking Area- Northeast Runoff Area=0.130 ac Runoff Depth>5.63" Flow Length=84' Tc=1.9 min CN=96 Runoff=0.89 cfs 0.061 of Pond 1 P: Detention Pond Peak Elev=145.58' Storage=9,375 cf Inflow=11.33 cfs 0.952 of Discarded=3.45 cfs 0.814 of Primary=2.49 cfs 0.136 of Outflow=5.94 cfs 0.950 of Pond 2P: CB#1 Peak Elev=154.13' Storage=33 cf Inflow=3.65 cfs 0.250 of 8.0" x 100.0' Culvert Outflow=3.66 cfs 0.250 of Pond 3P: DMH#1 Peak Elev=146.64' Storage=63 cf Inflow=3.78 cfs 0.336 of 12.0" x 160.0' Culvert Outflow=3.60 cfs 0.335 of Pond 4P: CB#2 Peak Elev=146.76' Storage=46 cf Inflow=2.89 cfs 0.200 of ,�,,, 12.0" x 52.0' Culvert Outflow=2.82 cfs 0.200 of l Post-Drain Type ///24-hr 10-Year Event Rainfall=4.50" Prepared by HUNTLEY ASSOCIATES, P.C. Page 19 HydroCADO 7.10 s/n 000451 C 2005 HydroCAD Software Solutions LLC 12/19/2006 Pond 5P: DMH#2, STC#1 Peak Elev=143.13' Storage=86 cf Inflow=4.03 cfs 0.326 of 12.0"x 78.0' Culvert Outflow=3.89 cfs 0.326 of Pond 6P: Exist. CB#2 Peak Elev=141.97' Storage=34 cf Inflow=4.92 cfs 0.391 of 12.0" x 46.0' Culvert Outflow=4.89 cfs 0.390 of Pond 7P: CB#3 Peak Elev=143.27' Storage=33 cf Inflow=1.86 cfs 0.133 of 12.0" x 12.0' Culvert Outflow=1.78 cfs 0.133 of Pond 8P: Exist. CI#2 Peak Elev=142.43' Storage=26 cf Inflow=4.39 cfs 0.326 of 12.0" x 39.0' Culvert Outflow=4.40 cfs 0.326 of Pond 9P: DMH#3, STC#2 Peak Elev=143.63' Storage=72 cf Inflow=4.52 cfs 0.326 of 12.0"x 53.0' Culvert Outflow=4.39 cfs 0.326 of Pond 10P: CB#4 Peak Elev=143.68' Storage=32 cf Inflow=1.39 cfs 0.096 of 12.0" x 12.0' Culvert Outflow=1.31 cfs 0.096 of Pond 11P: DMH#4 Peak Elev=144.95' Storage=36 cf Inflow=3.30 cfs 0.230 of 12.0" x 228.0' Culvert Outflow=3.21 cfs 0.230 of Pond 12P: CB#5 Peak Elev=144.98' Storage=67 cf Inflow=1.28 cfs 0.087 of 12.0"x 20.0' Culvert Outflow=1.24 cfs 0.088 of Pond 13P: CB#7 Peak Elev=145.24' Storage=23 cf Inflow=2.08 cfs 0.142 of !o* 12.0" x 158.0' Culvert Outflow=2.07 cfs 0.142 of Pond 14P: CI#3 Peak Elev=147.39' Storage=33 cf Inflow=3.88 cfs 0.271 of err 6.0"x 10.0' Culvert Outflow=4.02 cfs 0.271 of Pond 15P: CB#6 Peak Elev=143.03' Storage=7 cf Inflow=0.61 cfs 0.041 of 8.0" x 12.0' Culvert Outflow=0.61 cfs 0.041 of Total Runoff Area=5.860 ac Runoff Volume= 1.754 of Average Runoff Depth =3.59" ow Post-Drain Type 111 24-hr 10-Year Event Rainfall=4.50" Prepared by HUNTLEY ASSOCIATES, P.C. Page 18 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Parking Area-West Runoff Area=1.380 ac Runoff Depth>3.96" Flow Length=112' Tc=2.9 min CN=98 Runoff=6.57 cfs 0.456 of Subcatchment 2S: Grass-West Runoff Area=0.890 ac Runoff Depth>2.20" Flow Length=442' Tc=15.0 min CN=79 Runoff=1.87 cfs 0.164 of Subcatchment 3S: Parking and Roof Area- South Runoff Area=0.560 ac Runoff Depth>3.51" Flow Length=160' Tc=3.7 min CN=93 Runoff=2.45 cfs 0.164 of Subcatchment 4S: Parking Area- Central Runoff Area=0.420 ac Runoff Depth>3.88" Flow Length=107' Tc=1.9 min CN=97 Runoff=1.99 cfs 0.136 of Subcatchment 5S: Parking and Roof Area- Southeast Runoff Area=0.250 ac Runoff Depth>3.11" Flow Length=92' Tc=2.3 min CN=89 Runoff=1.03 cfs 0.065 of Subcatchment 6S: Parking Area- East Runoff Area=0.410 ac Runoff Depth>3.88" Flow Length=202' Tc=4.2 min CN=97 Runoff=1.86 cfs 0.133 of Subcatchment 7S: Parking Area- East Runoff Area=0.290 ac Runoff Depth>3.96" Flow Length=135' Tc=2.3 min CN=98 Runoff=1.39 cfs 0.096 of Subcatchment 8S: Parking Area- Northeast Runoff Area=0.270 ac Runoff Depth>3.88" Flow Length=117' Tc=2.1 min CN=97 Runoff=1.28 cfs 0.087 of Subcatchment 9S: Parking Area- North Runoff Area=0.440 ac Runoff Depth>3.88" Flow Length=95' Tc=2.6 min CN=97 Runoff=2.08 cfs 0.142 of Subcatchment 10S: Roof Runoff Area=0.820 ac Runoff Depth>3.96" Flow Length=92' Tc=3.2 min CN=98 Runoff=3.88 cfs 0.271 of Subcatchment 11S: Parking Area- Northeast Runoff Area=0.130 ac Runoff Depth>3.80" Flow Length=84' Tc=1.9 min CN=96 Runoff=0.61 cfs 0.041 of Pond 1P: Detention Pond Peak Elev=145.20' Storage=5,725 cf Inflow=7.56 cfs 0.619 of Discarded=2.40 cfs 0.561 of Primary=0.41 cfs 0.058 of Outflow=2.81 cfs 0.618 of Pond 2P: CB#1 Peak Elev=147.71' Storage=33 cf Inflow=2.45 cfs 0.164 of 8.0" x 100.0' Culvert Oufflow=2.47 cfs 0.163 of Pond 3P: DMH#1 Peak Elev=143.45' Storage=33 cf Inflow=2.31 cfs 0.194 of 12.0" x 160.0' Culvert Outflow=2.30 cfs 0.193 of Pond 4P: CB#2 Peak Elev=143.47' Storage=26 cf Inflow=1.99 cfs 0.136 of 12.0" x 52.0' Culvert Outflow=1.99 cfs 0.136 of Post-Drain Type 11124-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 17 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.50 13 0 0 143.50 13 13 13 144.50 13 13 26 145.50 13 13 39 Device Routing Invert Outlet Devices #1 Primary 142.50' 8.0" x 12.0' long Culvert Ke= 0.500 • Outlet Invert= 142.38' S=0.01007' Cc= 0.900 n=0.013 Primary OutFlow Max=0.37 cfs @ 12.03 hrs HW=142.89' (Free Discharge) L1=Culvert (Barrel Controls 0.37 cfs @ 2.5 fps) Post-Drain Type 11124-hr2-Year Event Rainfall-2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 16 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Primary OutFlow Max=1.20 cfs @ 12.04 hrs HW=144.16' TW=143.17' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 1.20 cfs @ 3.1 fps) Pond 14P: CI#3 ""' Inflow Area = 0.820 ac, Inflow Depth > 2.50" for 2-Year Event event Inflow = 2.48 cfs @ 12.05 hrs, Volume= 0.171 of Outflow = 2.45 cfs @ 12.05 hrs, Volume= 0.171 af, Atten= 1%, Lag= 0.3 min r* Primary = 2.45 cfs @ 12.05 hrs, Volume= 0.171 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 144.55' @ 12.05 hrs Surf.Area= 13 sf Storage= 25 cf Flood Elev= 145.18' Surf.Area= 13 sf Storage= 33 cf Plug-Flow detention time= 0.3 min calculated for 0.171 of(100%of inflow) Center-of-Mass det. time= 0.2 min ( 737.7- 737.5 ) Volume Invert Avail.Storage Storage Description #1 142.63' 33 cf Custom Stage Data(Prismatic) Listed below (Recalc) O Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.63 13 0 0 143.63 13 13 13 144.63 13 13 26 145.18 13 7 33 Device Routing Invert Outlet Devices #1 Primary 142.63' 6.0" x 10.0' long Culvert X 2.00 Ke= 0.500 Outlet Invert= 142.53' S=0.0100 '/' Cc= 0.900 n=0.013 Primary OutFlow Max=2.42 cfs @ 12.05 hrs HW=144.52' (Free Discharge) t1=Culvert (inlet Controls 2.42 cfs @ 6.2 fps) Pond 15P: CBM Inflow Area = 0.130 ac, Inflow Depth > 2.32" for 2-Year Event event Inflow = 0.38 cfs @ 12.03 hrs, Volume= 0.025 of Outflow = 0.38 cfs @ 12.03 hrs, Volume= 0.025 af, Atten=0%, Lag= 0.2 min Primary = 0.38 cfs Cam? 12.03 hrs, Volume= 0.025 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs qW Peak Elev= 142.90' @ 12.03 hrs Surf.Area= 13 sf Storage= 5 cf Flood Elev= 145.50' Surf.Area= 13 sf Storage= 39 cf Plug-Flow detention time= 0.8 min calculated for 0.025 of (100% of inflow) Center-of-Mass det. time= 0.5 min ( 747.8 - 747.3 ) Volume Invert Avaii.Storage Storage Description #1 142.50' 39 cf Custom Stage Data(Prismatic) Listed below (Recalc) Post-Drain Type 111 24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 15 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.24' @ 12.09 hrs Surf.Area= 13 sf Storage= 9 cf Flood Elev= 144.75' Surf.Area= 13 sf Storage=29 cf Plug-Flow detention time=0.2 min calculated for 0.054 of (100% of inflow) Center-of-Mass det. time=0.2 min ( 742.4 - 742.1 ) Volume Invert Avail.Storage Storage Description #1 142.55' 74 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.55 13 0 0 143.55 13 13 13 144.55 13 13 26 144.75 13 3 29 145.00 350 45 74 Device Routing Invert Outlet Devices #1 Primary 142.50' 12.0" x 20.0' long Culvert Ke= 0.500 Outlet Invert= 142.30' S= 0.0100 '/' Cc= 0.900 n=0.013 Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=143.14' TW=143.15' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Pond 13P: CB#7 Inflow Area = 0.440 ac, Inflow Depth > 2.41" for 2-Year Event event Inflow = 1.32 cfs @ 12.04 hrs, Volume= 0.088 of Outflow = 1.32 cfs @ 12.04 hrs, Volume= 0.088 af, Atten=0%, Lag= 0.1 min Primary = 1.32 cfs @ 12.04 hrs, Volume= 0.088 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 144.17' @ 12.05 hrs Surf.Area= 13 sf Storage= 9 cf Flood Elev= 146.00' Surf.Area= 13 sf Storage= 33 cf Plug-Flow detention time= 0.5 min calculated for 0.088 of (100% of inflow) Center-of-Mass det. time=0.3 min ( 742.8 - 742.5 ) Volume Invert Avail.Storage Storage Description #1 143.50' 33 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) e 143.50 13 0 0 144.50 13 13 13 145.50 13 13 26 146.00 13 7 33 Device Routing Invert Outlet Devices #1 Primary 143.50' 12.0" x 158.0' long Culvert Ke= 0.500 " " Outlet Invert= 142.30' S= 0.0076 '/' Cc= 0.900 n= 0.013 Post-Drain Type Ill 24-hr 2-Year Event Rainfall-2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 14 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.25 13 0 0 142.25 13 13 13 143.25 13 13 26 144.25 13 13 39 Device Routing Invert Outlet Devices #1 Primary 141.25' 12.0" x 12.0' long Culvert Ke=0.500 Outlet Invert= 141.12' S= 0.0108 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 12.04 hrs HW=141.97' TW=142.14' (Dynamic Tailwater) t-1=Culvert ( Controls 0.00 cfs) Pond 11 P: DMH#4 Inflow Area = 0.710 ac, Inflow Depth > 2.41" for 2-Year Event event Inflow = 2.11 cfs @ 12.04 hrs, Volume= 0.143 of Outflow = 2.11 cfs @ 12.04 hrs, Volume= 0.143 af, Atten=0%, Lag= 0.1 min Primary = 2.11 cfs @ 12.04 hrs, Volume= 0.143 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 143.19' @ 12.05 hrs Surf.Area= 13 sf Storage= 13 cf Flood Elev= 145.30' Surf.Area= 13 sf Storage= 40 cf Plug-Flow detention time= 0.4 min calculated for 0.143 of (100% of inflow) P, Center-of-Mass det. time=0.2 min ( 742.8 - 742.6 ) Volume Invert Avail.Storage Storage Description #1 142.20' 40 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.20 13 0 0 143.20 13 13 13 144.20 13 13 26 00 145.30 13 14 40 Device Routing Invert Outlet Devices #1 Primary 142.20' 12.0" x 228.0' long Culvert Ke=0.500 Outlet Invert= 141.06' S= 0.0050 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.82 cfs @ 12.04 hrs HW=143.16' TW=142.17' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.82 cfs @ 3.0 fps) Pond 12P: CB#5 Inflow Area = 0.270 ac, Inflow Depth > 2.41" for 2-Year Event event Inflow = 0.81 cfs @ 12.03 hrs, Volume= 0.054 of Outflow = 0.80 cfs @ 12.04 hrs, Volume= 0.054 af, Atten= 1%, Lag= 0.0 min Primary = 0.80 cfs @ 12.04 hrs, Volume= 0.054 of Post-Drain Type UI 24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 13 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Pond 9P: DMH#3, STC#2 ", Inflow Area = 1.000 ac, Inflow Depth > 2.44" for 2-Year Event event Inflow = 2.98 cfs @ 12.04 hrs, Volume= 0.203 of Outflow = 2.94 cfs @ 12.04 hrs, Volume= 0.203 af, Atten= 1%, Lag= 0.2 min Primary = 2.94 cfs @ 12.04 hrs, Volume= 0.203 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 142.22' @ 12.05 hrs Surf.Area= 26 sf Storage= 35 cf Flood Elev= 145.00' Surf.Area= 26 sf Storage= 107 cf Plug-Flow detention time=0.3 min calculated for 0.202 of (100%of inflow) Center-of-Mass det. time= 0.3 min ( 741.4- 741.1 ) Volume Invert Avail.Storage Storage Description #1 140.88' 107 cf Custom Stage Data(Prismatic) Listed below (Recalc) x 2 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.88 13 0 0 PW 141.88 13 13 13 142.88 13 13 26 143.88 13 13 39 145.00 13 15 54 Device Routing Invert Outlet Devices #1 Primary 140.80' 12.0" x 53.0' long Culvert Ke=0.500 Outlet Invert= 140.53' S=0.0051 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.75 cfs @ 12.04 hrs HW=142.17' TW=141.57' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 2.75 cfs @ 3.5 fps) Pond 10P: CB#4 Inflow Area= 0.290 ac, Inflow Depth > 2.50" for 2-Year Event event Inflow = 0.89 cfs @ 12.04 hrs, Volume= 0.060 of Outflow = 0.87 cfs @ 12.04 hrs, Volume= 0.060 af, Atten=2%, Lag= 0.0 min Primary = 0.87 cfs @ 12.04 hrs, Volume= 0.060 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 142.24' @ 12.10 hrs Surf.Area= 13 sf Storage= 13 cf Flood Elev= 144.25' Surf.Area= 13 sf Storage= 39 cf Plug-Flow detention time= 0.6 min calculated for 0.060 of (100% of inflow) Center-of-Mass det. time=0.3 min ( 737.1 - 736.8 ) Volume Invert Avail.Storage Storage Description #1 141.25' 39 cf Custom Stage Data(Prismatic) Listed below (Recalc) Post-Drain Type ///24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 12 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4, 140.75 13 0 0 141.75 13 13 13 142.75 13 13 26 143.75 13 13 39 144.25 13 7 46 Device Routing Invert Outlet Devices #1 Primary 140.75' 12.0" x 12.0' long Culvert Ke= 0.500 Outlet Invert= 140.63' S= 0.01007' Cc= 0.900 n=0.011 Primary OutFlow Max=0.63 cfs @ 12.06 hrs HW=141.40' TW=141.32' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.63 cfs @ 1.7 fps) Pond 8P: Exist. CI#2 Inflow Area = 1.000 ac, Inflow Depth > 2.44" for 2-Year Event event Inflow = 2.94 cfs @ 12.04 hrs, Volume= 0.203 of Outflow = 2.94 cfs @ 12.04 hrs, Volume= 0.203 af, Atten=0%, Lag= 0.1 min Primary = 2.94 cfs @ 12.04 hrs, Volume= 0.203 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 141.60' @ 12.04 hrs Surf.Area= 13 sf Storage= 15 cf Flood Elev= 144.48' Surf.Area= 13 sf Storage= 53 cf Plug-Flow detention time=0.3 min calculated for 0.202 of (100%of inflow) Center-of-Mass det. time=0.2 min ( 741.6 - 741.4 ) Volume Invert Avail.Storage Storage Description #1 140.43' 53 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.43 13 0 0 141.43 13 13 13 142.43 13 13 26 143.43 13 13 39 144.48 13 14 53 Device Routing Invert Outlet Devices #1 Primary 140.43' 12.0" x 39.0' long Culvert Ke= 0.500 Outlet Invert= 140.10' S= 0.0085 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.89 cfs @ 12.04 hrs HW=141.58' (Free Discharge) 't--1=Culvert (Barrel Controls 2.89 cfs @ 4.0 fps) • Post-Drain Type 11124-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 11 HydroCADO 7.10 s/n 000451 0 2005 HydroCAD Software Solutions LLC 12/19/2006 Pond 6P: Exist. CB#2 Inflow Area = 3.350 ac, Inflow Depth > 0.82" for 2-Year Event event Inflow = 3.19 cfs @ 12.05 hrs, Volume= 0.230 of Outflow = 3.19 cfs @ 12.05 hrs, Volume= 0.230 af, Atten= 0%, Lag=0.1 min Primary = 3.19 cfs @ 12.05 hrs, Volume= 0.230 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 140.95' @ 12.05 hrs Surf.Area= 13 sf Storage= 21 cf Flood Elev= 143.94' Surf.Area= 13 sf Storage= 59 cf Plug-Flow detention time= 0.3 min calculated for 0.230 of(100%of inflow) Center-of-Mass det. time= 0.2 min ( 750.8 - 750.6 ) Volume Invert Avail.Storage Storage Description #1 139.37' 59 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 139.37 13 0 0 140.37 13 13 13 141.37 13 13 26 142.37 13 13 39 , ► 143.94 13 20 59 Device Routing Invert Outlet Devices #1 Primary 139.37' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 139.20' S= 0.0037 '/' Cc=0.900 n= 0.013 Primary OutFlow Max=3.18 cfs @ 12.05 hrs HW=140.95' (Free Discharge) OW t-1=Culvert (Barrel Controls 3.18 cfs @ 4.1 fps) Pond 7P: CB#3 Inflow Area = 0.410 ac, Inflow Depth > 2.41" for 2-Year Event event Inflow = 1.18 cfs @ 12.06 hrs, Volume= 0.082 of PW Outflow = 1.17 cfs @ 12.06 hrs, Volume= 0.082 af, Atten=0%, Lag= 0.0 min Primary = 1.17 cfs @ 12.06 hrs, Volume= 0.082 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 141.50' @ 12.13 hrs Surf.Area= 13 sf Storage= 10 cf Flood Elev= 144.25' Surf.Area= 13 sf Storage= 46 cf Plug-Flow detention time= 0.4 min calculated for 0.082 of (100% of inflow) Center-of-Mass det. time= 0.3 min ( 744.0 - 743.7 ) Volume Invert Avail.Storage Storage Description ,� #1 140.75' 46 cf Custom Stage Data(Prismatic) Listed below (Recalc) Post-Drain Type 111 24-hr 2-Year Event Rainfal1=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 10 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Volume Invert Avail.Storage Storage Description #1 141.50' 46 cf Custom Stage Data(Prismatic) Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.50 13 0 0 '-" 142.50 13 13 13 143.50 13 13 26 144.50 13 13 39 145.00 13 7 46 Device Routing Invert Outlet Devices #1 Primary 142.25' 12.0" x 52.0' long Culvert Ke= 0.500 Outlet Invert= 141.73' S=0.0100 '/' Cc= 0.900 n=0.013 Primary OutFlow Max=1.15 cfs @ 12.03 hrs HW=142.85' TW=142.26' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.15 cfs @ 3.4 fps) Pond 5P: DMH#2, STC#1 Inflow Area = 3.100 ac, Inflow Depth > 0.75" for 2-Year Event event Inflow = 2.66 cfs @ 12.05 hrs, Volume= 0.195 of * Outflow = 2.61 cfs @ 12.05 hrs, Volume= 0.195 af, Atten=2%, Lag= 0.1 min Primary = 2.61 cfs @ 12.05 hrs, Volume= 0.195 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 141.41' @ 12.08 hrs Surf.Area= 26 sf Storage=41 cf Flood Elev= 144.50' Surf.Area= 26 sf Storage= 121 cf Plug-Flow detention time= 1.2 min calculated for 0.195 of (100%of inflow) Center-of-Mass det. time=0.7 min ( 745.6 - 744.9 ) Volume Invert Avail.Storage Storage Description #1 139.83' 121 cf Custom Stage Data(Prismatic) Listed below (Recalc) x 2 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 139.83 13 0 0 140.83 13 13 13 141.83 13 13 26 00 142.83 13 13 39 143.83 13 13 52 144.50 13 9 61 Device Routing Invert Outlet Devices #1 Primary 140.09' 12.0" x 78.0' long Culvert Ke= 0.500 Outlet Invert= 139.50' S= 0.0076 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.93 cfs @ 12.05 hrs HW=141.30' TW=140.95' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.93 cfs @ 2.6 fps) Post-Drain Type ///24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 9 HydroCADO 7.10 s/n 000451 C 2005 HydroCAD Software Solutions LLC 12/19/2006 Primary OutFlow Max=1.40 cfs @ 12.06 hrs HW=144.10' (Free Discharge) t-1=Culvert (Barrel Controls 1.40 cfs @ 4.0 fps) Pond 3P: DMH#1 Inflow Area = 2.690 ac, Inflow Depth > 0.50" for 2-Year Event event Inflow = 1.51 cfs @ 12.04 hrs, Volume= 0.113 of Outflow = 1.51 cfs @ 12.04 hrs, Volume= 0.113 af, Atten=0%, Lag= 0.1 min Primary = 1.51 cfs @ 12.04 hrs, Volume= 0.113 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs P„ Peak Elev= 142.28' C 12.05 hrs Surf.Area= 13 sf Storage= 18 cf Flood Elev= 145.70' Surf.Area= 13 sf Storage= 63 cf Plug-Flow detention time= 1.9 min calculated for 0.112 of (99%of inflow) Center-of-Mass det. time= 1.0 min ( 745.5 - 744.5 ) Volume Invert Avail.Storage Storage Description #1 140.88' 63 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.88 13 0 0 141.88 13 13 13 142.88 13 13 26 143.88 13 13 39 144.88 13 13 52 145.70 13 11 63 Device Routing Invert Outlet Devices #1 Primary 141.58' 12.0" x 160.0' long Culvert Ke= 0.500 Outlet Invert= 140.38' S= 0.0075 '/' Cc= 0.900 n=0.013 Primary OutFlow Max=1.31 cfs @ 12.04 hrs HW=142.27' TW=141.23' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 1.31 cfs @ 3.2 fps) Pond 4P: CB#2 Inflow Area = 0.420 ac, Inflow Depth > 2.41" for 2-Year Event event Inflow = 1.26 cfs @ 12.03 hrs, Volume= 0.084 of Outflow = 1.26 cfs @ 12.03 hrs, Volume= 0.084 af, Atten=0%, Lag= 0.1 min Primary = 1.26 cfs C 12.03 hrs, Volume= 0.084 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 142.86' C 12.04 hrs Surf.Area= 13 sf Storage= 18 cf Flood Elev= 145.00' Surf.Area= 13 sf Storage= 46 cf Plug-Flow detention time= 2.9 min calculated for 0.084 of (100% of inflow) Center-of-Mass det. time= 1.4 min ( 743.4 - 742.0 ) go Post-Drain Type ///24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 8 HydroCADO 7.10 s/n 000451 0 2005 HydroCAD Software Solutions LLC 12/19/2006 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 143.80 1 0 0 144.00 260 26 26 145.00 7,827 4,044 4,070 145.50 9,850 4,419 8,489 146.00 26,000 8,963 17,451 Device Routing Invert Outlet Devices #1 Discarded 0.00' 12.000 in/hr Exfiltration over Surface area #2 Device 4 145.40' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #3 Device 4 144.10' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 142.40' 12.0" x 205.0' long Culvert Ke= 0.500 Outlet Invert= 141.73' S=0.0033 '/' Cc=0.900 n= 0.013 Qiscarded OutFlow Max=1.75 cfs @ 12.31 hrs HW=144.80' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.75 cfs) Primary OutFlow Max=0.31 cfs @ 12.31 hrs HW=144.80' TW=142.02' (Dynamic Tailwater) t4=Culvert (Passes 0.31 cfs of 3.22 cfs potential flow) 12=OrificalGrate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.31 cfs @ 3.5 fps) Pond 2P: CB#1 Inflow Area = 0.560 ac, Inflow Depth > 2.04" for 2-Year Event event f Inflow = 1.47 cfs @ 12.06 hrs, Volume= 0.095 of Outflow = 1.45 cfs @ 12.06 hrs, Volume= 0.095 af, Atten= 1%, Lag=0.4 min Primary = 1.45 cfs @ 12.06 hrs, Volume= 0.095 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 144.21' @ 12.06 hrs Surf.Area= 13 sf Storage= 33 cf Flood Elev= 144.00' Surf.Area= 13 sf Storage= 33 cf Plug-Flow detention time= 1.9 min calculated for 0.095 of (99% of inflow) Center-of-Mass det. time= 1.0 min ( 764.5 - 763.4 ) Volume Invert Avail.Storage Storage Description #1 141.50' 33 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.50 13 0 0 142.50 13 13 13 143.50 13 13 26 144.00 13 7 33 Device Routing Invert Outlet Devices #1 Primary 142.00' 8.0" x 100.0' long Culvert Ke= 0.500 Outlet Invert= 141.70' S= 0.0030 '/' Cc= 0.900 n= 0.013 Post-Drain Type 111 24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 7 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Subcatchment 10S: Roof Runoff = 2.48 cfs @ 12.05 hrs, Volume= 0.171 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 Event Rainfall=2.90" Area (ac) CN Description 0.820 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 92 0.0050 0.5 Lag/CN Method, Runoff to CI#3 Subcatchment 11S: Parking Area - Northeast Runoff = 0.38 cfs @ 12.03 hrs, Volume= 0.025 af, Depth> 2.32" 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 Event Rainfall=2.90" Area (ac) CN Description 0.120 98 Paved parking& roofs 0.010 74 >75% Grass cover, Good, HSG C 0.130 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) #~ 1.9 84 0.0150 0.7 Lag/CN Method, Runoff to CB#6 Pond 1 P: Detention Pond Inflow Area = 2.270 ac, Inflow Depth > 1.92" for 2-Year Event event Inflow = 4.60 cfs @ 12.05 hrs, Volume= 0.363 of Outflow = 2.06 cfs @ 12.31 hrs, Volume= 0.363 af, Atten= 55%, Lag= 15.5 min Discarded = 1.75 cfs @ 12.31 hrs, Volume= 0.334 of Primary = 0.31 cfs @ 12.31 hrs, Volume= 0.029 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 144.80' @ 12.31 hrs Surf.Area= 6,310 sf Storage= 2,653 cf Flood Elev= 145.40' Surf.Area= 9,445 sf Storage= 7,524 cf Plug-Flow detention time= 11.4 min calculated for 0.361 of (99% of inflow) Center-of-Mass det. time= 10.5 min ( 764.5 - 753.9 ) ow Volume Invert Avail.Storage Storage Description #1 143.80' 17,451 cf Custom Stage Data(Prismatic) Listed below (Recalc) e Post-Drain Type///24-hr 2-Year Event Rainfall-2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 6 HydroCADO 7.10 s/n 000451 0 2005 HydroCAD Software Solutions LLC 12/19/2006 Subcatchment 7S: Parking Area - East No Runoff = 0.89 cfs @ 12.04 hrs, Volume= 0.060 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 Event Rainfall=2.90" Area (ac) CN Description 0.290 98 Paved parking Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 135 0.0180 1.0 Lag/CN Method, Runoff to CB#4 Subcatchment 8S: Parking Area - Northeast Runoff = 0.81 cfs @ 12.03 hrs, Volume= 0.054 af, Depth> 2.41" PR 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 Event Rainfall=2.90" Area (ac) CN Description 0.260 98 Paved parking & roofs 0.010 74 >75% Grass cover, Good, HSG C 0.270 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) r 2.1 117 0.0180 0.9 Lag/CN Method, Runoff to CB#5 Subcatchment 9S: Parking Area - North Runoff = 1.32 cfs @ 12.04 hrs, Volume= 0.088 af, Depth> 2.41" 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 Event Rainfall=2.90" Area (ac) CN Description 0.420 98 Paved parking 0.020 74 >75% Grass cover, Good, HSG C 0.440 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 95 0.0090 0.6 Lag/CN Method, Runoff to CB#7 Post-Drain Type ///24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 5 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Subcatchment 4S: Parking Area- Central Runoff = 1.26 cfs @ 12.03 hrs, Volume= 0.084 af, Depth> 2.41" 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 Event Rainfall=2.90" Area (ac) CN Description 0.410 98 Paved parking 0.010 74 >75% Grass cover, Good, HSG C 0.420 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 107 0.0200 0.9 Lag/CN Method, Roof Runoff to CB#2 Subcatchment 5S: Parking and Roof Area - Southeast Runoff = 0.58 cfs @ 12.04 hrs, Volume= 0.035 af, Depth> 1.70" 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 Event Rainfall=2.90" w Area (ac) CN Description 0.160 98 Paved parking & roofs 0.090_ 74 >75% Grass cover, Good, HSG C 0.250 89 Weighted Average r Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 92 0.0220 0.7 Lag/CN Method, Runoff to existing CB#2 so Subcatchment 6S: Parking Area - East Runoff = 1.18 cfs @ 12.06 hrs, Volume= 0.082 af, Depth> 2.41" 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 Event Rainfall=2.90" Area (ac) CN Description 0.390 98 Paved parking + ! 0.020 74 >75% Grass cover, Good, HSG C 0.410 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 202 0.0110 0.8 Lag/CN Method, Runoff to CB#3 Post-Drain Type ///24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 4 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Subcatchment 1 S: Parking Area - West Runoff = 4.20 cfs @ 12.05 hrs, Volume= 0.287 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 Event Rainfall=2.90" Area (ac) CN Description 1.380 98 Paved parking Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 112 0.0080 0.6 Lag/CN Method, Runoff to Detention Pond Subcatchment 2S: Grass - West Runoff = 0.85 cfs @ 12.22 hrs, Volume= 0.076 af, Depth> 1.02" 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 Event Rainfall=2.90" Area (ac) CN Description 0.890 79 50-75% Grass cover, Fair, HSG C �a Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 442 0.0130 0.5 Lag/CN Method, Runoff to Outlet Control Structure ► Subcatchment 3S: Parking and Roof Area - South Runoff = 1.47 cfs @ 12.06 hrs, Volume= 0.095 af, Depth> 2.04" 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 Event Rainfall=2.90" Area (ac) CN Description 0.440 98 Paved parking & roofs _0.120 74 >75% Grass cover, Good, HSG C "M 0.560 93 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 160 0.0150 0.7 Lag/CN Method, Runoff to CB#1 Post-Drain Type 11124-hr2-Year Event Rainfall-2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 3 HydroCAD®7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Pond 5P: DMH#2, STC#1 Peak Elev=141.41' Storage=41 cf Inflow=2.66 cfs 0.195 of 12.0" x 78.0' Culvert Outflow=2.61 cfs 0.195 of Pond 6P: Exist. CB#2 Peak EIev=140.95' Storage=21 cf Inflow=3.19 cfs 0.230 of 12.0" x46.0' Culvert Outflow=3.19 cfs 0.230 of Pond 7P: CB#3 Peak EIev=141.50' Storage=10 cf Inflow=1.18 cfs 0.082 of 12.0" x 12.0' Culvert Outflow=1.17 cfs 0.082 of 00 Pond 8P: Exist. CI#2 Peak EIev=141.60' Storage=15 cf Inflow=2.94 cfs 0.203 of 12.0"x 39.0' Culvert Outflow=2.94 cfs 0.203 of Pond 9P: DMH#3, STC#2 Peak Elev=142.22' Storage=35 cf Inflow=2.98 cfs 0.203 of 12.0" x 53.0' Culvert Outflow=2.94 cfs 0.203 of Pond 10P: CB#4 Peak Elev=142.24' Storage=13 cf Inflow=0.89 cfs 0.060 of 12.0" x 12.0' Culvert Outflow=0.87 cfs 0.060 of Pond 11 P: DMH#4 Peak Elev=143.19' Storage=13 cf Inflow=2.11 cfs 0.143 of 12.0" x 228.0' Culvert Outflow=2.11 cfs 0.143 of Pond 12P: CB#5 Peak Elev=143.24' Storage=9 cf Inflow=0.81 cfs 0.054 of 12.0" x 20.0' Culvert Outflow=0.80 cfs 0.054 of Pond 13P: CB#7 Peak EIev=144.17' Storage=9 cf Inflow=1.32 cfs 0.088 of WX 12.0"x 158.0' Culvert Outflow=1.32 cfs 0.088 of Pond 14P: CI#3 Peak Elev=144.55' Storage=25 cf Inflow=2.48 cfs 0.171 of PM 6.0"x 10.0' Culvert Outflow=2.45 cfs 0.171 of Pond 15P: CB#6 Peak EIev=142.90' Storage=5 cf Inflow=0.38 cfs 0.025 of 8.0"x 12.0' Culvert Outflow=0.38 cfs 0.025 of Total Runoff Area=5.860 ac Runoff Volume= 1.059 of Average Runoff Depth =2.17" Post-Drain Type 11124-hr2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 2 _H_ydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Parking Area-West Runoff Area=1.380 ac Runoff Depth>2.50" Flow Length=112' Tc=2.9 min CN=98 Runoff=4.20 cfs 0.287 of Subcatchment 2S: Grass-West Runoff Area=0.890 ac Runoff Depth>1.02" Flow Length=442' Tc=15.0 min CN=79 Runoff=0.85 cfs 0.076 of Subcatchment 3S: Parking and Roof Area- South Runoff Area=0.560 ac Runoff Depth>2.04" Flow Length=160' Tc=3.7 min CN=93 Runoff=1.47 cfs 0.095 of Subcatchment 4S: Parking Area-Central Runoff Area=0.420 ac Runoff Depth>2.41" Flow Length=107' Tc=1.9 min CN=97 Runoff=1.26 cfs 0.084 of Subcatchment 5S: Parking and Roof Area- Southeast Runoff Area=0.250 ac Runoff Depth>1.70" Flow Length=92' Tc=2.3 min CN=89 Runoff=0.58 cfs 0.035 of Subcatchment 6S: Parking Area- East Runoff Area=0.410 ac Runoff Depth>2.41" Flow Length=202' Tc=4.2 min CN=97 Runoff=1.18 cfs 0.082 of Subcatchment 7S: Parking Area- East Runoff Area=0.290 ac Runoff Depth>2.50" Flow Length=135' Tc=2.3 min CN=98 Runoff=0.89 cfs 0.060 of Subcatchment 8S: Parking Area- Northeast Runoff Area=0.270 ac Runoff Depth>2.41" h, Flow Length=117' Tc=2.1 min CN=97 Runoff=0.81 cfs 0.054 of Subcatchment 9S: Parking Area- North Runoff Area=0.440 ac Runoff Depth>2.41" Flow Length=95' Tc=2.6 min CN=97 Runoff=1.32 cfs 0.088 of Subcatchment 105: Roof Runoff Area=0.820 ac Runoff Depth>2.50" Flow Length=92' Tc=3.2 min CN=98 Runoff=2.48 cfs 0.171 of Subcatchment 11S: Parking Area- Northeast Runoff Area=0.130 ac Runoff Depth>2.32" Flow Length=84' Tc=1.9 min CN=96 Runoff=0.38 cfs 0.025 of Pond 1P: Detention Pond Peak EIev=144.80' Storage=2,653 cf Inflow=4.60 cfs 0.363 of Discarded=1.75 cfs 0.334 of Primary=0.31 cfs 0.029 of Outflow=2.06 cfs 0.363 of Pond 2P: CB#1 Peak EIev=144.21' Storage=33 cf Inflow=1.47 cfs 0.095 of 8.0" x 100.0' Culvert Outflow=1.45 cfs 0.095 of Pond 3P: DMH#1 Peak Elev=142.28' Storage=18 cf Inflow=1.51 cfs 0.113 of 12.0" x 160.0' Culvert Outflow=1.51 cfs 0.113 of Pond 413: CB#2 Peak Elev=142.86' Storage=18 cf Inflow=1.26 cfs 0.084 of 12.0" x 52.0' Culvert Outflow=1.26 cfs 0.084 of PIN PIN 2S�FIR P1*119 Area-wes W.. 's Parklrq Area No" P.'X'�g a.Roo Area 12p\ Sooth cB#1 4-- 0�1 CB#2 PaMrig A— Cemral 2 N 5S C.5 A..- N.19—M Pa Mhq an =1 Area 19' A P'NWI-9 5P 40 10s\ 'P cam 7S Roof • CB#6 6s ECW2 PaA,ng Area East C1#3 E".CB#2 Pa*rg Area-East Subcat Reachl on Link Drainage Diagram for Post-Drain Prepared by HUNTLEY ASSOCIATES, P.C. 12/19/2006 HydroCAD(D 7.10 s/n 000451 (D 2005 HydroCAD Software Solutions LLC OR Summary HydroCAD Results 2, 10, 100-Year Events (Proposed Conditions) Pre-drain Type ///24-hr 100-Year Event Rainfall=6.50" Prepared by HUNTLEY ASSOCIATES, P.C. Page 12 HydroCADO 7.10 s/n 000451 0 2005 HydroCAD Software Solutions LLC 12/20/2006 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: Parking and Roof Area-South Runoff Area=1.400 ac Runoff Depth>5.71" Flow Length=223' Tc=3.8 min CN=97 Runoff=9.39 cfs 0.667 of Subcatchment 2S: Parking and Roof Area- Central Runoff Area=0.590 ac Runoff Depth>5.78" Flow Length=145' Tc=2.0 min CN=98 Runoff=4.08 cfs 0.284 of Subcatchment 3S: Parking, grass, and Roof Area- North and Runoff Area=2.040 ac Runoff Depth>5.45" Flow Length=300' Tc=6.3 min CN=94 Runoff=12.29 cfs 0.926 of Subcatchment 4S: Roof Area- North Runoff Area=0.120 ac Runoff Depth>5.78" Flow Length=30' Tc=0.2 min CN=98 Runoff=0.87 cfs 0.058 of P* Subcatchment 5S: Parking and Roof Area- Southeast Runoff Area=0.490 ac Runoff Depth>5.78" Flow Length=208' Tc=4.1 min CN=98 Runoff=3.27 cfs 0.236 of rM Subcatchment 6S: Parking and Roof Area- East Runoff Area=0.330 ac Runoff Depth>5.71" Flow Length=103' Tc=2.0 min CN=97 Runoff=2.27 cfs 0.157 of Subcatchment 7S: Parking and Roof Area- Northeast Runoff Area=0.650 ac Runoff Depth>5.71" Flow Length=168' Tc=3.4 min CN=97 Runoff=4.42 cfs 0.310 of Subcatchment 8S: Parking Area- North Runoff Area=0.150 ac Runoff Depth>5.63" Flow Length=54' Tc=0.8 min CN=96 Runoff=1.06 cfs 0.070 of Pond 1 P: CB#1,2 Peak Elev=144.94' Storage=8,411 cf Inflow=9.39 cfs 0.667 of 6.0" x 116.0' Culvert Outflow=1.45 cfs 0.666 of Pond 2P: CB#4 Peak Elev=157.97' Storage=2,144 cf Inflow=4.08 cfs 0.284 of 7.0" x 300.0' Culvert Outflow=2.15 cfs 0.284 of Pond 3P: CB#8, 9 Peak Elev=152.24' Storage=2,356 cf Inflow=12.74 cfs 0.984 of 16.0" x 300.0' Culvert Oufflow=12.53 cfs 0.984 of Pond 4P: CB#2 Peak EIev=140.97' Storage=21 cf Inflow=3.27 cfs 0.236 of 12.0" x 44.0' Culvert Outflow=3.24 cfs 0.236 of Pond 5P: CB#3 Peak Elev=143.58' Storage=37 cf Inflow=2.27 cfs 0.157 of go 8.0" x 34.0' Culvert Outflow=2.27 cfs 0.157 of Pond 6P: CB#5 Peak EIev=150.21' Storage=26 cf Inflow=4.42 cfs 0.310 of 0M 6.0" x 37.0' Culvert Outflow=4.38 cfs 0.309 of Pond 7P: CB#6 Peak EIev=143.08' Storage=10 cf Inflow=1.06 cfs 0.070 of 10.0" x 100.0' Culvert Outflow=1.06 cfs 0.070 of Total Runoff Area=5.770 ac Runoff Volume=2.708 of Average Runoff Depth = 5.63" Pre-drain Type ///24-hr 10-Year Event Rainfall=4.50" Prepared by HUNTLEY ASSOCIATES, P.C. Page 11 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 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: Parking and Roof Area-South Runoff Area=1.400 ac Runoff Depth>3.88" Flow Length=223' Tc=3.8 min CN=97 Runoff=6.45 cfs 0.453 of Subcatchment 2S: Parking and Roof Area- Central Runoff Area=0.590 ac Runoff Depth>3.96" Flow Length=145' Tc=2.0 min CN=98 Runoff=2.82 cfs 0.195 of Subcatchment 3S: Parking, grass, and Roof Area- North and Runoff Area=2.040 ac Runoff Depth>3.60" Flow Length=300' Tc=6.3 min CN=94 Runoff=8.29 cfs 0.612 of Subcatchment 4S: Roof Area- North Runoff Area=0.120 ac Runoff Depth>3.96" Flow Length=30' Tc=0.2 min CN=98 Runoff=0.60 cfs 0.040 of Subcatchment 5S: Parking and Roof Area-Southeast Runoff Area=0.490 ac Runoff Depth>3.96" Flow Length=208' Tc=4.1 min CN=98 Runoff=2.25 cfs 0.162 of Subcatchment 6S: Parking and Roof Area- East Runoff Area=0.330 ac Runoff Depth>3.88" Flow Length=103' Tc=2.0 min CN=97 Runoff=1.56 cfs 0.107 of Subcatchment 7S: Parking and Roof Area- Northeast Runoff Area=0.650 ac Runoff Depth>3.88" Flow Length=168' Tc=3.4 min CN=97 Runoff=3.04 cfs 0.210 of Subcatchment 8S: Parking Area- North Runoff Area=0.150 ac Runoff Depth>3.80" Flow Length=54' Tc=0.8 min CN=96 Runoff=0.73 cfs 0.047 of Pond 1P: CB#1,2 Peak Elev=144.74' Storage=4,601 cf Inflow=6.45 cfs 0.453 of 6.0" x 116.0' Culvert Outflow=1.38 cfs 0.453 of Pond 2P: CB#4 Peak Elev=145.23' Storage=1,237 cf Inflow=2.82 cfs 0.195 of 7.0"x 300.0' Culvert Outflow=0.89 cfs 0.195 of Pond 3P: CB#8, 9 Peak Elev=144.95' Storage=849 cf Inflow=8.60 cfs 0.652 of 16.0" x 300.0' Culvert Outflow=6.45 cfs 0.652 of Pond 4P: CB#2 Peak EIev=140.44' Storage=14 cf Inflow=2.25 cfs 0.162 of 12.0" x 44.0' Culvert Outflow=2.25 cfs 0.162 of Pond 5P: CB#3 Peak Elev=142.43' Storage=22 cf Inflow=1.56 cfs 0.107 of 8.0" x 34.0' Culvert Outflow=1.56 cfs 0.107 of Pond 6P: CB#5 Peak Elev=146.74' Storage=26 cf Inflow=3.04 cfs 0.210 of 6.0" x 37.0' Culvert Outflow=3.10 cfs 0.210 of Pond 7P: CB#6 Peak EIev=142.92' Storage=8 cf Inflow=0.73 cfs 0.047 of 10.0" x 100.0' Culvert Outflow=0.72 cfs 0.047 of Total Runoff Area= 5.770 ac Runoff Volume= 1.826 of Average Runoff Depth =3.80" Pre-drain Type 11124-hr2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 10 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Device Routing Invert Outlet Devices #1 Primary 142.31' 10.0" x 100.0' long Culvert Ke= 0.500 Outlet Invert= 142.00' S=0.0031 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.43 cfs @ 12.01 hrs HW=142.76' (Free Discharge) L1=Culvert (Barrel Controls 0.43 cfs @ 2.1 fps) a�* Pre-drain Type 11124-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 9 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Pond 6P: CB#5 Inflow Area = 0.650 ac, Inflow Depth > 2.41" for 2-Year Event event Inflow = 1.92 cfs @ 12.05 hrs, Volume= 0.131 of Outflow = 1.90 cfs @ 12.06 hrs, Volume= 0.131 af, Atten= 1%, Lag= 0.3 min Primary = 1.90 cfs @ 12.06 hrs, Volume= 0.131 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 144.57' @ 12.06 hrs Surf.Area= 13 sf Storage=23 cf Flood Elev= 144.01' Surf.Area= 13 sf Storage= 16 cf Plug-Flow detention time= 0.5 min calculated for 0.131 of(100% of inflow) Center-of-Mass det. time= 0.3 min ( 743.4 - 743.1 ) Volume Invert Avail.Storage Storage Description #1 142.76' 26 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.76 13 0 0 ! 143.76 13 13 13 144.76 13 13 26 Device Routing Invert Outlet Devices #1 Primary 142.76' 6.0" x 37.0' long Culvert X 2.00 Ke= 0.500 Outlet Invert= 142.76' S= 0.0000 '/' Cc= 0.900 n= 0.011 ' Primary OutFlow Max=1.87 cfs @ 12.06 hrs HW=144.52' (Free Discharge) L1_Culvert (Barrel Controls 1.87 cfs @ 4.8 fps) Pond 7P: CB#6 Inflow Area = 0.150 ac, Inflow Depth > 2.32" for 2-Year Event event Inflow = 0.45 cfs Cam? 12.01 hrs, Volume= 0.029 of Outflow = 0.45 cfs @ 12.01 hrs, Volume= 0.029 af, Atten=0%, Lag= 0.1 min Primary = 0.45 cfs @ 12.01 hrs, Volume= 0.029 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 142.77' @ 12.01 hrs Surf.Area= 13 sf Storage= 6 cf Flood Elev= 144.82' Surf.Area= 13 sf Storage= 33 cf Plug-Flow detention time= 0.9 min calculated for 0.029 of (100% of inflow) Center-of-Mass det. time= 0.6 min ( 747.0 - 746.4 ) Volume Invert Avail.Storage Storage Description #1 142.31' 39 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.31 13 0 0 143.21 13 12 12 144.31 13 14 26 . 145.31 13 13 39 Pre-drain Type Ill 24-hr 2-Year Event Rainfall-2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 8 HydroCADO 7.10 s/n 000451 0 2005 HydroCAD Software Solutions LLC 12/19/2006 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 139.37 13 0 0 140.37 13 13 13 141.37 13 13 26 142.37 13 13 39 143.37 13 13 52 144.37 13 13 65 Device Routing Invert Outlet Devices #1 Primary 139.37' 12.0" x 44.0' long Culvert Ke= 0.500 Outlet Invert= 139.20' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.39 cfs @ 12.06 hrs HW=140.15' (Free Discharge) 't--1=Culvert (Barrel Controls 1.39 cfs @ 2.9 fps) Pond 5P: C113#3 Inflow Area = 0.330 ac, Inflow Depth > 2.41" for 2-Year Event event Inflow = 0.99 cfs @ 12.03 hrs, Volume= 0.066 of Outflow = 1.00 cfs @ 12.04 hrs, Volume= 0.066 af, Atten=0%, Lag= 0.3 min Primary = 1.00 cfs @ 12.04 hrs, Volume= 0.066 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 141.82' @ 12.04 hrs Surf.Area= 13 sf Storage= 14 cf Flood Elev= 143.65' Surf.Area= 13 sf Storage= 38 cf Plug-Flow detention time=0.9 min calculated for 0.066 of (100%of inflow) Center-of-Mass det. time= 0.5 min ( 742.6 - 742.1 ) ! Volume Invert Avail.Storage Storage Description #1 140.73' 39 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.73 13 0 0 141.73 13 13 13 142.73 13 13 26 143.73 13 13 39 Device Routing Invert Outlet Devices #1 Primary 140.73' 8.0" x 34.0' long Culvert Ke= 0.500 Outlet Invert= 140.73' S= 0.0000 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.96 cfs 0 12.04 hrs HW=141.79' (Free Discharge) L1=Culvert (Barrel Controls 0.96 cfs @ 2.8 fps) Pre-drain Type 111 24-hr2-Year Event Rainfal1-2.90" Prepared by HUNTLEY ASSOCIATES, P.C. 7 Page HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/1 age 7 Pond 3P: CB#8, 9 Inflow Area = 2.160 ac, Inflow Depth > 2.15" for 2-Year Event event Inflow = 5.24 cfs @ 12.09 hrs, Volume= 0.387 of Outflow = 5.23 cfs @ 12.09 hrs, Volume= 0.387 af, Atten=0%, Lag= 0.1 min Primary = 5.23 cfs @ 12.09 hrs, Volume= 0.387 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 143.79' @ 12.09 hrs Surf.Area= 26 sf Storage=42 cf Flood Elev= 144.54' Surf.Area=26 sf Storage= 62 cf Plug-Flow detention time=0.4 min calculated for 0.386 of (100%of inflow) Center-of-Mass det. time= 0.2 min ( 759.4 - 759.1 ) Volume Invert Avail.Storage Storage Description #1 142.16' 2,356 cf Custom Stage Data(Prismatic) Listed below (Recalc) x 2 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.16 13 0 0 143.16 13 13 13 144.16 13 13 26 144.54 13 5 31 145.25 3,218 1,147 1,178 Device Routing Invert Outlet Devices #1 Primary 142.16' 16.0" x 300.0' long Culvert Ke= 0.500 Outlet Invert= 141.00' S=0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=5.16 cfs @ 12.09 hrs HW=143.76' (Free Discharge) t-1=Culvert (Barrel Controls 5.16 cfs @ 3.9 fps) Pond 4P: CB#2 Inflow Area = 0.490 ac, Inflow Depth > 2.50" for 2-Year Event event Inflow = 1.44 cfs @ 12.06 hrs, Volume= 0.102 of Outflow = 1.44 cfs @ 12.06 hrs, Volume= 0.102 af, Atten= 0%, Lag=0.1 min Primary = 1.44 cfs @ 12.06 hrs, Volume= 0.102 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 140.16' @ 12.06 hrs Surf.Area= 13 sf Storage= 10 cf Flood Elev= 143.47' Surf.Area= 13 sf Storage= 53 cf Plug-Flow detention time= 0.5 min calculated for 0.102 of (100% of inflow) Center-of-Mass det. time=0.3 min ( 738.4 - 738.2 ) Volume Invert Avail.Storage Storage Description #1 139.37' 65 cf Custom Stage Data(Prismatic) Listed below (Recalc) Pre-drain Type 111 24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 6 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Elevation Surf-Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.18 13 0 0 143.18 13 13 13 144.18 13 13 26 145.00 12,000 4,925 4,951 Device Routing Invert Outlet Devices #1 Primary 142.33' 6.0" x 116.0' long Culvert X 2.00 Ke= 0.500 r�• Outlet Invert= 142.18' S= 0.0013 '/' Cc= 0.900 n= 0.013 Cast iron, coated Primary OutFlow Max=1.31 cfs @ 12.32 hrs HW=144.53' (Free Discharge) t--1=Culvert (Barrel Controls 1.31 cfs @ 3.3 fps) Pond 2P: CB#4 Inflow Area = 0.590 ac, Inflow Depth > 2.50" for 2-Year Event event Inflow = 1.80 cfs @ 12.03 hrs, Volume= 0.123 of Outflow = 0.86 cfs @ 12.15 hrs, Volume= 0.123 af, Atten= 52%, Lag= 7.2 min Primary = 0.86 cfs @ 12.15 hrs, Volume= 0.123 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 145.04' @ 12.15 hrs Surf.Area= 3,483 sf Storage= 428 cf Flood Elev= 144.83' Surf.Area= 13 sf Storage= 26 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.9 min ( 738.5 - 736.6 ) Volume Invert Avail.Storage Storage Description #1 142.83' 2,144 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.83 13 0 0 143.83 13 13 13 144.83 13 13 26 145.00 3,218 275 301 145.40 6,000 1,844 2,144 Device Routing Invert Outlet Devices #1 Primary 142.83' 7.0" x 300.0' long Culvert Ke= 0.500 Outlet Invert= 142.00' S= 0.0028 '/' Cc= 0.900 n= 0.011 Primary OutFlow Max=0.86 cfs @ 12.15 hrs HW=145.04' (Free Discharge) t-1=Culvert (Barrel Controls 0.86 cfs @ 3.2 fps) �w „ Pre-drain Type Ili 24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 5 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Subcatchment 7S: Parking and Roof Area - Northeast Runoff = 1.92 cfs @ 12.05 hrs, Volume= 0.131 af, Depth> 2.41" 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 Event Rainfall=2.90" Area (ac) CN Description 0.630 98 Paved parking & roofs • 0.020 74 >75% Grass cover, Good HSG C 0.650 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 168 0.0130 0.8 Lag/CN Method, Runoff to CB#5 Subcatchment 8S: Parking Area - North Runoff = 0.45 cfs @ 12.01 hrs, Volume= 0.029 af, Depth> 2.32" 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 Event Rainfall=2.90" Area (ac) CN Description 0.140 98 Paved parking & roofs 0.010 74 >75% Grass cover, Good HSG C 0.150 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 54 0.0400 1.1 Lag/CN Method, Runoff to CB#6 Pond 1 P: CB#1,2 Inflow Area = 1.400 ac, Inflow Depth > 2.41" for 2-Year Event event Inflow = 4.08 cfs @ 12.06 hrs, Volume= 0.281 of Outflow = 1.31 cfs @ 12.32 hrs, Volume= 0.281 af, Atten= 68%, Lag= 16.0 min Primary = 1.31 cfs @ 12.32 hrs, Volume= 0.281 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 144.53' @ 12.32 hrs Surf.Area= 10,337 sf Storage= 1,879 cf Flood Elev= 144.05' Surf.Area= 26 sf Storage=49 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.8 min ( 750.3 - 743.4 ) Volume Invert Avail.Storage Storage Description #1 142.18' 9,903 cf Custom Stage Data(Prismatic) Listed below (Recalc) x 2 Pre-drain Type 11124-hr2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 4 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Subcatchment 4S: Roof Area - North Runoff = 0.39 cfs @ 12.00 hrs, Volume= 0.025 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 Event Rainfall=2.90" Area (ac) CN Description 0.120 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 30 0.3300 3.2 Lag/CN Method, Roof Runoff to CB#8 Subcatchment 5S: Parking and Roof Area - Southeast Runoff = 1.44 cfs @ 12.06 hrs, Volume= 0.102 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 Event Rainfall=2.90" Area (ac) CN Description 0.490 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 208 0.0110 0.8 Lag/CN Method, Runoff to CB2 Subcatchment 6S: Parking and Roof Area - East Runoff = 0.99 cfs @ 12.03 hrs, Volume= 0.066 af, Depth> 2.41" 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 Event Rainfall=2.90" Area (ac) CN Description 0.320 98 Paved parking & roofs 0.010 74 >75% Grass cover, Good HSG C 0.330 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 103 0.0170 0.9 Lag/CN Method, Runoff to CB#3 Pre-drain Type ///24-hr 2-Year Event Rainfall=2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 3 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 Subcatchment 1S: Parking and Roof Area - South Runoff = 4.08 cfs @ 12.06 hrs, Volume= 0.281 af, Depth> 2.41" 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 Event Rainfall=2.90" Area (ac) CN Description 1.310 98 Paved parking & roofs 0.090 86 <50% Grass cover, Poor, HSG C 1.400 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 223 0.0160 1.0 Lag/CN Method, Runoff to CB's 1 and 10 rss Subcatchment 2S: Parking and Roof Area - Central Runoff = 1.80 cfs @ 12.03 hrs, Volume= 0.123 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 Event Rainfall=2.90" Area (ac) CN Description 0.590 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 145 0.0260 1.2 Lag/CN Method, Runoff to CB#4 Subcatchment 3S: Parking, grass, and Roof Area - North and Northwest Runoff = 5.05 cfs @ 12.09 hrs, Volume= 0.362 af, Depth> 2.13" 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 Event Rainfall=2.90" Area (ac) CN Description 1.430 98 Paved parking & roofs 0.610 86 <50% Grass cover, Poor, HSG C 2.040 94 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 300 0.0130 0.8 Lag/CN Method, Runoff to CB's 8 and 9 Pre-drain Type 11124-hr2-Year Event Rainfall 2.90" Prepared by HUNTLEY ASSOCIATES, P.C. Page 2 HydroCADO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC 12/19/2006 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: Parking and Roof Area-South Runoff Area=1.400 ac Runoff Depth>2.41" Flow Length=223' Tc=3.8 min CN=97 Runoff=4.08 cfs 0.281 of Subcatchment 2S: Parking and Roof Area-Central Runoff Area=0.590 ac Runoff Depth>2.50" Flow Length=145' Tc=2.0 min CN=98 Runoff=1.80 cfs 0.123 of Subcatchment 3S: Parking, grass, and Roof Area- North and Runoff Area=2.040 ac Runoff Depth>2.13" Flow Length=300' Tc=6.3 min CN=94 Runoff=5.05 cfs 0.362 of Subcatchment 4S: Roof Area- North Runoff Area=0.120 ac Runoff Depth>2.50" Flow Length=30' Tc=0.2 min CN=98 Runoff=0.39 cfs 0.025 of Subcatchment 5S: Parking and Roof Area-Southeast Runoff Area=0.490 ac Runoff Depth>2.50" Flow Length=208' Tc=4.1 min CN=98 Runoff=1.44 cfs 0.102 of Subcatchment 6S: Parking and Roof Area- East Runoff Area=0.330 ac Runoff Depth>2.41" Flow Length=103' Tc=2.0 min CN=97 Runoff=0.99 cfs 0.066 of Subcatchment 7S: Parking and Roof Area- Northeast Runoff Area=0.650 ac Runoff Depth>2.41" Flow Length=168' Tc=3.4 min CN=97 Runoff=1.92 cfs 0.131 of Subcatchment 8S: Parking Area- North Runoff Area=0.150 ac Runoff Depth>2.32" Flow Length=54' Tc=0.8 min CN=96 Runoff=0.45 cfs 0.029 of Pond 1P: CB#1,2 Peak Elev=144.53' Storage=1,879 cf Inflow=4.08 cfs 0.281 of 6.0"x 116.0' Culvert Outflow=1.31 cfs 0.281 of Pond 2P: CB#4 Peak EIev=145.04' Storage=428 cf Inflow=1.80 cfs 0.123 of 7.0" x 300.0' Culvert Outflow=0.86 cfs 0.123 of Pond 3P: CB#8, 9 Peak Elev=143.79' Storage=42 cf Inflow=5.24 cfs 0.387 of 16.0" x 300.0' Culvert Outflow=5.23 cfs 0.387 of Pond 4P: CB#2 Peak EIev=140.16' Storage=10 cf Inflow=1.44 cfs 0.102 of 12.0" x 44.0' Culvert Outflow=1.44 cfs 0.102 of Pond 5P: CB#3 Peak Elev=141.82' Storage=14 cf Inflow=0.99 cfs 0.066 of 8.0" x 34.0' Culvert Outflow=1.00 cfs 0.066 of Pond 6P: CB#5 Peak Elev=144.57' Storage=23 cf Inflow=1.92 cfs 0.131 of 6.0" x 37.0' Culvert Outflow=1.90 cfs 0.131 of Pond 7P: CB#6 Peak Elev=142.77' Storage=6 cf Inflow=0.45 cfs 0.029 of 10.0" x 100.0' Culvert 0 utflow=0.45 cfs 0.029 of Total Runoff Area =5.770 ac Runoff Volume= 1.119 of Average Runoff Depth=2.33" ( 3S 2S Parking,grass,and Roof Area-North and Parking and Roof Area- Northwest :DjS Central 3P 2P Parking and Roof Area- CB#8,9 4S South �P CB#4 1 Roof Area-North CB#1,2 8S 7S % 6S L Parking Area-North 7P 1 5S Parking and Roof Area Parking and Roof Area- Northeast 6P Parking and Roof Area East CB#6 Southeast 4P 5P CB#5 CB#2 CB#3 Subcat Reach! on Link Drainage Diagram for Pre-drain EIpd red by HUNTLEY ASSOCIATES, P.C. 12/19/2006 DO 7.10 s/n 000451 ©2005 HydroCAD Software Solutions LLC �Ilr POD PX Summary HydroCAD Results 2.) 10, 100-Year Events (Existing Conditions) HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS•ENGINEERS•LANDSCAPE DESIGNERS analyses was originally formulated to assist with the development of farmland and crop production. The SCS method has become one standard method of hydrologic analysis within civil engineering community, yet may be conservative for use on very small areas of modern development and provide runoff results that are greater or more conservative than actual conditions (pre or post construction). w. 30 INDUSTRIAL DRIVE EAST•NoRT1 A.MPTON. MASSACHUSETTS 01060•(413) 584-7444 .FAx(413) 586-9159 g 1885 STATE STREET•SCHENEcrADY, NEw YORK 12304 .(518) 393-4 76 7•FAx(518) 393-3510 I A-I R RFvvnr nc Atrwnri rP.nvvnnrrn me,,v- i qa)n rand n Qn oonn c.,, cn n eon on,n 4�* HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS.ENGINEERS.LANDSCAPE DESIGNERS Table 2 represents the overall peak pond outflow created by subcatchments as showed on Post- W Drain diagram, directed to design points, also, the summation or total offsite outflow peak discharge rate of the two design points. Table 2.0. Estimated Post-Construction peak pond outflow to design points. STORM RAINFALL Design Point 1 Design Point 2 Total EVENT (in.) King Street Detention Pond Offsite (cfs) (cfs) (cfs) 2-year 2.9 10.41 0.00 10.41 10-year 4.5 16.39 0.00 16.39 100-year 6.5 23.45 0.00 23.45 CONCLUSIONS ON From review of Table 1 and Table 2 and HydroCAD results, it can be seen that the total offsite outflow peak discharges rate for the two design points in the post-construction condition is comparable or less than the pre construction for all storm events. The overall decrease in runoff for the 2, 10 and 100-year rain event is due to the moderate reduction in impervious areas and the incorporation of a shallow water quality swale that tempers the associated peak discharges. Please note that HAPC designed the stormwater management system to accommodate up to the 10- year event - as required and positive results show above - but have also shown the results for the 100-year statistical rain event for informational purposes. In addition, it shall be understood that the " City of Northampton DPW recommended and was agreeable to the routing of stormwater to the City's storm sewer system, as reported capacity exists and no adverse impact would occur. The positive modeling results assume that the storm water system will be constructed as shown on the proposed Site Plan, prepared by Huntley Associates, P.C. In addition, it is also assumed that system maintenance and cleaning or removal of leaves and other debris occurs on an as-need basis to ensure proper operation. LIMITATIONS The storm water analyses was performed in accordance with standard civil engineering practice, and relies on information provided by others as well as published information. Areas of potential runoff analysis were limited to those areas within the bounds of property owned or believed to impact the property of concern or be part of a specific watershed or catchment. Huntley Associates, P.C. shall not be responsible for construction or installation not conforming to the plans, nor shall Huntley Associates, P.C. be responsible for maintenance of the proposed Storm water Management System. It shall also be understood that the SCS Time Lag Method of drainage 30 INDusmiAL DRivE EAsT.NoRTHAMPTON, NtAssACHUSETTS 01060• 413 584-7444•FAx(413) 586-9159 1885 STATE STREET.SCHENECrADY, NEw YORK 12304.(518) 393-4767 .FAx(518) 393-3510 16-1 R RvvNnt ric AvFrjT F.nrTpnrrra NFVr Vnov i qWM rand ,,Q0 QQnn V, rcn-n 4 on 00 1 n HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS.ENGINEERS.LANDSCAPE DESIGNERS Pop landscaped areas. As previously described, Stormwater quality will be greatly improved for the redeveloped site, and an increase of 6% of open space will be realized from the landscaped areas As can bee seen from Sheet 2, Post-Development Drainage Plan, sub-catchments 3 to 11 sheet flow or are routed to catch basins then to city storm sewer main on King Street. Sub-catchments 1 and 2 sheet flow to shallow grass quality swale, located at the rear of property, flows to an outlet control ! ! structure, and then onto drainage structures and King Street storm sewer main. As can be seen from Sheet 1 and 2, proposed conditions indicate essentially all stormwater runoff will be directed or re- directed to one design point, or King Street. METHOD OF DRAINAGE ANALYISIS The Natural Resource Conservation Service (formerly Soil Conservation Service, or SCS) method of analysis was utilized for this project. The SCS method is based on TR-20 and is widely accepted " as standard engineering practice within the civil engineering profession for storm water runoff or hydrology analysis. The SCS method of hydrology analysis utilizes the drainage area, hydraulic length, average terrain slope, and soil conditions of a watershed or catchment as input to calculate peak flows and total volume of runoff for specific synthetic rain events. HAPC modeled the 2, 10 and 100-year, statistical rain events for both the pre and post construction conditions. The total rainfall per a 24-hour period for the 2, 10 and 100-year statistical rain events appear to be 2.9-inches, 4.5-inches, and 6.5-inches, respectively. The statistical rainfall for the area is considered a Type III distribution. A conservative infiltration rate of 5 min/inch (12 in/hr) was incorporated into the analysis and design of the water quality swale based on observed on-site soils. RESULTS Table 1 and Table 2 indicate the overall storm water model results for the pre and post construction conditions, respectively. Table 1 represents the overall peak pond outflow created by subcatchments as showed on Pre-Drain diagram, directed to design points. The summation or total offsite outflow peak discharge rate of the two design points will be used to compare computer- modeling results of storm water runoff for existing and proposed conditions. Table 1.0. Estimated Pre-Construction peak pond outflow to design points. STORM RAINFALL Design Point 1 Design Point 2 Total EVENT (in.) King Street Detention Pond Offsite (cfs) (cfs) (cfs) 2-year 2.9 6.10 6.09 12.19 10-year 4.5 9.01 734 16.35 100-year 6.5 12.40 14.68 27.08 ± 30 INDUSTRIAL DRIVE EAST•NoRTHA-mPrON. MASSACHUSEM 01060.(413) 584-7444 .FAx(413) 586-9159 6 1885 STATE STREET•SCHENECTADY, NEw YORK 12304 .(518) 393-4767 .FAx(518) 393-3510 16-18 REYNOLDS AVF.NI IF..nNFIONTA NF w Ynusr 1`1990.(A071 A'1'7_Qg01) - Prand A'10 QQ I Q HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS• ENGINEERS•LANDSCAPE DESIGNERS EXISTING DRAINAGE CONDITIONS Upon review of the Soil Conservation Service (SCS) Soil Survey Manual of Hampshire County County, Central Part, Plate 14, soils located within the property are considered primarily Amostown (Au), see Figure 2. Based on the SCS Soil Survey, the Amostown soils have a Hydrologic soil grouping C, and are soils that have low infiltration rates when thoroughly wetted, impeding downward movement of water, and typically consist of moderately fine, to fine textured soils. Furthermore, the SCS Soil Survey Manual information indicates that Amostown soils have an apparent high water table from December to April, which can be as close as two (2.0) feet to the surface. However, a test pit or excavation was conducted on October 31, 2006, and results indicate very permeable soils comprised of med-coarse sand to eighty inches below grade followed by a silt loam layer with high concentration of mottles present. Also, seepage occurred at 62-inches and standing water appeared to be at 90-inches as evidence of sand cave-in or sloughing. The area of drainage analysis within this lot essentially has eight sub-catchments established due to the topography and pavement runoff routing patterns. The total modeled catchment area is 5.77 acres and includes bituminous parking and drives, a 42,779 square-foot building gross floor area, and associated landscaped areas. As can bee seen from Sheet 1, Pre-Development Drainage Plan, sub-catchments 1, 5, 6, 7, and 8 sheet flow or are routed to catch basins then to city storm sewer main on King Street, design point 1. Sub-catchments 2, 3, and 4 sheet flow or are routed to catch basins then to a wetlands located beyond the rear of property, design point 2. Note that the proposed site redevelopment is only anticipated to affect drainage to the bituminous pavement, building and landscape areas. Therefore, for this analysis only areas contributing to and actually being disturbed were evaluated for pre and post conditions. In terms of runoff, remaining lot areas not altered by the project are assumed to remain the same for both the current existing condition and post construction conditions. It shall be understood that a reverse flow condition existed during October 2006, which was a result of a reported beaver dam within the wetland area. The higher than normal wetland water elevation was acknowledge by the DPW during the Technical Review meeting. PROPOSED DRAINAGE CONDITIONS As previously described, the proposed project consists of the demolition of the former Lincoln/Chrysler and Toyota buildings, the construction of a new 35,100 SF one-story Lia Toyota building, the reconfiguration of the parking lot, utilities, grading, landscape and lighting. Drainage improvement consists of a shallow grass water quality swale, deep sump catch basins and a flow- based Stormceptor to accommodate a combined minimum 80 percent total suspended soils (TSS) removal efficiency. The area of drainage analysis within this lot essentially has eleven sub-catchments established due to the topography and runoff routing patterns. The total modeled catchment area is 5.87 acres and includes hot mix asphalt parking and drives, concrete pavement, a new building, and associated w 30 INDUsTRIAL DRivE EAST.NORTHAMPTON, VIASSACHUsETTs 01060.(413) 584-7444.FAx(413) 586-9159 5 1885 STATE STREET.SCHENECTADY, NEw YORK 12304.(518) 393-4767-FAX(518) 393-3510 16-18 RFyNo1.DS AVFNT F..nNFnNTA NiJFW VnP;c 1�R9n.ran t aq')_zgnn - A Qn vQ IQ HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS•ENGINEERS.LANDSCAPE ARCHITECTS IM HAMPSHIRE COUNTY, MASSAC G 6aB (Joins sheet 10) 10 AgA Sc N CrE / E w �* y. Q 91 t Ha Lk l �Sc CrE v CC A ,,, 1 Pg r 4 e0C �1 I � Re& Gf�! ' 3 `'Au Pg Lk1! Ha Crt Pg� pup ,;•, < Ha. HEE t x � O � Re � * CE--1 �- x t CrC aW Am Sw .: C�c f i �• 4 t. • .ii " W l C Au , w y Ha AmA 7w . q °r •' kit Clre Via. AU Ly LL F r * < > �k MIS r 'bud 8a �T Ud '`+°--if-�' • Ra py 74 r _ Au P6 Au A ' ' r 4 - .. -e,,'*. M ..a y�. BaA •a .,` w I Ra � � 'fr � '� Y • , Sao t .Y.�• .r Au N « RnR SC J " i -- � �06 a gA I .> t ' Figure 2. Photocopy of SCS Soil Survey map section for project area. 30 INDusTR1AL DRIVE EAST.NoRTHAmPTON, MASSACHUSETTS 01060 .(413) 584-7444 •FAx(413) 586-9159 4 1885 STATE STREET•SCHENECrADY, NEW YORK 12304 •(518) 393-4767 .F.4x(518) 393-3510 16-18 RF.YNn1.nS AVFNY'F.ONFnti-rA N 1mu VnPw 1'AROn .iR071 A'19_gznn - PA-fan71 I qO QQ 1 Q HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS•ENGINEERS.LANDSCAPE DESIGNERS LOCATION AND PURPOSE The proposed site redevelopment consists of the demolition of former 18,646 square-foot (SF) Lincoln/Chrysler building and current 17,253 SF Toyota building, the construction of a new 35,100 SF one-story Lia Toyota building, reconfiguration of the parking areas, utilities, grading, landscape and lighting. The 2 lots or parcels of concern total 6.94 acres in area. The property is located within the Highway Business (HB) zoned area, and is identified as Map 24B parcel 50 and 55 per Northampton assessor's maps. The general site can also be located on the Easthampton USGS quadrangle at coordinates 42° 19' 55"N and 720 38' 09"W (see Figure 1). Huntley Associates, P.C. (HAPC) was selected by Forish Construction Co. Inc. to prepare a Site Plan for the proposed redevelopment project and complete a Pre and Post construction conditions stormwater analysis and design with corresponding Drainage Report. The purpose of this report is to compare computer-modeling results of stormwater runoff for existing and proposed conditions using synthetic or statistical rain events. i f r , , ,h�-. ,,�c.f;_mot'•.-r: _ . ..._ yam;'^-�__,, ,- r y„ r` �Y,� �,,:,�- \�} } w+r Y P t "' 7r•.. . r ` . ARE PROJECT A se 4 ., renter ,.. p , 1 , Ie Figure 1. Approximate Location of proposed Lia Toyota Automobile Dealership (digital}copy section from USGS EasthamptonQuadrangle). 30 INDUSTRIAL DRIVE EAST,NORTHAMPTON, MASSACHUSETTS 01060,(413) 584-7444 ,FAx(413) 586-9159 3 1885 STATE STREET,SCHENECTADY, NEW YORK 12304 .(518) 393-4767 ,FAx(518) 393-3510 16-18 REYNOLDS AVENUE•ONEONTA, NEW YORK 13820 ,(607) 432-3300 ,FAx(607) 432-8313 HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS.ENGINEERS.LANDSCAPE DESIGNERS ' LIA TOYOTA AUTOMOBILE DEALERSHIP DRAINAGE REPORT Prepared for: Forish Construction Co. Inc. -�N OF r�gss 21 Mainline Drive �a Westfield, MA 01086 t"CC L KY co 41 Prepared by: CGISTE�`��;hQ v Huntley Associates, P.C. �►l ` 30 Industrial Drive East Easthampton, MA 01060 12120 06 (413) 584-7444 Fax (413) 586-9159 e-mail: huntley@11Lintleyassociates.com ' ! 30 1NDGsTRIAL DRivE EAsT.NORTHAmPTON, MASSACHUSETTS 01060. 413) 584-7444.R.Lx 413) 586-9159 2 1885 STATE STREET.SCHENECTADY, NEw YoRx 12304 .(518) 393-4767 .FAx(518) 393-3510 16-18 REYNOLDS AVENGE•ONF.nNTA NFW VnpK 1'199()_fRn71 z2�Qnn c..,ran^n n on oo,A 1 7 1 1 1 3 1 1 7 7 1 7 s LIA TOYOTA AUTOMOBILE DEALERSHIP DRAINAGE REPORT HUNTLEY HUNTLEY ASSOCIATES, P.C. 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N n •• O — X .'L'. �t 7 T v', v) z h ^G x 00 >C n h v- � T T T T � '. � 5, C, %T C = i i i i i i i i ^t Y '7 °S Y 7 "t "t 7 7 T rS ^, T N N N N N N N cV N N N (V N N N N -1 �I T f� (� 7 V1 N N N Cl N N N N N N N N N N N N N N N N N N Cl N C] N N N N N N FDIO any signs exist on the property? YES NO IF YES, describe size, type and location: �x ~ro yc 7d If S 16w 0A,' Z 2',A7- AOGt� Are there any proposed changes to or additions of signs intended for the property? YES NO IF YES, describe size, type and location: 4 0 r ri!/NED /}T THIS TItuf(2 11. Will the construction activity disturb (clearing, grading, excavad n, or filling)over 1 acre or is it part of a common plan of development that will disturb over 1 acre? YES V NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. 12. ALL INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFORMATION This column reserved for use by the Building Department EXISTING PROPOSED REQUIRED BY ZONING Lot Size arc 6. 9y/ f Frontage 616123 Setbacks Front 39• SS t 3 y'S!T 6 a� Side L: R: 14 3',4- L: y,Q R: Z/ L: / R: ( 1� Rear Building Height Building Square Footage %Open Space: (lot area 7 minus building 8 paved parking 3o 7o #of Parking Spaces lV't Vy u,vey y✓zkG� Ajor ,t fig, 3 ?-r. ttl�l'� '/ ✓ J #of Loading Docks Fill: (volume ft location) 13. Certification: I hereby certify that the information contained herein is true and accurate to the best of my knowledge. Date: Applicant's Signature _-- NOTE: Issuance of a zoning permit does not relieve an applicant's�urden to comply with all zoning requirements and obtain all required permits from the Board of Health,Conservation Commission, Historic and Architectural Boards,Department of Public Works and other applicable permit granting authorities. 'A:`,Documents FORMS original`Building-Inspector Zoning-Permit-Application-passive.doc File No /I ZONING PERMIT APPLICATION(§1 0.2) ; Please type or print all information and return this form to the Building Inspector's Office with the$15 filing fee (check or money order)payable to the City of Northampton 1. Name of Applicant: Zr-7015/SA� C'pNSJ�2(!CT/Q/LJ ro Address:/ M/q//l_/L/NG' a/f 6t/8'Si F/ -� , Telephone: !y/J,3 6,;2 C/ 2. Owner of Property: Address:'PQ,g s-3LE!? a-(-„Z3/9/(/)/ /j/Y/2 S--Tetephone: 3. Status of Applicant: Owner Contract Purchaser Lessee Other (explain) 4. Job Location: a 90 A-M)6 S Parcel Id: Zoning Map# Parcel# District(s): In Elm Street District in Central Business District TO BE FILLED IN BY THE BUILDING DEPARTMENT) 5. Existing Use of Structure/Property: 4urei JaT/C/6 1/A'-//e'L - Srt4FS r S6peU/ e_ 6. Description of Proposed Use/Work/Project/Occupation: (Use additional sheets if necessary): /0,1/4-<z F7 DG'776 4JT/Dr1/ Qz= Al-f6 ly2 G/�tJ�QL.tifC�I2S'SGC�-r 3 c1/1L.0/QJ 6 Tt>YO Tl't 8Q11L.0/4,6, C o�y.s7�rrrCT/OK. ,or— TQ Yn T'2 Zvi / </J�E/4r�-i �•y/� uj/7z/ 7. Attached Plans: Sketch Plan �_ Site Plan Engineered/Surveyed Plans 8. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO DON'T KNOW ]� YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO DONT KNOW YES IF YES: enter Book Page and/or Document# 9.Does the site contain a brook, body of water or wetlands? NO DON'T KNOW YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained V Obtained date issued: (Form Continues On Other Side) W'Documents'FORMS,original',Building-Inspector Zoning-Permit-Application-passive.doc 8 4-2004 File #MP-2007-0051 APPLICANT/CONTACT PERSON HUNTLEY ASSOCIATES PC ADDRESS/PHONE 30 INDUSTRIAL DR EAST (413)584-7444 PROPERTY LOCATION 280 KING ST MAP 24B PARCEL 050 001 ZONE HB THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE `I,ONING FORM E .� 1 ee Paid Building Permit Filled out Fee Paid I'ypeof Constnrction: Z,PA- PHASED DEMO& NEW 35.100 BtJLDING New Construction Non,titnrctitral intcyror renovations :1hlitii,r�.to I:xrsilnY Accessory titructure Building Plans Included: Owner/Statement or License 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PREWNTED: Approved V Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER: § Intermediate Project: Site Plan AND/OR Special Permit with Site Plan Major Project: Site Plan AND/OR Special Permit with Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* doo -:;,a r/ Received&Recorded at Registry of Deeds Proof Enclosed ____Other Permits Required: Curb C'ut from DPW Water Avaiijbrlrty `fewer A%,n1ahiiiiy Septic Approval Board of Health Well Water Potability Board of l lealth Permit from Conservation Commission Permit from CB Architecture Committee Permit 'ifrom Elm Street Corpqssion Signature of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of'vIGL 40A.Contact the Office of Planning&Development for more information. MAJOR PROJECTS MUST ALSO COMPLETE THE FOLLOWING MAJOR PROJECT APPROVAL CRITERIA: 9. DoS e project incorporate 4 foot sumps into the storm water control system. (— YES NO(explain why) 10. Will t project discharge stormwater into the City's storm drainage system? (— YES F NO(answer the following) Do the drainage calculations submitted demonstrate that the project has been designed so that there is no increase in peak flows from pre-to post-development conditions during the: 1,2,or 10 year Soil Conservation Service design storm? r YES F— NO(if"no",explain why) 11. Will all the runoff from a 0.4 inch rainstorm(first flush)be detained on-site for an average of 6 hours? F— YES FU—/'NO(if"no",explain why) O.�/i�vcc' /ui�voFG �u/c.C, Qom' Ca.vr�9/N�� d�z, A+ZG'ytS IZCGITG�� Ta wh'T�iZ QfIIIL/TY Sw�LCs' 12. Is the applicant requesting a reduction in the parking requirements? F YES. If"yes",what steps have been taken to reduce the need for parking,and number of trips per day? fC�- NO 13.Traffic Study: Estimated daily and peak hour vehicles trips generated by the proposed use, traffic patterns for vehicles and pedestrians showing adequate access to and from the site and surrounding intersections,and adequate vehicular and pedestrian circulation within the site. (/r6- 7--r_/,,0 C4 L C s /'L C 4,.v tr�D What mitigation is proposed for incremental impacts? o,�V 17-6- iAvC.Z 1�45-c-C le e99 SC" Qom- ?3LJ r✓ Gam?/cS2�?'T/O�'V SYOl�1G1� t�C� /2G�ZEv /O'CCc/-e/ 4,T2005 1:21 PM 7 003.pdf ii. Does the project require more than one driveway cut? f-✓ F_ YES(if"yes",explain why) iii. Are pedestrian,bicycle and vehicular traffic separated on-site? F-L,4'ES To &1 re+'vT ssi E3GC NO(if"no",explain why) °°- Applicants for intermediate Site Plan Approval ONLY,stop here. SPECIAL PUMFr Applications and MAJOR FROJECr appikations MUST also contain the following: G. Explain why the requested use will: i. Not unduly impair the integrity or character of the district or adjoining zones: a5gr /S &Y �i6y% �2a Jar /-uric G /� 4SAC6*�r WSc/,!f-& 7-0 b7,:1_-iS r'e ZJC, r�i9�/Gii X5.3 ii. not be detrimental to the health,morals or general welfare: /02dT69r_T CUic_L 7�f&7/ G S' .s Qom" �On�_ ?�� ♦ 1J G 7-0 COsy!MU.v i T y /�2•A U iii. be in harmony with the general purpose and intent of the Ordinance: /V SETS 2E{,7 v�2�'�s�niTS c= ZaAv/N H. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely affect those objectives, defined in City master study plans (Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan;and Downtown Northampton:Today,Tomorrow and the Future). CL- 0'i9 4,-45- Ite066' 1115Ug66 Y 4.ai°6*Cr i�UG 4<" �/ .=.zo•vr s`d<5-- 7-14.,16 S Applicants for Intermediate Special PermitApproval ONLY,stop 00 here. 4,T,2005 1:21 PM 6 003.pdf C. How will the proposed use promote a harmonious relationship of structures and open spaces to: i. the natural landscape: E- s Hsu CA1 /i ii,to existing buildings: . L ;,� UOX->' coniT6�yi°o2.�►2 y� Cc. �v 132i6yT �•4c�Giry iii. other community assets in the area: /5 Q U�2•�G� Si T E �r7��2Q vc�ej-vT � .S TE` 70 D. What measures are being taken that show the use will not overload the City's resources,including: i. water supply and distribution system: O fizz�Gc ��uCT/Q�v O.-- ��fG�25�✓ip 54r ti�9y2'Gs- foaT�6�: iV�1,� /N�2h+-57�Z�CT�2� TO It. sanitary sewage and storm water collection and treatment systems: O v�'Zr G '��cic%i0�/ o�= ?,�y79Gf�ZS�i� sQ u•g r6-- 1 7-0 E'u�liil/�9-T�- /Q'�L/ iii. fire protection,streets and schools: COti-�Li CT S 5�2�virG Cf�L 5 ticsT�s-r� To Fi How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? Dyv �a J�,'�jTi gC ' O� Lcrs79KS�GOSSC3' Q� CITY 2�dZ/rtCC-� E. List the section(s) of the Zoning Ordinance that states what special regulations are required for the proposed project(flag lot,common drive,lot size averaging,etc.) How does the project meet the special requirements?(Use additional sheets if necessary) F.State how the project meets the following technical performance standards: i. Curb cuts are minimized: s•yryle� ,?P//ed-3r- .D2i u6'- -f A-L--0 v 51C4--ea-C 417Z 70 Check off all that apply to the project: use of a common driveway for access to more than one business (— use of an existing side street I use of a looped service road 4,12005 1:21 PM 5 003.pdf 7. Describe proposed project/work below: 0'�i20 XbS&1 D ,/Z/B J E IJGGOA 6�vT O.-C 2Sd ?D CA-16- C-5/ C/c Ttuofee-, �C/S T/-�G �Ef�9 G�aC.S<I/�S�B�iO,D/•UG.s� TO �°�QU/..� � -i+r �'; 8. Site Plan and Special Permit Approval Criteria. (If any-permit criteria does not apply,explain why.) S277Oo,J // A. How will the requested use protect adjoining premises against seriously detrimental uses? How will the project provide for: i. surface water drainage: ii. sound and sight buffers: iii. the preservation of views,light and air: B. How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? i. How will the project minimize traffic impacts on the streets and roads in the area? ii. Where is the locatio of driveway openings in relation to traffic and adjacent streets? 7' � �V 6X ST/ZJG cut er —ccir S 9-4.0.1U ', A-.-,tiG s J" C,9L,z c..aK• V/e/ iii. What features have been incorporated into the design to allow for: a. access by emergency vehicles: G/Z `TG Y ElV•c%}iv�6"� vii c G F T� U�_ L AOVL-'dr Z>ELi•vino n� b. the safe and convenient arrangement of parking and loading spaces: 57-2/lc E �°-9��i-UG 5TGGS uJ� -Vey "009-�A-rl-VG / c. provisions for persons with disabilities: -V G STf9-G L 5 c' s/rte 6Zc��-G l-G ie/ -j.°� 4,L_005 1:21 PM 4 003.pdf F Existing and proposed topography(for intermediate projects the permit granting authority may accept generalized topography instead of requiring contour lines)showing: a. two foot contour intervals b. wetlands,streams,surface water bodies c. drainage swales and floodplains d. unique natural land features f— Location of. a. parking and loading areas b. public and private ways c. driveways and walkways d. access and egress points e.proposed surfacing F— Location and description of a. all stormwater drainage/detention facilities b. water quality structure c. public and private utilities/easements d. sewage disposal facilities e. water supply facilities F— Existing and proposed: a. landscaping,trees and plantings(size and type of plantings) b.stone walls c.buffers and/or fencing (— Signs: existing and proposed: a. Location b.dimensions/height c. color and illumination f- Provisions for refuse removal,with facilities for screening of refuse when appropriate (— Lighting: a. Location b. Details c. Photometric Plan showing no more than 0.5 foot candle at property line An erosion control plan and other measures taken to protect natural resources&water supplies (major projects only) Estimated daily and peak hour vehicles trips generated by the proposed use, traffic patterns for vehicles and f— pedestrians showing adequate access to and from the site,and adequate vehicular and pedestrian circulation within the site(major projects only) understand that it is required that I take this application to get date stamped at the City Clerk's Office first,prior to tiling it with the Northampton Planning and Development Office. 4,1:2005 1:21 PM 3 003.pdf 6 Check boxes below indicating that you have provided the following documentation: V icinity Map/Plan Plot Plan at 1"=40'or greater ,—, iling Fee made Payable to the City of Northampton($200 or for ajoor Pro'ects and Flag Lots$500.00 plus LdJ'S-05/per sq.foot of proposed new building sq.footage.Amount Enclosed: $t22 95.0 O tamped,Self Addressed Envelope(s)to Owner and Applicant. Ll,, complete packages(original and 15 copies). Each packet must include all application material and be d'collated,stapled and banded together. T separate rubberbanded sets of stamped envelopes addressed to each of the abutters within 300'and planning boards in djacent towns. The abutters list can be found at www.northaml2tonma.gov/ond/. If within 300'of a neighboring town,the envelopes must include the abutters within said town. The return address of all the envelopes should be labeled as: Planning a d Development,City of Northampton,City Hall,210 Main Street,Room 11,Northampton,MA 01060-3198. 2-?01 rinted list of all abutters(from above section). Number of Abutters on the list is: / F >L(srVT' / Fb ing Permit Review Form with Building Inspector's endorsement and application. S e Plans for major projects prepared and stamped by a Registered Architect, Landsca�e Architect,or Professional [ ngineer(At least 1 plan must have an original stamp;remaining plans must either have an original stamp or copy of original stamp.) ,—,� Ided Plans-all plans 11'x 17'or larger must be folded and collated with each appplication(If 24"x 36"plan �" s>eets are included,they may contain 7 full sets with the remaining 9 at 1 l"x 17'size.) Lid Traffic Study(Applicable to major projects) —,,_t rrmwater Management Plan,including soils information and epth to groundwater(Applicable to major �pr sects)C0e,4t#U 46r Kb PIGa - < ittv�4t,y5t S� i ing Elevations tghting,if applicable WAIVER REQUEST. All items below are required unless a waiver is requested.To request a waiver for an item,check the item and provide your reason for requesting a waiver. (— Site plan(s)at a scale of 1"=40'or larger (— Name and address of the owner and the developer,name of project,date and scale plans: F— Plan showing Location and boundaries of a. the lot,with adjacent streets or ways b. all properties and owners within 300 feet c.all zoning districts within 300 feet (— Existing and proposed: a.buildings b. setbacks from property lines c.building elevations d. all exterior entrances and exits(elevation plans for all exterior facades structures are encouraged) j— Present and proposed use of: a. the land b. building 4;1/2005 1:21 PM 2 003.pdf Qnrt F�rr>_ CITY OF NORTHAMPTON PLANNING BOARD APPLICATION All of the following information is required Incomplete applications will not be accepted If you wish to review application materials with the Senior Plannet pi for to submission,please call 413-587-1287 > -� '� SK `� � � '. L� -- 1 �l('k'ZLr..x.'Id�.b .C� �-t• }},`M1 �.. � S^• �..�-x�.�'. q yYti7-ji;'_t„:j Intermediate Projects(5200 00) LT Major Projects($500.00)plus So 05/per square foot of New construction or additions of 2,000-4,999 PT�Opos�d new building square footage gross square footage(excluding single family -New construction or addmons of 5,000+Boss sq ft homes and agricultural uses -Commercial Parking tots and parking garages gr ) -Take-out restaurants and convenience stores(Except - Projects requiring 6A additional parking spaces in the Central Business District) Plarmed Village Projects that are not a Major _Automobile service stations Project -Flag lots(additional fee required) -Projects that require l0+ additional parking spaces -Residential Incentive and Business Park projects f- Site Plan (complete 1-SF) V6,6 Plan (complete 1-13) (, Special Permit with Site Piart(complete 1-8H) f-Special Permit with Site Plan(complete 1-13) 4. si Sectron(s) an� 'age(s� From Building Inspector's Review Form I Secti a Secti a Secti a I Sectiorufte Se on/P e x _ Address: S eZ 60 iri S" Assessor Identification:Map# Parcel#: 2nd Map#,Parcel#:_ Toning District: �Yyir— —.o % if applicable) 7 4fR—0S$ 6e R Recorded in Hampshire Registry of Deeds or Land Court goole Page: /a?Q �Name Forish 4-280 Kin2 St.—_LLC Address P.O. Box 358 Westfield MA 0 .086 P.O. Box 5789 Albany, NY 2205-0789 Telephone 8) 489-2111 Email Fax (413 562-7136 (518) 489-2112 Status o F Owner : Contract Purchaser Applicant [Lessee Other: Or Applicant's Sign Date r a� Owner's gnat / Dat12/14 I certify: the information contained herein is true and accurate to the best of my knowledge; the abovesigned owner(s) grant the Board and its agents permission to enter the property to review this application; I understand all documents will be entered into the public record and will be available on the urternet; I understand that if neighboring issues have not been addressed/ resolved prior to the heating, the Board will continue the hearing. *Owner's signature or letter from owner authorizing appllcant/re resentative to sip on behalf of owner. 4/1/2005 1:21 PM 1 003-pdf 2 ! 110g�fiij! llllii 1! U111 ;!III ! HUNTLEY ASSOCIATES, P.C. SURVEYORS.ENGINEERS•LANDSCAPE DESIGNERS Table 2. Anticipated Trip Generations for the one new auto dealerships. Gross SF Floor Area Time Category Total Trip Ends % Entering % Exiting Weekday 35,106 1,300 50 50 Weekday, Peak Hr.,Adjacent 35,106 78 73 27 St., 7—9 A.M. Weekday, Peak Hr., Adjacent 35,106 94 40 60 St., 4—6 P.M. Saturday 35,106 735 50 50 Sunday 35,106 365 50 50 As can be from the results shown in Table 1 and Table 2, an overall marginal but expected decrease in vehicle traffic should be realized for the new single 35,106 SF auto dealership when compared with the two smaller(17,253 SF Lia Toyota and 8,646 SF Lia Chrysler/Jeep/Lincoln)dealerships. Please recall that the proposed design utilizes the existing King Street driveway aprons, and that the current traffic patterns will likely remain. In addition, based on the proposed location of the new building and location bay doors, handicapped parking, customer parking, and display vehicle layout, overall on-site vehicle and pedestrian travel safety will be greatly improved over the current or previous conditions. If you have any questions or comments regarding this matter,please contact me at our office. Sincerely, HUNT EY ASSOCIA -P.C. Mark McClusky, Engineering Pro t Director cc. Eric Forish, Forish Construction Company W:\0'-122 FCRTSH CJNT-LIA TOYOTA V TC0;iCMIN'.CORRESF\LET':ERS'I.GE12 TE.Doc HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS.ENGINEERS.LANDSCAPE DESIGNERS December 19, 2006 Northampton Office of Planning& Development 210 Main Street Northampton, MA 01060 Attn: Ms. Carolyn Misch, Senior Planner RE: Lia Toyota, Vehicle Trip Generation Huntley Project No. 06-122 Dear Ms. Misch: On behalf of our client, Forish Construction Company, Huntley Associates, P.C. (HAPC) is pleased to present the following Vehicle Trip Generation estimates for the proposed Lia Toyota Automobile Dealership and redevelopment at 280 King Street in Northampton, MA. As the current 6,880 SF Kia Auto dealership will remain and trip generation for that facility remains unchanged, the comparative analysis is for the current 2-auto dealerships/buildings(Chrysler/Jeep & Toyota)and the proposed 1- auto(Toyota)dealership. The Vehicle Trip Generation estimates are based on use of Institute of Transportation Engineers (ITE) Trip Generation Manual, 6`h Edition, and use Code 841, New Car Sales, which includes automotive service(repair), parts sales,and new& used car sales. Table 1. Existing Trip Generations for the two auto dealerships. Gross SF Floor Area Time Category Total Trip Ends % Entering % Exiting Weekday 35,899 1,350 50 50 Weekday, Peak Hr. ,Adjacent 35,899 82 73 27 St., 7—9 A.M. Weekday, Peak Hr., Adjacent 1 35,899 95 40 60 St., 4—6 P.M. Saturday I 35,899 755 50 50 Sunday 35,899 375 50 50 E-__� F i ONT--IP "."Gt TA NTON%A.._MIN`C. R?=P' ETTEPS .DOC 30 INDUSTRIAL DRIVE EAST•NORTHAMPTON, MASSACHUSETTs 01060.(413) 584-7444 .FAx(413) 586-9159 1885 STATE STREET.SCHENECTADY, NEW YORK 12304.(518) 393-4767.FAX(518) 393-3510 16-18 REYNoLDs AVENUE.ONEONTA, NEW YORK 13820•(607) 432-3300 .FAx(607) 432-8313 t HUNTLEY HUNTLEY ASSOCIATES, P.C. SURVEYORS•ENGINEERS.LANDSCAPE DESIGNERS December 19,2006 Northampton Office of Planning&Development 210 Main Street Northampton,MA 01060 Attn: Ms. Carolyn Misch, Senior Planner RE: Lia Toyota,280 King Street Redevelopment Huntley Project No. 06-122 Dear Ms. Misch: On behalf of our client, Forish Construction Company and the Lia Auto Group, Huntley Associates, P.C. (HAPC) is pleased to present the following Site Plan and supporting documentation for the proposed redevelopment of 280 King Street in Northampton, MA. Please recall from our technical review meeting that Forish Construction Company will build a new 35,100 square-foot (SF) Toyota automobile dealership on the existing Highway Business(HB)zoned lots for the Lia Auto Group. HAPC has designed the site in accordance with the City of Northampton development regulations and incorporated recommendations from the Technical Review meeting. As the two lots for this project are essentially impervious for the limits of redevelopment, an overall increase in Open Space and landscaping amenities will be realized, and we have also designed the proposed Stormwater Management system to meet current DEP Stormwater Management Policy and Technical guidelines to the maximum extent feasible. Please recall that the Northampton DPW was agreeable to redirecting stormwater flows to King Street and that the elimination of the existing stormwater main to the wetlands at rear of property will occur. As discussed during the Technical Review, the expected sequence of construction includes the demolition of the existing 18,646 SF Jeep—Chrysler (on-going), construction & occupation of the new 35,100 SF Lia Toyota facility, and then demolition of the current 17,253 SF Lia Toyota dealership. The existing Lia KIA dealership will remain at its existing smaller location, yet will be part of the overall site improvements. Please find enclosed the Site Plan / Planning Board Application for the major project, Forish Construction Company check of $2,255.00 (44592), SASE for mailing notification to abutters, and requisite quantities of the ITE Trip Generation Letter, Drainage Report, and Site Plans. We look forward to presenting this positive project at the Planning Boards earliest opportunity. If you have any questions or comments regarding this application or project, please contact me at our office. Sincerely, HUNTLEY ASSOCIAT P.C. Mark McClusky, 1✓. Engineering Project Director cc. Eric Forish, Forish Construction Company W:\')C,_ mCfGTn 17014',ADMIN'.COPFESP'I-TOPS`. _ OIL: 30 INDUSTRIAL DRIVE EAST•NORTHAMPTON, MASSACHUSETTS 01060 •(413) 584-7444 .FAx(413) 586-9159 1885 STATE STREET•SCHENECTADY, NEW YORK 12304.(518) 393-4767.FAX(518) 393-3510 16-18 REYNOLDS AVENUE.ONEONTA, NEW YORK 13820•(607) 432-3300 .FAx(607) 432-8313 �1/31 JEO PLANNING AND DEVELOPMENT ® CITY CP NORTHAMPTON City Hall• 2 z o Main Street,Room i • Northampton,MA o i o60-3 r g 8 • (413)587-1266 • Fax:5 87-r 264 �4 (UUC�tN waNne Feiden, Director planning @nortbamptonpIanning.org www.nortbamptonplanning.org JIIST To: V Tony Patillo, Building Inspector Jim Laurila, DPW (2 copies) Brian Duggan, Fire Chief Captain Michael Wall, Police Dept. Ernie Mathiew, Board of Health From: Planning Department Re: Permit Application Review Please review and return the enclosed application(s) or additional information for either Planning Board or Zoning Board so we can advise the Boards of any concerns you may have. The tentative Meeting Date is: 2"d Thursday ; 4"' Thursday L°'� of January July February August March September April October May November June December Or other scheduled date: Please return your comments to Carolyn Misch. Thank you. planning board conservation commission •zoning board of appeals •housing partnership •redevelopment authoritp nortbampton CI5 economic development •communitN development •rrjistoric district commission •historical commission•central business architecture originai prim tedon recpciedpaper