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01-2012 Stormwater-HydroCAD Report east2S CB 17 & 18 4S CB 19 5S CB 22 7S CB 21 8S CB 20 29S Building Site A-CB55 A-CB56 A-CB57 A-CB58 A-PD12A A-PD12ARoof A-RD12 A-TD01 Trench Drain EARLE PDA-5A PDA-5B RD12 Roof Drain 9P CB 17 & 18 10PCB MH 15 12P CB 20 15P CB 21 16PCB Existing MH 17P CB 22 18P CB 19 22PCB MH 11 33PCB MH 12 BAS05 CB55CB CB56CB CB57CB CB58CB DMH54 CB DMH55 CB DMH56 CB Stormwater from Undeveloped Area On Lot 12 DP-5CB Existing CB TD01CB Mill River Drainage Diagram for Proposed Revised 09_06-10-09 east 11-2011 cb Prepared by Tighe & Bond, Inc. , Printed 1/19/2012 HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 2HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.461 74 >75% Grass cover, Good, HSG C (2S, 4S, 5S, 7S, 8S, 29S, EARLE, PDA-5B) 0.342 74 >75% GrassGoodHSGC within AutoCADbuilding (A-RD12) 0.098 74 >75%Grass Good HSG C from12B (PDA-5B) 0.296 74 >75%GrassGoodHSGCwithin AutoCAD building (A-PD12A) 2.990 79 50-75% Grass cover, Fair, HSG C (A-CB55, A-CB56, A-CB57, A-CB58, A-TD01, PDA-5A) 0.324 79 Pond Grassed Area (PDA-5A) 0.363 79 Remainder of former parking (A-CB55, A-CB56, A-CB57, A-CB58) 0.735 98 Bldg Roof (A-PD12A) 0.283 98 Expand to Existing Boundary in Road (EARLE) 3.814 98 Paved parking & roofs (2S, 4S, 5S, 7S, 8S, 29S, A-CB55, A-CB56, A-CB57, A-CB58, A-RD12, A-TD01, EARLE, PDA-5B) 0.047 98 Paved parking & roofs From 12B (EARLE) 0.067 98 Paved parking & roofs from 12A (EARLE) 0.090 98 Pond Water Surface (PDA-5A) 12.910 85 TOTAL AREA Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 3HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.007 ac 52.14% Impervious Runoff Depth>1.31"Subcatchment 2S: CB 17 & 18 Tc=6.0 min CN=87 Runoff=1.55 cfs 0.110 af Runoff Area=22,778 sf 51.07% Impervious Runoff Depth>1.24"Subcatchment 4S: CB 19 Tc=6.0 min CN=86 Runoff=0.76 cfs 0.054 af Runoff Area=0.385 ac 86.75% Impervious Runoff Depth>1.96"Subcatchment 5S: CB 22 Tc=6.0 min CN=95 Runoff=0.85 cfs 0.063 af Runoff Area=0.364 ac 88.74% Impervious Runoff Depth>1.96"Subcatchment 7S: CB 21 Tc=6.0 min CN=95 Runoff=0.81 cfs 0.059 af Runoff Area=0.572 ac 70.45% Impervious Runoff Depth>1.61"Subcatchment 8S: CB 20 Tc=6.0 min CN=91 Runoff=1.07 cfs 0.077 af Runoff Area=0.640 ac 75.00% Impervious Runoff Depth>1.69"Subcatchment 29S: Building Site Tc=10.0 min CN=92 Runoff=1.10 cfs 0.090 af Runoff Area=17,381 sf 49.99% Impervious Runoff Depth>1.38"Subcatchment A-CB55: Tc=6.0 min CN=88 Runoff=0.65 cfs 0.046 af Runoff Area=32,610 sf 26.65% Impervious Runoff Depth>1.11"Subcatchment A-CB56: Flow Length=445' Tc=10.7 min CN=84 Runoff=0.83 cfs 0.069 af Runoff Area=36,884 sf 23.56% Impervious Runoff Depth>1.05"Subcatchment A-CB57: Tc=6.0 min CN=83 Runoff=1.03 cfs 0.074 af Runoff Area=24,160 sf 3.82% Impervious Runoff Depth>0.89"Subcatchment A-CB58: Flow Length=325' Tc=7.5 min CN=80 Runoff=0.53 cfs 0.041 af Runoff Area=44,900 sf 71.27% Impervious Runoff Depth>1.61"Subcatchment A-PD12A: A-PD12ARoof Tc=6.0 min CN=91 Runoff=1.94 cfs 0.138 af Runoff Area=24,882 sf 40.19% Impervious Runoff Depth>1.11"Subcatchment A-RD12: Tc=6.0 min CN=84 Runoff=0.74 cfs 0.053 af Runoff Area=2,178 sf 89.94% Impervious Runoff Depth>2.06"Subcatchment A-TD01: Trench Drain Tc=6.0 min CN=96 Runoff=0.11 cfs 0.009 af Runoff Area=2.877 ac 27.01% Impervious Runoff Depth>0.89"Subcatchment EARLE: Flow Length=1,303' Tc=12.1 min CN=80 Runoff=2.35 cfs 0.212 af Runoff Area=79,840 sf 4.93% Impervious Runoff Depth>0.89"Subcatchment PDA-5A: Flow Length=400' Slope=0.1000 '/' Tc=13.7 min CN=80 Runoff=1.43 cfs 0.135 af Runoff Area=0.508 ac 40.94% Impervious Runoff Depth>1.11"Subcatchment PDA-5B: Flow Length=225' Tc=7.6 min CN=84 Runoff=0.62 cfs 0.047 af Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 4HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.11' Max Vel=17.44 fps Inflow=0.74 cfs 0.053 afReach RD12: Roof Drain 10.0" Round Pipe n=0.010 L=10.0' S=0.4900 '/' Capacity=19.94 cfs Outflow=0.74 cfs 0.053 af Peak Elev=191.82' Storage=521 cf Inflow=1.55 cfs 0.110 afPond 9P: CB 17 & 18 Outflow=1.29 cfs 0.102 af Peak Elev=192.05' Inflow=1.65 cfs 0.121 afPond 10P: MH 15 15.0" Round Culvert n=0.013 L=78.0' S=0.0100 '/' Outflow=1.65 cfs 0.121 af Peak Elev=194.04' Storage=110 cf Inflow=1.07 cfs 0.077 afPond 12P: CB 20 Outflow=1.07 cfs 0.075 af Peak Elev=194.29' Storage=31 cf Inflow=0.81 cfs 0.059 afPond 15P: CB 21 Outflow=0.80 cfs 0.059 af Peak Elev=142.12' Inflow=5.53 cfs 0.430 afPond 16P: Existing MH 24.0" Round Culvert n=0.013 L=78.0' S=0.0128 '/' Outflow=5.53 cfs 0.430 af Peak Elev=195.31' Storage=62 cf Inflow=0.85 cfs 0.063 afPond 17P: CB 22 Outflow=0.85 cfs 0.062 af Peak Elev=192.58' Storage=638 cf Inflow=0.76 cfs 0.054 afPond 18P: CB 19 Outflow=0.64 cfs 0.042 af Peak Elev=189.09' Inflow=5.53 cfs 0.430 afPond 22P: MH 11 18.0" Round Culvert n=0.013 L=258.0' S=0.1814 '/' Outflow=5.53 cfs 0.430 af Peak Elev=191.55' Inflow=3.74 cfs 0.286 afPond 33P: MH 12 15.0" Round Culvert n=0.013 L=61.0' S=0.0197 '/' Outflow=3.74 cfs 0.286 af Peak Elev=138.30' Storage=0.529 af Inflow=12.25 cfs 0.996 afPond BAS05: Outflow=1.38 cfs 0.585 af Peak Elev=138.94' Inflow=0.65 cfs 0.046 afPond CB55: 12.0" Round Culvert n=0.013 L=50.0' S=0.0080 '/' Outflow=0.65 cfs 0.046 af Peak Elev=141.46' Inflow=0.83 cfs 0.069 afPond CB56: 12.0" Round Culvert n=0.013 L=15.0' S=0.0667 '/' Outflow=0.83 cfs 0.069 af Peak Elev=145.53' Inflow=1.03 cfs 0.074 afPond CB57: 12.0" Round Culvert n=0.013 L=65.0' S=0.0769 '/' Outflow=1.03 cfs 0.074 af Peak Elev=140.62' Inflow=0.53 cfs 0.041 afPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=0.53 cfs 0.041 af Peak Elev=140.40' Inflow=2.30 cfs 0.185 afPond DMH54: 18.0" Round Culvert n=0.013 L=65.0' S=0.0308 '/' Outflow=2.30 cfs 0.185 af Peak Elev=138.90' Inflow=4.94 cfs 0.378 afPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=4.94 cfs 0.378 af Peak Elev=138.30' Inflow=5.68 cfs 0.431 afPond DMH56: Stormwater from Undeveloped Area On Lot 12 24.0" Round Culvert n=0.013 L=130.0' S=0.0100 '/' Outflow=5.68 cfs 0.431 af Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 5HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=134.87' Inflow=2.88 cfs 0.844 afPond DP-5: Existing CB Primary=2.88 cfs 0.844 af Secondary=0.00 cfs 0.000 af Outflow=2.88 cfs 0.844 af Peak Elev=140.16' Inflow=0.11 cfs 0.009 afPond TD01: Primary=0.11 cfs 0.009 af Secondary=0.00 cfs 0.000 af Outflow=0.11 cfs 0.009 af Inflow=2.88 cfs 0.844 afLink Mill: River Primary=2.88 cfs 0.844 af Total Runoff Area = 12.910 ac Runoff Volume = 1.279 af Average Runoff Depth = 1.19" 60.99% Pervious = 7.874 ac 39.01% Impervious = 5.036 ac Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 6HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: CB 17 & 18 Runoff = 1.55 cfs @ 12.09 hrs, Volume= 0.110 af, Depth> 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (ac) CN Description 0.525 98 Paved parking & roofs 0.482 74 >75% Grass cover, Good, HSG C 1.007 87 Weighted Average 0.482 47.86% Pervious Area 0.525 52.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: CB 19 Runoff = 0.76 cfs @ 12.09 hrs, Volume= 0.054 af, Depth> 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (sf) CN Description 11,633 98 Paved parking & roofs 11,145 74 >75% Grass cover, Good, HSG C 22,778 86 Weighted Average 11,145 48.93% Pervious Area 11,633 51.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S: CB 22 Runoff = 0.85 cfs @ 12.08 hrs, Volume= 0.063 af, Depth> 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (ac) CN Description 0.334 98 Paved parking & roofs 0.051 74 >75% Grass cover, Good, HSG C 0.385 95 Weighted Average 0.051 13.25% Pervious Area 0.334 86.75% Impervious Area Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 7HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 7S: CB 21 Runoff = 0.81 cfs @ 12.08 hrs, Volume= 0.059 af, Depth> 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (ac) CN Description 0.323 98 Paved parking & roofs 0.041 74 >75% Grass cover, Good, HSG C 0.364 95 Weighted Average 0.041 11.26% Pervious Area 0.323 88.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 8S: CB 20 Runoff = 1.07 cfs @ 12.09 hrs, Volume= 0.077 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (ac) CN Description 0.403 98 Paved parking & roofs 0.169 74 >75% Grass cover, Good, HSG C 0.572 91 Weighted Average 0.169 29.55% Pervious Area 0.403 70.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 8HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Building Site Runoff = 1.10 cfs @ 12.14 hrs, Volume= 0.090 af, Depth> 1.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (ac) CN Description 0.480 98 Paved parking & roofs 0.160 74 >75% Grass cover, Good, HSG C 0.640 92 Weighted Average 0.160 25.00% Pervious Area 0.480 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment A-CB55: Runoff = 0.65 cfs @ 12.09 hrs, Volume= 0.046 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (sf) CN Description 8,689 98 Paved parking & roofs 2,298 79 50-75% Grass cover, Fair, HSG C * 6,394 79 Remainder of former parking 17,381 88 Weighted Average 8,692 50.01% Pervious Area 8,689 49.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB56: Runoff = 0.83 cfs @ 12.15 hrs, Volume= 0.069 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 9HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 8,689 98 Paved parking & roofs 19,314 79 50-75% Grass cover, Fair, HSG C 4,607 79 Remainder of former parking 32,610 84 Weighted Average 23,921 73.35% Pervious Area 8,689 26.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 85 0.0850 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.5 150 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 210 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.7 445 Total Summary for Subcatchment A-CB57: Runoff = 1.03 cfs @ 12.09 hrs, Volume= 0.074 af, Depth> 1.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (sf) CN Description 8,689 98 Paved parking & roofs 26,539 79 50-75% Grass cover, Fair, HSG C * 1,656 79 Remainder of former parking 36,884 83 Weighted Average 28,195 76.44% Pervious Area 8,689 23.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 0.53 cfs @ 12.11 hrs, Volume= 0.041 af, Depth> 0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 10HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 924 98 Paved parking & roofs 20,090 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 24,160 80 Weighted Average 23,236 96.18% Pervious Area 924 3.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 100 0.3300 0.36 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 7.5 325 Total Summary for Subcatchment A-PD12A: A-PD12ARoof Runoff = 1.94 cfs @ 12.09 hrs, Volume= 0.138 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (sf) CN Description * 32,000 98 Bldg Roof 12,900 74 >75%GrassGoodHSGCwithin AutoCAD building 44,900 91 Weighted Average 12,900 28.73% Pervious Area 32,000 71.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment A-RD12: Runoff = 0.74 cfs @ 12.09 hrs, Volume= 0.053 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 11HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 10,000 98 Paved parking & roofs 14,882 74 >75% GrassGoodHSGC within AutoCADbuilding 24,882 84 Weighted Average 14,882 59.81% Pervious Area 10,000 40.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-TD01: Trench Drain Runoff = 0.11 cfs @ 12.08 hrs, Volume= 0.009 af, Depth> 2.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (sf) CN Description 1,959 98 Paved parking & roofs 219 79 50-75% Grass cover, Fair, HSG C 2,178 96 Weighted Average 219 10.06% Pervious Area 1,959 89.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EARLE: Runoff = 2.35 cfs @ 12.17 hrs, Volume= 0.212 af, Depth> 0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (ac) CN Description 0.380 98 Paved parking & roofs 2.100 74 >75% Grass cover, Good, HSG C 0.047 98 Paved parking & roofs From 12B 0.067 98 Paved parking & roofs from 12A 0.283 98 Expand to Existing Boundary in Road 2.877 80 Weighted Average 2.100 72.99% Pervious Area 0.777 27.01% Impervious Area Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 12HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 58 0.1378 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.8 147 0.0408 3.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 354 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 744 0.0110 2.13 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.1 1,303 Total Summary for Subcatchment PDA-5A: Runoff = 1.43 cfs @ 12.20 hrs, Volume= 0.135 af, Depth> 0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (sf) CN Description 61,783 79 50-75% Grass cover, Fair, HSG C * 14,123 79 Pond Grassed Area * 3,934 98 Pond Water Surface 79,840 80 Weighted Average 75,906 95.07% Pervious Area 3,934 4.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 180 0.1000 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.7 220 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.7 400 Total Summary for Subcatchment PDA-5B: Runoff = 0.62 cfs @ 12.11 hrs, Volume= 0.047 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Rainfall=2.50" Area (ac) CN Description 0.208 98 Paved parking & roofs 0.202 74 >75% Grass cover, Good, HSG C 0.098 74 >75%Grass Good HSG C from12B 0.508 84 Weighted Average 0.300 59.06% Pervious Area 0.208 40.94% Impervious Area Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 13HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 60 0.0700 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.8 150 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 15 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.6 225 Total Summary for Reach RD12: Roof Drain Inflow Area = 0.571 ac, 40.19% Impervious, Inflow Depth > 1.11" for 1 Year event Inflow = 0.74 cfs @ 12.09 hrs, Volume= 0.053 af Outflow = 0.74 cfs @ 12.09 hrs, Volume= 0.053 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 17.44 fps, Min. Travel Time= 0.0 min Avg. Velocity = 6.43 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 12.09 hrs Average Depth at Peak Storage= 0.11' Bank-Full Depth= 0.83', Capacity at Bank-Full= 19.94 cfs 10.0" Round Pipe n= 0.010 PVC, smooth interior Length= 10.0' Slope= 0.4900 '/' Inlet Invert= 141.00', Outlet Invert= 136.10' Summary for Pond 9P: CB 17 & 18 Inflow Area = 1.007 ac, 52.14% Impervious, Inflow Depth > 1.31" for 1 Year event Inflow = 1.55 cfs @ 12.09 hrs, Volume= 0.110 af Outflow = 1.29 cfs @ 12.21 hrs, Volume= 0.102 af, Atten= 17%, Lag= 7.2 min Primary = 1.29 cfs @ 12.21 hrs, Volume= 0.102 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 191.82' @ 12.15 hrs Surf.Area= 1,053 sf Storage= 521 cf Plug-Flow detention time= 55.2 min calculated for 0.102 af (92% of inflow) Center-of-Mass det. time= 16.7 min ( 845.7 - 829.0 ) Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 14HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 191.13' 4,049 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.13 1 1.0 0 0 1 191.20 545 141.0 13 13 1,583 191.50 850 156.5 208 221 1,953 192.00 1,180 174.4 505 726 2,431 192.50 1,503 190.3 669 1,395 2,902 193.00 1,841 203.6 835 2,230 3,330 193.50 2,199 217.0 1,009 3,238 3,791 193.85 2,434 225.2 810 4,049 4,089 Device Routing Invert Outlet Devices #1 Primary 188.26'6.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 188.26' / 187.91' S= 0.0100 '/' Cc= 0.900 n= 0.013 #2 Device 1 191.65'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.29 cfs @ 12.21 hrs HW=191.77' TW=188.91' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.29 cfs @ 6.57 fps) 2=Orifice/Grate (Passes 1.29 cfs of 1.54 cfs potential flow) Summary for Pond 10P: MH 15 Inflow Area = 0.749 ac, 87.72% Impervious, Inflow Depth > 1.94" for 1 Year event Inflow = 1.65 cfs @ 12.09 hrs, Volume= 0.121 af Outflow = 1.65 cfs @ 12.09 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 1.65 cfs @ 12.09 hrs, Volume= 0.121 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 192.05' @ 12.09 hrs Flood Elev= 195.50' Device Routing Invert Outlet Devices #1 Primary 191.30'15.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.30' / 190.52' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=1.65 cfs @ 12.09 hrs HW=192.05' TW=191.54' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.65 cfs @ 3.07 fps) Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 15HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: CB 20 Inflow Area = 0.572 ac, 70.45% Impervious, Inflow Depth > 1.61" for 1 Year event Inflow = 1.07 cfs @ 12.09 hrs, Volume= 0.077 af Outflow = 1.07 cfs @ 12.09 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.4 min Primary = 1.07 cfs @ 12.09 hrs, Volume= 0.075 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 194.04' @ 12.09 hrs Surf.Area= 383 sf Storage= 110 cf Plug-Flow detention time= 21.5 min calculated for 0.075 af (98% of inflow) Center-of-Mass det. time= 7.6 min ( 819.0 - 811.4 ) Volume Invert Avail.Storage Storage Description #1 193.55' 286 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.55 1 1.0 0 0 1 193.75 253 87.1 18 18 605 194.00 367 96.2 77 95 739 194.42 548 112.5 191 286 1,014 Device Routing Invert Outlet Devices #1 Primary 190.90'12.0" Round Culvert L= 35.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.90' / 190.52' S= 0.0107 '/' Cc= 0.900 n= 0.013 #2 Device 1 193.95'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.07 cfs @ 12.09 hrs HW=194.04' TW=191.55' (Dynamic Tailwater) 1=Culvert (Passes 1.07 cfs of 5.97 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.07 cfs @ 0.99 fps) Summary for Pond 15P: CB 21 Inflow Area = 0.364 ac, 88.74% Impervious, Inflow Depth > 1.96" for 1 Year event Inflow = 0.81 cfs @ 12.08 hrs, Volume= 0.059 af Outflow = 0.80 cfs @ 12.09 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.2 min Primary = 0.80 cfs @ 12.09 hrs, Volume= 0.059 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 194.29' @ 12.09 hrs Surf.Area= 172 sf Storage= 31 cf Plug-Flow detention time= 7.0 min calculated for 0.059 af (99% of inflow) Center-of-Mass det. time= 3.1 min ( 791.4 - 788.3 ) Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 16HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 193.89' 116 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.89 1 1.0 0 0 1 194.00 34 24.9 1 1 50 194.25 155 75.1 22 23 450 194.50 261 88.4 51 75 624 194.64 326 94.7 41 116 717 Device Routing Invert Outlet Devices #1 Primary 191.60'15.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.60' / 191.30' S= 0.0088 '/' Cc= 0.900 n= 0.013 #2 Device 1 194.19'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.80 cfs @ 12.09 hrs HW=194.29' TW=192.05' (Dynamic Tailwater) 1=Culvert (Passes 0.80 cfs of 8.50 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.80 cfs @ 1.06 fps) Summary for Pond 16P: Existing MH Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 1.48" for 1 Year event Inflow = 5.53 cfs @ 12.11 hrs, Volume= 0.430 af Outflow = 5.53 cfs @ 12.11 hrs, Volume= 0.430 af, Atten= 0%, Lag= 0.0 min Primary = 5.53 cfs @ 12.11 hrs, Volume= 0.430 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.12' @ 12.11 hrs Flood Elev= 153.00' Device Routing Invert Outlet Devices #1 Primary 141.10'24.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 141.10' / 140.10' S= 0.0128 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=5.53 cfs @ 12.11 hrs HW=142.12' TW=136.97' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.53 cfs @ 3.44 fps) Summary for Pond 17P: CB 22 Inflow Area = 0.385 ac, 86.75% Impervious, Inflow Depth > 1.96" for 1 Year event Inflow = 0.85 cfs @ 12.08 hrs, Volume= 0.063 af Outflow = 0.85 cfs @ 12.09 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.4 min Primary = 0.85 cfs @ 12.09 hrs, Volume= 0.062 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 17HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 195.31' @ 12.09 hrs Surf.Area= 292 sf Storage= 62 cf Plug-Flow detention time= 13.9 min calculated for 0.062 af (99% of inflow) Center-of-Mass det. time= 6.0 min ( 794.3 - 788.3 ) Volume Invert Avail.Storage Storage Description #1 194.92' 189 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 194.92 1 1.0 0 0 1 195.00 93 47.7 3 3 182 195.25 266 108.5 43 46 938 195.50 388 124.0 81 127 1,226 195.64 505 133.2 62 189 1,415 Device Routing Invert Outlet Devices #1 Primary 192.80'12.0" Round Culvert L= 104.4' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 192.80' / 192.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 #2 Device 1 195.20'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.85 cfs @ 12.09 hrs HW=195.31' TW=192.05' (Dynamic Tailwater) 1=Culvert (Passes 0.85 cfs of 4.38 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.85 cfs @ 1.07 fps) Summary for Pond 18P: CB 19 Inflow Area = 0.523 ac, 51.07% Impervious, Inflow Depth > 1.24" for 1 Year event Inflow = 0.76 cfs @ 12.09 hrs, Volume= 0.054 af Outflow = 0.64 cfs @ 12.14 hrs, Volume= 0.042 af, Atten= 16%, Lag= 3.2 min Primary = 0.64 cfs @ 12.14 hrs, Volume= 0.042 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 192.58' @ 12.14 hrs Surf.Area= 1,229 sf Storage= 638 cf Plug-Flow detention time= 128.4 min calculated for 0.042 af (77% of inflow) Center-of-Mass det. time= 44.1 min ( 877.1 - 833.0 ) Volume Invert Avail.Storage Storage Description #1 191.75' 2,010 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.75 1 1.0 0 0 1 191.85 466 116.5 16 16 1,081 192.00 636 131.2 82 99 1,371 192.50 1,167 201.1 444 543 3,222 193.00 1,586 235.6 686 1,228 4,425 193.43 2,062 306.2 782 2,010 7,472 Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 18HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 189.30'6.0" Round Culvert L= 133.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 189.30' / 187.91' S= 0.0105 '/' Cc= 0.900 n= 0.013 #2 Device 1 192.49'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.64 cfs @ 12.14 hrs HW=192.58' TW=189.06' (Dynamic Tailwater) 1=Culvert (Passes 0.64 cfs of 0.85 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.64 cfs @ 0.98 fps) Summary for Pond 22P: MH 11 Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 1.48" for 1 Year event Inflow = 5.53 cfs @ 12.11 hrs, Volume= 0.430 af Outflow = 5.53 cfs @ 12.11 hrs, Volume= 0.430 af, Atten= 0%, Lag= 0.0 min Primary = 5.53 cfs @ 12.11 hrs, Volume= 0.430 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 189.09' @ 12.11 hrs Flood Elev= 192.50' Device Routing Invert Outlet Devices #1 Primary 187.91'18.0" Round Culvert L= 258.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 187.91' / 141.10' S= 0.1814 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=5.53 cfs @ 12.11 hrs HW=189.09' TW=142.12' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.53 cfs @ 3.70 fps) Summary for Pond 33P: MH 12 Inflow Area = 1.961 ac, 78.53% Impervious, Inflow Depth > 1.75" for 1 Year event Inflow = 3.74 cfs @ 12.10 hrs, Volume= 0.286 af Outflow = 3.74 cfs @ 12.10 hrs, Volume= 0.286 af, Atten= 0%, Lag= 0.0 min Primary = 3.74 cfs @ 12.10 hrs, Volume= 0.286 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 191.55' @ 12.10 hrs Flood Elev= 195.00' Device Routing Invert Outlet Devices #1 Primary 190.52'15.0" Round Culvert L= 61.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.52' / 189.32' S= 0.0197 '/' Cc= 0.900 n= 0.013 Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 19HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=3.73 cfs @ 12.10 hrs HW=191.55' TW=189.09' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.73 cfs @ 3.45 fps) Summary for Pond BAS05: Inflow Area = 9.525 ac, 42.53% Impervious, Inflow Depth > 1.25" for 1 Year event Inflow = 12.25 cfs @ 12.11 hrs, Volume= 0.996 af Outflow = 1.38 cfs @ 13.08 hrs, Volume= 0.585 af, Atten= 89%, Lag= 58.1 min Primary = 1.38 cfs @ 13.08 hrs, Volume= 0.585 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 138.30' @ 13.08 hrs Surf.Area= 0.224 ac Storage= 0.529 af Flood Elev= 142.00' Surf.Area= 0.363 ac Storage= 1.639 af Plug-Flow detention time= 247.7 min calculated for 0.585 af (59% of inflow) Center-of-Mass det. time= 136.0 min ( 967.2 - 831.2 ) Volume Invert Avail.Storage Storage Description #1 134.00' 1.639 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 134.00 0.056 222.8 0.000 0.000 0.056 136.00 0.090 264.6 0.145 0.145 0.095 137.00 0.172 551.9 0.129 0.273 0.524 138.00 0.211 580.5 0.191 0.465 0.584 140.00 0.302 422.2 0.510 0.975 0.875 142.00 0.363 459.9 0.664 1.639 0.939 Device Routing Invert Outlet Devices #1 Primary 137.50'15.0" Round Culvert L= 50.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 137.50' / 134.00' S= 0.0700 '/' Cc= 0.900 n= 0.013 #2 Device 1 137.50'9.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 139.00'9.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 140.50'3.2' long x 1.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=1.38 cfs @ 13.08 hrs HW=138.30' TW=134.66' (Dynamic Tailwater) 1=Culvert (Passes 1.38 cfs of 2.51 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.38 cfs @ 3.13 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 20HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB55: Inflow Area = 0.399 ac, 49.99% Impervious, Inflow Depth > 1.38" for 1 Year event Inflow = 0.65 cfs @ 12.09 hrs, Volume= 0.046 af Outflow = 0.65 cfs @ 12.09 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.65 cfs @ 12.09 hrs, Volume= 0.046 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 138.94' @ 12.10 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 138.00'12.0" Round Culvert L= 50.0' Ke= 0.500 Inlet / Outlet Invert= 138.00' / 137.60' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.62 cfs @ 12.09 hrs HW=138.93' TW=138.89' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.62 cfs @ 1.05 fps) Summary for Pond CB56: Inflow Area = 0.749 ac, 26.65% Impervious, Inflow Depth > 1.11" for 1 Year event Inflow = 0.83 cfs @ 12.15 hrs, Volume= 0.069 af Outflow = 0.83 cfs @ 12.15 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 12.15 hrs, Volume= 0.069 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 141.46' @ 12.15 hrs Flood Elev= 145.00' Device Routing Invert Outlet Devices #1 Primary 141.00'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 141.00' / 140.00' S= 0.0667 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.83 cfs @ 12.15 hrs HW=141.46' TW=140.37' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.83 cfs @ 2.32 fps) Summary for Pond CB57: Inflow Area = 0.847 ac, 23.56% Impervious, Inflow Depth > 1.05" for 1 Year event Inflow = 1.03 cfs @ 12.09 hrs, Volume= 0.074 af Outflow = 1.03 cfs @ 12.09 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.09 hrs, Volume= 0.074 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 145.53' @ 12.09 hrs Flood Elev= 150.50' Device Routing Invert Outlet Devices #1 Primary 145.00'12.0" Round Culvert L= 65.0' Ke= 0.500 Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 21HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 145.00' / 140.00' S= 0.0769 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.03 cfs @ 12.09 hrs HW=145.53' TW=140.39' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.03 cfs @ 2.47 fps) Summary for Pond CB58: Inflow Area = 0.555 ac, 3.82% Impervious, Inflow Depth > 0.89" for 1 Year event Inflow = 0.53 cfs @ 12.11 hrs, Volume= 0.041 af Outflow = 0.53 cfs @ 12.11 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 12.11 hrs, Volume= 0.041 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.62' @ 12.11 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.53 cfs @ 12.11 hrs HW=140.62' TW=140.40' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.53 cfs @ 2.51 fps) Summary for Pond DMH54: Inflow Area = 2.150 ac, 19.54% Impervious, Inflow Depth > 1.03" for 1 Year event Inflow = 2.30 cfs @ 12.11 hrs, Volume= 0.185 af Outflow = 2.30 cfs @ 12.11 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min Primary = 2.30 cfs @ 12.11 hrs, Volume= 0.185 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.40' @ 12.11 hrs Flood Elev= 144.20' Device Routing Invert Outlet Devices #1 Primary 139.70'18.0" Round Culvert L= 65.0' Ke= 0.500 Inlet / Outlet Invert= 139.70' / 137.70' S= 0.0308 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.30 cfs @ 12.11 hrs HW=140.40' TW=138.89' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.30 cfs @ 2.85 fps) Summary for Pond DMH55: Inflow Area = 3.630 ac, 38.55% Impervious, Inflow Depth > 1.25" for 1 Year event Inflow = 4.94 cfs @ 12.10 hrs, Volume= 0.378 af Outflow = 4.94 cfs @ 12.10 hrs, Volume= 0.378 af, Atten= 0%, Lag= 0.0 min Primary = 4.94 cfs @ 12.10 hrs, Volume= 0.378 af Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 22HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 138.90' @ 12.10 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=4.94 cfs @ 12.10 hrs HW=138.89' TW=137.41' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.94 cfs @ 4.62 fps) Summary for Pond DMH56: Stormwater from Undeveloped Area On Lot 12 Inflow Area = 4.201 ac, 38.77% Impervious, Inflow Depth > 1.23" for 1 Year event Inflow = 5.68 cfs @ 12.10 hrs, Volume= 0.431 af Outflow = 5.68 cfs @ 12.10 hrs, Volume= 0.431 af, Atten= 0%, Lag= 0.0 min Primary = 5.68 cfs @ 12.10 hrs, Volume= 0.431 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 138.30' @ 13.07 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 136.00'24.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 136.00' / 134.70' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=5.67 cfs @ 12.10 hrs HW=137.41' TW=136.88' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.67 cfs @ 3.36 fps) Summary for Pond DP-5: Existing CB Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 0.78" for 1 Year event Inflow = 2.88 cfs @ 12.16 hrs, Volume= 0.844 af Outflow = 2.88 cfs @ 12.16 hrs, Volume= 0.844 af, Atten= 0%, Lag= 0.0 min Primary = 2.88 cfs @ 12.16 hrs, Volume= 0.844 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 134.87' @ 12.16 hrs Flood Elev= 136.40' Device Routing Invert Outlet Devices #1 Primary 134.00'15.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 136.50'20.0' long (Profile 2) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.90 3.26 3.44 Type III 24-hr 1 Year Rainfall=2.50"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 23HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=2.88 cfs @ 12.16 hrs HW=134.87' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 2.88 cfs @ 3.17 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=134.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond TD01: Inflow Area = 0.050 ac, 89.94% Impervious, Inflow Depth > 2.06" for 1 Year event Inflow = 0.11 cfs @ 12.08 hrs, Volume= 0.009 af Outflow = 0.11 cfs @ 12.08 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 12.08 hrs, Volume= 0.009 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.16' @ 12.08 hrs Flood Elev= 142.20' Device Routing Invert Outlet Devices #1 Primary 140.00'12.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 140.00' / 138.00' S= 0.0800 '/' Cc= 0.900 n= 0.013 #2 Secondary 142.00'20.0' long (Profile 3) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.86 3.17 3.24 Primary OutFlow Max=0.11 cfs @ 12.08 hrs HW=140.16' TW=138.88' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.11 cfs @ 1.37 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=140.00' TW=137.90' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link Mill: River Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 0.78" for 1 Year event Inflow = 2.88 cfs @ 12.16 hrs, Volume= 0.844 af Primary = 2.88 cfs @ 12.16 hrs, Volume= 0.844 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 24HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.007 ac 52.14% Impervious Runoff Depth>1.65"Subcatchment 2S: CB 17 & 18 Tc=6.0 min CN=87 Runoff=1.95 cfs 0.138 af Runoff Area=22,778 sf 51.07% Impervious Runoff Depth>1.58"Subcatchment 4S: CB 19 Tc=6.0 min CN=86 Runoff=0.97 cfs 0.069 af Runoff Area=0.385 ac 86.75% Impervious Runoff Depth>2.35"Subcatchment 5S: CB 22 Tc=6.0 min CN=95 Runoff=1.01 cfs 0.075 af Runoff Area=0.364 ac 88.74% Impervious Runoff Depth>2.35"Subcatchment 7S: CB 21 Tc=6.0 min CN=95 Runoff=0.96 cfs 0.071 af Runoff Area=0.572 ac 70.45% Impervious Runoff Depth>1.98"Subcatchment 8S: CB 20 Tc=6.0 min CN=91 Runoff=1.31 cfs 0.094 af Runoff Area=0.640 ac 75.00% Impervious Runoff Depth>2.06"Subcatchment 29S: Building Site Tc=10.0 min CN=92 Runoff=1.33 cfs 0.110 af Runoff Area=17,381 sf 49.99% Impervious Runoff Depth>1.73"Subcatchment A-CB55: Tc=6.0 min CN=88 Runoff=0.81 cfs 0.057 af Runoff Area=32,610 sf 26.65% Impervious Runoff Depth>1.43"Subcatchment A-CB56: Flow Length=445' Tc=10.7 min CN=84 Runoff=1.07 cfs 0.089 af Runoff Area=36,884 sf 23.56% Impervious Runoff Depth>1.36"Subcatchment A-CB57: Tc=6.0 min CN=83 Runoff=1.35 cfs 0.096 af Runoff Area=24,160 sf 3.82% Impervious Runoff Depth>1.17"Subcatchment A-CB58: Flow Length=325' Tc=7.5 min CN=80 Runoff=0.71 cfs 0.054 af Runoff Area=44,900 sf 71.27% Impervious Runoff Depth>1.98"Subcatchment A-PD12A: A-PD12ARoof Tc=6.0 min CN=91 Runoff=2.36 cfs 0.170 af Runoff Area=24,882 sf 40.19% Impervious Runoff Depth>1.43"Subcatchment A-RD12: Tc=6.0 min CN=84 Runoff=0.96 cfs 0.068 af Runoff Area=2,178 sf 89.94% Impervious Runoff Depth>2.45"Subcatchment A-TD01: Trench Drain Tc=6.0 min CN=96 Runoff=0.13 cfs 0.010 af Runoff Area=2.877 ac 27.01% Impervious Runoff Depth>1.17"Subcatchment EARLE: Flow Length=1,303' Tc=12.1 min CN=80 Runoff=3.18 cfs 0.281 af Runoff Area=79,840 sf 4.93% Impervious Runoff Depth>1.17"Subcatchment PDA-5A: Flow Length=400' Slope=0.1000 '/' Tc=13.7 min CN=80 Runoff=1.93 cfs 0.179 af Runoff Area=0.508 ac 40.94% Impervious Runoff Depth>1.43"Subcatchment PDA-5B: Flow Length=225' Tc=7.6 min CN=84 Runoff=0.81 cfs 0.061 af Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 25HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.12' Max Vel=18.83 fps Inflow=0.96 cfs 0.068 afReach RD12: Roof Drain 10.0" Round Pipe n=0.010 L=10.0' S=0.4900 '/' Capacity=19.94 cfs Outflow=0.96 cfs 0.068 af Peak Elev=191.98' Storage=706 cf Inflow=1.95 cfs 0.138 afPond 9P: CB 17 & 18 Outflow=1.32 cfs 0.130 af Peak Elev=192.17' Inflow=1.96 cfs 0.146 afPond 10P: MH 15 15.0" Round Culvert n=0.013 L=78.0' S=0.0100 '/' Outflow=1.96 cfs 0.146 af Peak Elev=194.05' Storage=115 cf Inflow=1.31 cfs 0.094 afPond 12P: CB 20 Outflow=1.31 cfs 0.092 af Peak Elev=194.31' Storage=33 cf Inflow=0.96 cfs 0.071 afPond 15P: CB 21 Outflow=0.95 cfs 0.071 af Peak Elev=142.22' Inflow=6.57 cfs 0.534 afPond 16P: Existing MH 24.0" Round Culvert n=0.013 L=78.0' S=0.0128 '/' Outflow=6.57 cfs 0.534 af Peak Elev=195.32' Storage=66 cf Inflow=1.01 cfs 0.075 afPond 17P: CB 22 Outflow=1.01 cfs 0.075 af Peak Elev=192.61' Storage=676 cf Inflow=0.97 cfs 0.069 afPond 18P: CB 19 Outflow=0.85 cfs 0.056 af Peak Elev=189.25' Inflow=6.57 cfs 0.534 afPond 22P: MH 11 18.0" Round Culvert n=0.013 L=258.0' S=0.1814 '/' Outflow=6.57 cfs 0.534 af Peak Elev=191.72' Inflow=4.50 cfs 0.348 afPond 33P: MH 12 15.0" Round Culvert n=0.013 L=61.0' S=0.0197 '/' Outflow=4.50 cfs 0.348 af Peak Elev=138.81' Storage=0.649 af Inflow=15.22 cfs 1.259 afPond BAS05: Outflow=2.06 cfs 0.843 af Peak Elev=139.15' Inflow=0.81 cfs 0.057 afPond CB55: 12.0" Round Culvert n=0.013 L=50.0' S=0.0080 '/' Outflow=0.81 cfs 0.057 af Peak Elev=141.54' Inflow=1.07 cfs 0.089 afPond CB56: 12.0" Round Culvert n=0.013 L=15.0' S=0.0667 '/' Outflow=1.07 cfs 0.089 af Peak Elev=145.61' Inflow=1.35 cfs 0.096 afPond CB57: 12.0" Round Culvert n=0.013 L=65.0' S=0.0769 '/' Outflow=1.35 cfs 0.096 af Peak Elev=140.72' Inflow=0.71 cfs 0.054 afPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=0.71 cfs 0.054 af Peak Elev=140.52' Inflow=3.02 cfs 0.240 afPond DMH54: 18.0" Round Culvert n=0.013 L=65.0' S=0.0308 '/' Outflow=3.02 cfs 0.240 af Peak Elev=139.11' Inflow=6.26 cfs 0.477 afPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=6.26 cfs 0.477 af Peak Elev=138.81' Inflow=7.22 cfs 0.545 afPond DMH56: Stormwater from Undeveloped Area On Lot 12 24.0" Round Culvert n=0.013 L=130.0' S=0.0100 '/' Outflow=7.22 cfs 0.545 af Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 26HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=135.18' Inflow=4.44 cfs 1.185 afPond DP-5: Existing CB Primary=4.44 cfs 1.185 af Secondary=0.00 cfs 0.000 af Outflow=4.44 cfs 1.185 af Peak Elev=140.18' Inflow=0.13 cfs 0.010 afPond TD01: Primary=0.13 cfs 0.010 af Secondary=0.00 cfs 0.000 af Outflow=0.13 cfs 0.010 af Inflow=4.44 cfs 1.185 afLink Mill: River Primary=4.44 cfs 1.185 af Total Runoff Area = 12.910 ac Runoff Volume = 1.624 af Average Runoff Depth = 1.51" 60.99% Pervious = 7.874 ac 39.01% Impervious = 5.036 ac Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 27HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: CB 17 & 18 Runoff = 1.95 cfs @ 12.09 hrs, Volume= 0.138 af, Depth> 1.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (ac) CN Description 0.525 98 Paved parking & roofs 0.482 74 >75% Grass cover, Good, HSG C 1.007 87 Weighted Average 0.482 47.86% Pervious Area 0.525 52.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: CB 19 Runoff = 0.97 cfs @ 12.09 hrs, Volume= 0.069 af, Depth> 1.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 11,633 98 Paved parking & roofs 11,145 74 >75% Grass cover, Good, HSG C 22,778 86 Weighted Average 11,145 48.93% Pervious Area 11,633 51.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S: CB 22 Runoff = 1.01 cfs @ 12.08 hrs, Volume= 0.075 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (ac) CN Description 0.334 98 Paved parking & roofs 0.051 74 >75% Grass cover, Good, HSG C 0.385 95 Weighted Average 0.051 13.25% Pervious Area 0.334 86.75% Impervious Area Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 28HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 7S: CB 21 Runoff = 0.96 cfs @ 12.08 hrs, Volume= 0.071 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (ac) CN Description 0.323 98 Paved parking & roofs 0.041 74 >75% Grass cover, Good, HSG C 0.364 95 Weighted Average 0.041 11.26% Pervious Area 0.323 88.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 8S: CB 20 Runoff = 1.31 cfs @ 12.09 hrs, Volume= 0.094 af, Depth> 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (ac) CN Description 0.403 98 Paved parking & roofs 0.169 74 >75% Grass cover, Good, HSG C 0.572 91 Weighted Average 0.169 29.55% Pervious Area 0.403 70.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 29HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Building Site Runoff = 1.33 cfs @ 12.14 hrs, Volume= 0.110 af, Depth> 2.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (ac) CN Description 0.480 98 Paved parking & roofs 0.160 74 >75% Grass cover, Good, HSG C 0.640 92 Weighted Average 0.160 25.00% Pervious Area 0.480 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment A-CB55: Runoff = 0.81 cfs @ 12.09 hrs, Volume= 0.057 af, Depth> 1.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 8,689 98 Paved parking & roofs 2,298 79 50-75% Grass cover, Fair, HSG C * 6,394 79 Remainder of former parking 17,381 88 Weighted Average 8,692 50.01% Pervious Area 8,689 49.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB56: Runoff = 1.07 cfs @ 12.15 hrs, Volume= 0.089 af, Depth> 1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 30HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 8,689 98 Paved parking & roofs 19,314 79 50-75% Grass cover, Fair, HSG C 4,607 79 Remainder of former parking 32,610 84 Weighted Average 23,921 73.35% Pervious Area 8,689 26.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 85 0.0850 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.5 150 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 210 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.7 445 Total Summary for Subcatchment A-CB57: Runoff = 1.35 cfs @ 12.09 hrs, Volume= 0.096 af, Depth> 1.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 8,689 98 Paved parking & roofs 26,539 79 50-75% Grass cover, Fair, HSG C * 1,656 79 Remainder of former parking 36,884 83 Weighted Average 28,195 76.44% Pervious Area 8,689 23.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 0.71 cfs @ 12.11 hrs, Volume= 0.054 af, Depth> 1.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 31HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 924 98 Paved parking & roofs 20,090 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 24,160 80 Weighted Average 23,236 96.18% Pervious Area 924 3.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 100 0.3300 0.36 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 7.5 325 Total Summary for Subcatchment A-PD12A: A-PD12ARoof Runoff = 2.36 cfs @ 12.09 hrs, Volume= 0.170 af, Depth> 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description * 32,000 98 Bldg Roof 12,900 74 >75%GrassGoodHSGCwithin AutoCAD building 44,900 91 Weighted Average 12,900 28.73% Pervious Area 32,000 71.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment A-RD12: Runoff = 0.96 cfs @ 12.09 hrs, Volume= 0.068 af, Depth> 1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 32HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 10,000 98 Paved parking & roofs 14,882 74 >75% GrassGoodHSGC within AutoCADbuilding 24,882 84 Weighted Average 14,882 59.81% Pervious Area 10,000 40.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-TD01: Trench Drain Runoff = 0.13 cfs @ 12.08 hrs, Volume= 0.010 af, Depth> 2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 1,959 98 Paved parking & roofs 219 79 50-75% Grass cover, Fair, HSG C 2,178 96 Weighted Average 219 10.06% Pervious Area 1,959 89.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EARLE: Runoff = 3.18 cfs @ 12.17 hrs, Volume= 0.281 af, Depth> 1.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (ac) CN Description 0.380 98 Paved parking & roofs 2.100 74 >75% Grass cover, Good, HSG C 0.047 98 Paved parking & roofs From 12B 0.067 98 Paved parking & roofs from 12A 0.283 98 Expand to Existing Boundary in Road 2.877 80 Weighted Average 2.100 72.99% Pervious Area 0.777 27.01% Impervious Area Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 33HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 58 0.1378 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.8 147 0.0408 3.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 354 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 744 0.0110 2.13 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.1 1,303 Total Summary for Subcatchment PDA-5A: Runoff = 1.93 cfs @ 12.19 hrs, Volume= 0.179 af, Depth> 1.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 61,783 79 50-75% Grass cover, Fair, HSG C * 14,123 79 Pond Grassed Area * 3,934 98 Pond Water Surface 79,840 80 Weighted Average 75,906 95.07% Pervious Area 3,934 4.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 180 0.1000 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.7 220 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.7 400 Total Summary for Subcatchment PDA-5B: Runoff = 0.81 cfs @ 12.11 hrs, Volume= 0.061 af, Depth> 1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (ac) CN Description 0.208 98 Paved parking & roofs 0.202 74 >75% Grass cover, Good, HSG C 0.098 74 >75%Grass Good HSG C from12B 0.508 84 Weighted Average 0.300 59.06% Pervious Area 0.208 40.94% Impervious Area Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 34HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 60 0.0700 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.8 150 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 15 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.6 225 Total Summary for Reach RD12: Roof Drain Inflow Area = 0.571 ac, 40.19% Impervious, Inflow Depth > 1.43" for 2 Year event Inflow = 0.96 cfs @ 12.09 hrs, Volume= 0.068 af Outflow = 0.96 cfs @ 12.09 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 18.83 fps, Min. Travel Time= 0.0 min Avg. Velocity = 6.80 fps, Avg. Travel Time= 0.0 min Peak Storage= 1 cf @ 12.09 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 0.83', Capacity at Bank-Full= 19.94 cfs 10.0" Round Pipe n= 0.010 PVC, smooth interior Length= 10.0' Slope= 0.4900 '/' Inlet Invert= 141.00', Outlet Invert= 136.10' Summary for Pond 9P: CB 17 & 18 Inflow Area = 1.007 ac, 52.14% Impervious, Inflow Depth > 1.65" for 2 Year event Inflow = 1.95 cfs @ 12.09 hrs, Volume= 0.138 af Outflow = 1.32 cfs @ 12.27 hrs, Volume= 0.130 af, Atten= 32%, Lag= 10.9 min Primary = 1.32 cfs @ 12.27 hrs, Volume= 0.130 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 191.98' @ 12.18 hrs Surf.Area= 1,168 sf Storage= 706 cf Plug-Flow detention time= 47.1 min calculated for 0.130 af (94% of inflow) Center-of-Mass det. time= 15.3 min ( 837.7 - 822.4 ) Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 35HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 191.13' 4,049 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.13 1 1.0 0 0 1 191.20 545 141.0 13 13 1,583 191.50 850 156.5 208 221 1,953 192.00 1,180 174.4 505 726 2,431 192.50 1,503 190.3 669 1,395 2,902 193.00 1,841 203.6 835 2,230 3,330 193.50 2,199 217.0 1,009 3,238 3,791 193.85 2,434 225.2 810 4,049 4,089 Device Routing Invert Outlet Devices #1 Primary 188.26'6.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 188.26' / 187.91' S= 0.0100 '/' Cc= 0.900 n= 0.013 #2 Device 1 191.65'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.32 cfs @ 12.27 hrs HW=191.91' TW=188.90' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.32 cfs @ 6.74 fps) 2=Orifice/Grate (Passes 1.32 cfs of 5.19 cfs potential flow) Summary for Pond 10P: MH 15 Inflow Area = 0.749 ac, 87.72% Impervious, Inflow Depth > 2.33" for 2 Year event Inflow = 1.96 cfs @ 12.09 hrs, Volume= 0.146 af Outflow = 1.96 cfs @ 12.09 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.0 min Primary = 1.96 cfs @ 12.09 hrs, Volume= 0.146 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 192.17' @ 12.10 hrs Flood Elev= 195.50' Device Routing Invert Outlet Devices #1 Primary 191.30'15.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.30' / 190.52' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=1.96 cfs @ 12.09 hrs HW=192.17' TW=191.71' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.96 cfs @ 3.03 fps) Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 36HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: CB 20 Inflow Area = 0.572 ac, 70.45% Impervious, Inflow Depth > 1.98" for 2 Year event Inflow = 1.31 cfs @ 12.09 hrs, Volume= 0.094 af Outflow = 1.31 cfs @ 12.09 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.3 min Primary = 1.31 cfs @ 12.09 hrs, Volume= 0.092 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 194.05' @ 12.09 hrs Surf.Area= 388 sf Storage= 115 cf Plug-Flow detention time= 18.4 min calculated for 0.092 af (98% of inflow) Center-of-Mass det. time= 6.9 min ( 812.5 - 805.6 ) Volume Invert Avail.Storage Storage Description #1 193.55' 286 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.55 1 1.0 0 0 1 193.75 253 87.1 18 18 605 194.00 367 96.2 77 95 739 194.42 548 112.5 191 286 1,014 Device Routing Invert Outlet Devices #1 Primary 190.90'12.0" Round Culvert L= 35.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.90' / 190.52' S= 0.0107 '/' Cc= 0.900 n= 0.013 #2 Device 1 193.95'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.31 cfs @ 12.09 hrs HW=194.05' TW=191.71' (Dynamic Tailwater) 1=Culvert (Passes 1.31 cfs of 5.79 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.31 cfs @ 1.05 fps) Summary for Pond 15P: CB 21 Inflow Area = 0.364 ac, 88.74% Impervious, Inflow Depth > 2.35" for 2 Year event Inflow = 0.96 cfs @ 12.08 hrs, Volume= 0.071 af Outflow = 0.95 cfs @ 12.09 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.2 min Primary = 0.95 cfs @ 12.09 hrs, Volume= 0.071 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 194.31' @ 12.09 hrs Surf.Area= 177 sf Storage= 33 cf Plug-Flow detention time= 6.1 min calculated for 0.071 af (99% of inflow) Center-of-Mass det. time= 2.8 min ( 786.3 - 783.5 ) Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 37HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 193.89' 116 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.89 1 1.0 0 0 1 194.00 34 24.9 1 1 50 194.25 155 75.1 22 23 450 194.50 261 88.4 51 75 624 194.64 326 94.7 41 116 717 Device Routing Invert Outlet Devices #1 Primary 191.60'15.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.60' / 191.30' S= 0.0088 '/' Cc= 0.900 n= 0.013 #2 Device 1 194.19'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.95 cfs @ 12.09 hrs HW=194.31' TW=192.17' (Dynamic Tailwater) 1=Culvert (Passes 0.95 cfs of 8.53 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.95 cfs @ 1.12 fps) Summary for Pond 16P: Existing MH Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 1.84" for 2 Year event Inflow = 6.57 cfs @ 12.10 hrs, Volume= 0.534 af Outflow = 6.57 cfs @ 12.10 hrs, Volume= 0.534 af, Atten= 0%, Lag= 0.0 min Primary = 6.57 cfs @ 12.10 hrs, Volume= 0.534 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.22' @ 12.10 hrs Flood Elev= 153.00' Device Routing Invert Outlet Devices #1 Primary 141.10'24.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 141.10' / 140.10' S= 0.0128 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=6.57 cfs @ 12.10 hrs HW=142.22' TW=137.43' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.57 cfs @ 3.61 fps) Summary for Pond 17P: CB 22 Inflow Area = 0.385 ac, 86.75% Impervious, Inflow Depth > 2.35" for 2 Year event Inflow = 1.01 cfs @ 12.08 hrs, Volume= 0.075 af Outflow = 1.01 cfs @ 12.09 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.4 min Primary = 1.01 cfs @ 12.09 hrs, Volume= 0.075 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 38HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 195.32' @ 12.09 hrs Surf.Area= 298 sf Storage= 66 cf Plug-Flow detention time= 12.1 min calculated for 0.075 af (99% of inflow) Center-of-Mass det. time= 5.5 min ( 788.9 - 783.5 ) Volume Invert Avail.Storage Storage Description #1 194.92' 189 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 194.92 1 1.0 0 0 1 195.00 93 47.7 3 3 182 195.25 266 108.5 43 46 938 195.50 388 124.0 81 127 1,226 195.64 505 133.2 62 189 1,415 Device Routing Invert Outlet Devices #1 Primary 192.80'12.0" Round Culvert L= 104.4' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 192.80' / 192.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 #2 Device 1 195.20'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.01 cfs @ 12.09 hrs HW=195.32' TW=192.17' (Dynamic Tailwater) 1=Culvert (Passes 1.01 cfs of 4.39 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.01 cfs @ 1.14 fps) Summary for Pond 18P: CB 19 Inflow Area = 0.523 ac, 51.07% Impervious, Inflow Depth > 1.58" for 2 Year event Inflow = 0.97 cfs @ 12.09 hrs, Volume= 0.069 af Outflow = 0.85 cfs @ 12.17 hrs, Volume= 0.056 af, Atten= 12%, Lag= 4.6 min Primary = 0.85 cfs @ 12.17 hrs, Volume= 0.056 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 192.61' @ 12.14 hrs Surf.Area= 1,254 sf Storage= 676 cf Plug-Flow detention time= 108.2 min calculated for 0.056 af (82% of inflow) Center-of-Mass det. time= 35.6 min ( 861.8 - 826.2 ) Volume Invert Avail.Storage Storage Description #1 191.75' 2,010 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.75 1 1.0 0 0 1 191.85 466 116.5 16 16 1,081 192.00 636 131.2 82 99 1,371 192.50 1,167 201.1 444 543 3,222 193.00 1,586 235.6 686 1,228 4,425 193.43 2,062 306.2 782 2,010 7,472 Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 39HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 189.30'6.0" Round Culvert L= 133.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 189.30' / 187.91' S= 0.0105 '/' Cc= 0.900 n= 0.013 #2 Device 1 192.49'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.85 cfs @ 12.17 hrs HW=192.60' TW=189.13' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.85 cfs @ 4.31 fps) 2=Orifice/Grate (Passes 0.85 cfs of 0.91 cfs potential flow) Summary for Pond 22P: MH 11 Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 1.84" for 2 Year event Inflow = 6.57 cfs @ 12.10 hrs, Volume= 0.534 af Outflow = 6.57 cfs @ 12.10 hrs, Volume= 0.534 af, Atten= 0%, Lag= 0.0 min Primary = 6.57 cfs @ 12.10 hrs, Volume= 0.534 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 189.25' @ 12.10 hrs Flood Elev= 192.50' Device Routing Invert Outlet Devices #1 Primary 187.91'18.0" Round Culvert L= 258.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 187.91' / 141.10' S= 0.1814 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=6.57 cfs @ 12.10 hrs HW=189.25' TW=142.22' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.57 cfs @ 3.94 fps) Summary for Pond 33P: MH 12 Inflow Area = 1.961 ac, 78.53% Impervious, Inflow Depth > 2.13" for 2 Year event Inflow = 4.50 cfs @ 12.10 hrs, Volume= 0.348 af Outflow = 4.50 cfs @ 12.10 hrs, Volume= 0.348 af, Atten= 0%, Lag= 0.0 min Primary = 4.50 cfs @ 12.10 hrs, Volume= 0.348 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 191.72' @ 12.10 hrs Flood Elev= 195.00' Device Routing Invert Outlet Devices #1 Primary 190.52'15.0" Round Culvert L= 61.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.52' / 189.32' S= 0.0197 '/' Cc= 0.900 n= 0.013 Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 40HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=4.50 cfs @ 12.10 hrs HW=191.71' TW=189.25' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.50 cfs @ 3.72 fps) Summary for Pond BAS05: Inflow Area = 9.525 ac, 42.53% Impervious, Inflow Depth > 1.59" for 2 Year event Inflow = 15.22 cfs @ 12.10 hrs, Volume= 1.259 af Outflow = 2.06 cfs @ 12.89 hrs, Volume= 0.843 af, Atten= 86%, Lag= 47.2 min Primary = 2.06 cfs @ 12.89 hrs, Volume= 0.843 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 138.81' @ 12.89 hrs Surf.Area= 0.246 ac Storage= 0.649 af Flood Elev= 142.00' Surf.Area= 0.363 ac Storage= 1.639 af Plug-Flow detention time= 223.2 min calculated for 0.843 af (67% of inflow) Center-of-Mass det. time= 122.7 min ( 947.5 - 824.8 ) Volume Invert Avail.Storage Storage Description #1 134.00' 1.639 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 134.00 0.056 222.8 0.000 0.000 0.056 136.00 0.090 264.6 0.145 0.145 0.095 137.00 0.172 551.9 0.129 0.273 0.524 138.00 0.211 580.5 0.191 0.465 0.584 140.00 0.302 422.2 0.510 0.975 0.875 142.00 0.363 459.9 0.664 1.639 0.939 Device Routing Invert Outlet Devices #1 Primary 137.50'15.0" Round Culvert L= 50.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 137.50' / 134.00' S= 0.0700 '/' Cc= 0.900 n= 0.013 #2 Device 1 137.50'9.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 139.00'9.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 140.50'3.2' long x 1.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=2.06 cfs @ 12.89 hrs HW=138.81' TW=134.83' (Dynamic Tailwater) 1=Culvert (Passes 2.06 cfs of 4.89 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.06 cfs @ 4.65 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 41HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB55: Inflow Area = 0.399 ac, 49.99% Impervious, Inflow Depth > 1.73" for 2 Year event Inflow = 0.81 cfs @ 12.09 hrs, Volume= 0.057 af Outflow = 0.81 cfs @ 12.09 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary = 0.81 cfs @ 12.09 hrs, Volume= 0.057 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 139.15' @ 12.10 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 138.00'12.0" Round Culvert L= 50.0' Ke= 0.500 Inlet / Outlet Invert= 138.00' / 137.60' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.74 cfs @ 12.09 hrs HW=139.14' TW=139.09' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.74 cfs @ 1.04 fps) Summary for Pond CB56: Inflow Area = 0.749 ac, 26.65% Impervious, Inflow Depth > 1.43" for 2 Year event Inflow = 1.07 cfs @ 12.15 hrs, Volume= 0.089 af Outflow = 1.07 cfs @ 12.15 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Primary = 1.07 cfs @ 12.15 hrs, Volume= 0.089 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 141.54' @ 12.15 hrs Flood Elev= 145.00' Device Routing Invert Outlet Devices #1 Primary 141.00'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 141.00' / 140.00' S= 0.0667 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.07 cfs @ 12.15 hrs HW=141.54' TW=140.48' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.07 cfs @ 2.49 fps) Summary for Pond CB57: Inflow Area = 0.847 ac, 23.56% Impervious, Inflow Depth > 1.36" for 2 Year event Inflow = 1.35 cfs @ 12.09 hrs, Volume= 0.096 af Outflow = 1.35 cfs @ 12.09 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.35 cfs @ 12.09 hrs, Volume= 0.096 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 145.61' @ 12.09 hrs Flood Elev= 150.50' Device Routing Invert Outlet Devices #1 Primary 145.00'12.0" Round Culvert L= 65.0' Ke= 0.500 Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 42HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 145.00' / 140.00' S= 0.0769 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.35 cfs @ 12.09 hrs HW=145.61' TW=140.50' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.35 cfs @ 2.67 fps) Summary for Pond CB58: Inflow Area = 0.555 ac, 3.82% Impervious, Inflow Depth > 1.17" for 2 Year event Inflow = 0.71 cfs @ 12.11 hrs, Volume= 0.054 af Outflow = 0.71 cfs @ 12.11 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary = 0.71 cfs @ 12.11 hrs, Volume= 0.054 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.72' @ 12.11 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.71 cfs @ 12.11 hrs HW=140.72' TW=140.51' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.71 cfs @ 2.51 fps) Summary for Pond DMH54: Inflow Area = 2.150 ac, 19.54% Impervious, Inflow Depth > 1.34" for 2 Year event Inflow = 3.02 cfs @ 12.11 hrs, Volume= 0.240 af Outflow = 3.02 cfs @ 12.11 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.0 min Primary = 3.02 cfs @ 12.11 hrs, Volume= 0.240 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.52' @ 12.11 hrs Flood Elev= 144.20' Device Routing Invert Outlet Devices #1 Primary 139.70'18.0" Round Culvert L= 65.0' Ke= 0.500 Inlet / Outlet Invert= 139.70' / 137.70' S= 0.0308 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=3.02 cfs @ 12.11 hrs HW=140.52' TW=139.11' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.02 cfs @ 3.07 fps) Summary for Pond DMH55: Inflow Area = 3.630 ac, 38.55% Impervious, Inflow Depth > 1.58" for 2 Year event Inflow = 6.26 cfs @ 12.10 hrs, Volume= 0.477 af Outflow = 6.26 cfs @ 12.10 hrs, Volume= 0.477 af, Atten= 0%, Lag= 0.0 min Primary = 6.26 cfs @ 12.10 hrs, Volume= 0.477 af Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 43HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 139.11' @ 12.11 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=6.25 cfs @ 12.10 hrs HW=139.10' TW=137.83' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.25 cfs @ 4.55 fps) Summary for Pond DMH56: Stormwater from Undeveloped Area On Lot 12 Inflow Area = 4.201 ac, 38.77% Impervious, Inflow Depth > 1.56" for 2 Year event Inflow = 7.22 cfs @ 12.10 hrs, Volume= 0.545 af Outflow = 7.22 cfs @ 12.10 hrs, Volume= 0.545 af, Atten= 0%, Lag= 0.0 min Primary = 7.22 cfs @ 12.10 hrs, Volume= 0.545 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 138.81' @ 12.88 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 136.00'24.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 136.00' / 134.70' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=7.21 cfs @ 12.10 hrs HW=137.82' TW=137.39' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.21 cfs @ 3.15 fps) Summary for Pond DP-5: Existing CB Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 1.10" for 2 Year event Inflow = 4.44 cfs @ 12.22 hrs, Volume= 1.185 af Outflow = 4.44 cfs @ 12.22 hrs, Volume= 1.185 af, Atten= 0%, Lag= 0.0 min Primary = 4.44 cfs @ 12.22 hrs, Volume= 1.185 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 135.18' @ 12.22 hrs Flood Elev= 136.40' Device Routing Invert Outlet Devices #1 Primary 134.00'15.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 136.50'20.0' long (Profile 2) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.90 3.26 3.44 Type III 24-hr 2 Year Rainfall=2.90"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 44HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=4.44 cfs @ 12.22 hrs HW=135.18' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 4.44 cfs @ 3.70 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=134.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond TD01: Inflow Area = 0.050 ac, 89.94% Impervious, Inflow Depth > 2.45" for 2 Year event Inflow = 0.13 cfs @ 12.08 hrs, Volume= 0.010 af Outflow = 0.13 cfs @ 12.08 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.13 cfs @ 12.08 hrs, Volume= 0.010 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.18' @ 12.08 hrs Flood Elev= 142.20' Device Routing Invert Outlet Devices #1 Primary 140.00'12.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 140.00' / 138.00' S= 0.0800 '/' Cc= 0.900 n= 0.013 #2 Secondary 142.00'20.0' long (Profile 3) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.86 3.17 3.24 Primary OutFlow Max=0.13 cfs @ 12.08 hrs HW=140.18' TW=139.08' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.13 cfs @ 1.43 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=140.00' TW=137.90' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link Mill: River Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 1.10" for 2 Year event Inflow = 4.44 cfs @ 12.22 hrs, Volume= 1.185 af Primary = 4.44 cfs @ 12.22 hrs, Volume= 1.185 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 45HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.007 ac 52.14% Impervious Runoff Depth>3.00"Subcatchment 2S: CB 17 & 18 Tc=6.0 min CN=87 Runoff=3.51 cfs 0.252 af Runoff Area=22,778 sf 51.07% Impervious Runoff Depth>2.91"Subcatchment 4S: CB 19 Tc=6.0 min CN=86 Runoff=1.77 cfs 0.127 af Runoff Area=0.385 ac 86.75% Impervious Runoff Depth>3.82"Subcatchment 5S: CB 22 Tc=6.0 min CN=95 Runoff=1.60 cfs 0.123 af Runoff Area=0.364 ac 88.74% Impervious Runoff Depth>3.82"Subcatchment 7S: CB 21 Tc=6.0 min CN=95 Runoff=1.51 cfs 0.116 af Runoff Area=0.572 ac 70.45% Impervious Runoff Depth>3.40"Subcatchment 8S: CB 20 Tc=6.0 min CN=91 Runoff=2.20 cfs 0.162 af Runoff Area=0.640 ac 75.00% Impervious Runoff Depth>3.50"Subcatchment 29S: Building Site Tc=10.0 min CN=92 Runoff=2.21 cfs 0.187 af Runoff Area=17,381 sf 49.99% Impervious Runoff Depth>3.10"Subcatchment A-CB55: Tc=6.0 min CN=88 Runoff=1.43 cfs 0.103 af Runoff Area=32,610 sf 26.65% Impervious Runoff Depth>2.72"Subcatchment A-CB56: Flow Length=445' Tc=10.7 min CN=84 Runoff=2.04 cfs 0.170 af Runoff Area=36,884 sf 23.56% Impervious Runoff Depth>2.63"Subcatchment A-CB57: Tc=6.0 min CN=83 Runoff=2.62 cfs 0.186 af Runoff Area=24,160 sf 3.82% Impervious Runoff Depth>2.37"Subcatchment A-CB58: Flow Length=325' Tc=7.5 min CN=80 Runoff=1.47 cfs 0.110 af Runoff Area=44,900 sf 71.27% Impervious Runoff Depth>3.40"Subcatchment A-PD12A: A-PD12ARoof Tc=6.0 min CN=91 Runoff=3.97 cfs 0.292 af Runoff Area=24,882 sf 40.19% Impervious Runoff Depth>2.72"Subcatchment A-RD12: Tc=6.0 min CN=84 Runoff=1.82 cfs 0.130 af Runoff Area=2,178 sf 89.94% Impervious Runoff Depth>3.93"Subcatchment A-TD01: Trench Drain Tc=6.0 min CN=96 Runoff=0.21 cfs 0.016 af Runoff Area=2.877 ac 27.01% Impervious Runoff Depth>2.37"Subcatchment EARLE: Flow Length=1,303' Tc=12.1 min CN=80 Runoff=6.57 cfs 0.568 af Runoff Area=79,840 sf 4.93% Impervious Runoff Depth>2.37"Subcatchment PDA-5A: Flow Length=400' Slope=0.1000 '/' Tc=13.7 min CN=80 Runoff=4.00 cfs 0.362 af Runoff Area=0.508 ac 40.94% Impervious Runoff Depth>2.72"Subcatchment PDA-5B: Flow Length=225' Tc=7.6 min CN=84 Runoff=1.53 cfs 0.115 af Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 46HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.17' Max Vel=22.77 fps Inflow=1.82 cfs 0.130 afReach RD12: Roof Drain 10.0" Round Pipe n=0.010 L=10.0' S=0.4900 '/' Capacity=19.94 cfs Outflow=1.82 cfs 0.130 af Peak Elev=192.77' Storage=1,825 cf Inflow=3.51 cfs 0.252 afPond 9P: CB 17 & 18 Outflow=1.47 cfs 0.244 af Peak Elev=193.01' Inflow=3.10 cfs 0.237 afPond 10P: MH 15 15.0" Round Culvert n=0.013 L=78.0' S=0.0100 '/' Outflow=3.10 cfs 0.237 af Peak Elev=194.10' Storage=132 cf Inflow=2.20 cfs 0.162 afPond 12P: CB 20 Outflow=2.20 cfs 0.160 af Peak Elev=194.35' Storage=40 cf Inflow=1.51 cfs 0.116 afPond 15P: CB 21 Outflow=1.51 cfs 0.116 af Peak Elev=142.49' Inflow=9.32 cfs 0.942 afPond 16P: Existing MH 24.0" Round Culvert n=0.013 L=78.0' S=0.0128 '/' Outflow=9.32 cfs 0.942 af Peak Elev=195.36' Storage=79 cf Inflow=1.60 cfs 0.123 afPond 17P: CB 22 Outflow=1.59 cfs 0.122 af Peak Elev=192.94' Storage=1,140 cf Inflow=1.77 cfs 0.127 afPond 18P: CB 19 Outflow=0.89 cfs 0.114 af Peak Elev=189.86' Inflow=9.32 cfs 0.942 afPond 22P: MH 11 18.0" Round Culvert n=0.013 L=258.0' S=0.1814 '/' Outflow=9.32 cfs 0.942 af Peak Elev=192.69' Inflow=7.34 cfs 0.584 afPond 33P: MH 12 15.0" Round Culvert n=0.013 L=61.0' S=0.0197 '/' Outflow=7.34 cfs 0.584 af Peak Elev=140.49' Storage=1.126 af Inflow=25.62 cfs 2.310 afPond BAS05: Outflow=5.68 cfs 1.879 af Peak Elev=140.79' Inflow=1.43 cfs 0.103 afPond CB55: 12.0" Round Culvert n=0.013 L=50.0' S=0.0080 '/' Outflow=1.43 cfs 0.103 af Peak Elev=141.80' Inflow=2.04 cfs 0.170 afPond CB56: 12.0" Round Culvert n=0.013 L=15.0' S=0.0667 '/' Outflow=2.04 cfs 0.170 af Peak Elev=145.97' Inflow=2.62 cfs 0.186 afPond CB57: 12.0" Round Culvert n=0.013 L=65.0' S=0.0769 '/' Outflow=2.62 cfs 0.186 af Peak Elev=141.42' Inflow=1.47 cfs 0.110 afPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=1.47 cfs 0.110 af Peak Elev=141.25' Inflow=5.91 cfs 0.465 afPond DMH54: 18.0" Round Culvert n=0.013 L=65.0' S=0.0308 '/' Outflow=5.91 cfs 0.465 af Peak Elev=140.72' Inflow=11.42 cfs 0.877 afPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=11.42 cfs 0.877 af Peak Elev=140.51' Inflow=13.24 cfs 1.006 afPond DMH56: Stormwater from Undeveloped Area On Lot 24.0" Round Culvert n=0.013 L=130.0' S=0.0100 '/' Outflow=13.24 cfs 1.006 af Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 47HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=136.64' Inflow=11.49 cfs 2.563 afPond DP-5: Existing CB Primary=8.39 cfs 2.498 af Secondary=3.10 cfs 0.065 af Outflow=11.49 cfs 2.563 af Peak Elev=140.66' Inflow=0.21 cfs 0.016 afPond TD01: Primary=0.21 cfs 0.016 af Secondary=0.00 cfs 0.000 af Outflow=0.21 cfs 0.016 af Inflow=11.49 cfs 2.563 afLink Mill: River Primary=11.49 cfs 2.563 af Total Runoff Area = 12.910 ac Runoff Volume = 3.018 af Average Runoff Depth = 2.81" 60.99% Pervious = 7.874 ac 39.01% Impervious = 5.036 ac Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 48HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: CB 17 & 18 Runoff = 3.51 cfs @ 12.09 hrs, Volume= 0.252 af, Depth> 3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (ac) CN Description 0.525 98 Paved parking & roofs 0.482 74 >75% Grass cover, Good, HSG C 1.007 87 Weighted Average 0.482 47.86% Pervious Area 0.525 52.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: CB 19 Runoff = 1.77 cfs @ 12.09 hrs, Volume= 0.127 af, Depth> 2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 11,633 98 Paved parking & roofs 11,145 74 >75% Grass cover, Good, HSG C 22,778 86 Weighted Average 11,145 48.93% Pervious Area 11,633 51.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S: CB 22 Runoff = 1.60 cfs @ 12.08 hrs, Volume= 0.123 af, Depth> 3.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (ac) CN Description 0.334 98 Paved parking & roofs 0.051 74 >75% Grass cover, Good, HSG C 0.385 95 Weighted Average 0.051 13.25% Pervious Area 0.334 86.75% Impervious Area Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 49HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 7S: CB 21 Runoff = 1.51 cfs @ 12.08 hrs, Volume= 0.116 af, Depth> 3.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (ac) CN Description 0.323 98 Paved parking & roofs 0.041 74 >75% Grass cover, Good, HSG C 0.364 95 Weighted Average 0.041 11.26% Pervious Area 0.323 88.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 8S: CB 20 Runoff = 2.20 cfs @ 12.09 hrs, Volume= 0.162 af, Depth> 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (ac) CN Description 0.403 98 Paved parking & roofs 0.169 74 >75% Grass cover, Good, HSG C 0.572 91 Weighted Average 0.169 29.55% Pervious Area 0.403 70.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 50HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Building Site Runoff = 2.21 cfs @ 12.14 hrs, Volume= 0.187 af, Depth> 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (ac) CN Description 0.480 98 Paved parking & roofs 0.160 74 >75% Grass cover, Good, HSG C 0.640 92 Weighted Average 0.160 25.00% Pervious Area 0.480 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment A-CB55: Runoff = 1.43 cfs @ 12.09 hrs, Volume= 0.103 af, Depth> 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 8,689 98 Paved parking & roofs 2,298 79 50-75% Grass cover, Fair, HSG C * 6,394 79 Remainder of former parking 17,381 88 Weighted Average 8,692 50.01% Pervious Area 8,689 49.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB56: Runoff = 2.04 cfs @ 12.15 hrs, Volume= 0.170 af, Depth> 2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 51HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 8,689 98 Paved parking & roofs 19,314 79 50-75% Grass cover, Fair, HSG C 4,607 79 Remainder of former parking 32,610 84 Weighted Average 23,921 73.35% Pervious Area 8,689 26.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 85 0.0850 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.5 150 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 210 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.7 445 Total Summary for Subcatchment A-CB57: Runoff = 2.62 cfs @ 12.09 hrs, Volume= 0.186 af, Depth> 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 8,689 98 Paved parking & roofs 26,539 79 50-75% Grass cover, Fair, HSG C * 1,656 79 Remainder of former parking 36,884 83 Weighted Average 28,195 76.44% Pervious Area 8,689 23.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 1.47 cfs @ 12.11 hrs, Volume= 0.110 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 52HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 924 98 Paved parking & roofs 20,090 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 24,160 80 Weighted Average 23,236 96.18% Pervious Area 924 3.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 100 0.3300 0.36 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 7.5 325 Total Summary for Subcatchment A-PD12A: A-PD12ARoof Runoff = 3.97 cfs @ 12.09 hrs, Volume= 0.292 af, Depth> 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description * 32,000 98 Bldg Roof 12,900 74 >75%GrassGoodHSGCwithin AutoCAD building 44,900 91 Weighted Average 12,900 28.73% Pervious Area 32,000 71.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment A-RD12: Runoff = 1.82 cfs @ 12.09 hrs, Volume= 0.130 af, Depth> 2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 53HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 10,000 98 Paved parking & roofs 14,882 74 >75% GrassGoodHSGC within AutoCADbuilding 24,882 84 Weighted Average 14,882 59.81% Pervious Area 10,000 40.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-TD01: Trench Drain Runoff = 0.21 cfs @ 12.08 hrs, Volume= 0.016 af, Depth> 3.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 1,959 98 Paved parking & roofs 219 79 50-75% Grass cover, Fair, HSG C 2,178 96 Weighted Average 219 10.06% Pervious Area 1,959 89.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EARLE: Runoff = 6.57 cfs @ 12.17 hrs, Volume= 0.568 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (ac) CN Description 0.380 98 Paved parking & roofs 2.100 74 >75% Grass cover, Good, HSG C 0.047 98 Paved parking & roofs From 12B 0.067 98 Paved parking & roofs from 12A 0.283 98 Expand to Existing Boundary in Road 2.877 80 Weighted Average 2.100 72.99% Pervious Area 0.777 27.01% Impervious Area Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 54HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 58 0.1378 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.8 147 0.0408 3.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 354 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 744 0.0110 2.13 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.1 1,303 Total Summary for Subcatchment PDA-5A: Runoff = 4.00 cfs @ 12.19 hrs, Volume= 0.362 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 61,783 79 50-75% Grass cover, Fair, HSG C * 14,123 79 Pond Grassed Area * 3,934 98 Pond Water Surface 79,840 80 Weighted Average 75,906 95.07% Pervious Area 3,934 4.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 180 0.1000 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.7 220 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.7 400 Total Summary for Subcatchment PDA-5B: Runoff = 1.53 cfs @ 12.11 hrs, Volume= 0.115 af, Depth> 2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (ac) CN Description 0.208 98 Paved parking & roofs 0.202 74 >75% Grass cover, Good, HSG C 0.098 74 >75%Grass Good HSG C from12B 0.508 84 Weighted Average 0.300 59.06% Pervious Area 0.208 40.94% Impervious Area Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 55HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 60 0.0700 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.8 150 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 15 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.6 225 Total Summary for Reach RD12: Roof Drain Inflow Area = 0.571 ac, 40.19% Impervious, Inflow Depth > 2.72" for 10 Year event Inflow = 1.82 cfs @ 12.09 hrs, Volume= 0.130 af Outflow = 1.82 cfs @ 12.09 hrs, Volume= 0.130 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 22.77 fps, Min. Travel Time= 0.0 min Avg. Velocity = 7.86 fps, Avg. Travel Time= 0.0 min Peak Storage= 1 cf @ 12.09 hrs Average Depth at Peak Storage= 0.17' Bank-Full Depth= 0.83', Capacity at Bank-Full= 19.94 cfs 10.0" Round Pipe n= 0.010 PVC, smooth interior Length= 10.0' Slope= 0.4900 '/' Inlet Invert= 141.00', Outlet Invert= 136.10' Summary for Pond 9P: CB 17 & 18 Inflow Area = 1.007 ac, 52.14% Impervious, Inflow Depth > 3.00" for 10 Year event Inflow = 3.51 cfs @ 12.09 hrs, Volume= 0.252 af Outflow = 1.47 cfs @ 12.44 hrs, Volume= 0.244 af, Atten= 58%, Lag= 21.1 min Primary = 1.47 cfs @ 12.44 hrs, Volume= 0.244 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 192.77' @ 12.30 hrs Surf.Area= 1,681 sf Storage= 1,825 cf Plug-Flow detention time= 34.4 min calculated for 0.244 af (97% of inflow) Center-of-Mass det. time= 15.3 min ( 820.7 - 805.4 ) Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 56HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 191.13' 4,049 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.13 1 1.0 0 0 1 191.20 545 141.0 13 13 1,583 191.50 850 156.5 208 221 1,953 192.00 1,180 174.4 505 726 2,431 192.50 1,503 190.3 669 1,395 2,902 193.00 1,841 203.6 835 2,230 3,330 193.50 2,199 217.0 1,009 3,238 3,791 193.85 2,434 225.2 810 4,049 4,089 Device Routing Invert Outlet Devices #1 Primary 188.26'6.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 188.26' / 187.91' S= 0.0100 '/' Cc= 0.900 n= 0.013 #2 Device 1 191.65'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.47 cfs @ 12.44 hrs HW=192.70' TW=188.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.47 cfs @ 7.50 fps) 2=Orifice/Grate (Passes 1.47 cfs of 30.70 cfs potential flow) Summary for Pond 10P: MH 15 Inflow Area = 0.749 ac, 87.72% Impervious, Inflow Depth > 3.80" for 10 Year event Inflow = 3.10 cfs @ 12.09 hrs, Volume= 0.237 af Outflow = 3.10 cfs @ 12.09 hrs, Volume= 0.237 af, Atten= 0%, Lag= 0.0 min Primary = 3.10 cfs @ 12.09 hrs, Volume= 0.237 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 193.01' @ 12.10 hrs Flood Elev= 195.50' Device Routing Invert Outlet Devices #1 Primary 191.30'15.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.30' / 190.52' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=3.09 cfs @ 12.09 hrs HW=192.99' TW=192.67' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.09 cfs @ 2.52 fps) Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 57HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: CB 20 Inflow Area = 0.572 ac, 70.45% Impervious, Inflow Depth > 3.40" for 10 Year event Inflow = 2.20 cfs @ 12.09 hrs, Volume= 0.162 af Outflow = 2.20 cfs @ 12.09 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.3 min Primary = 2.20 cfs @ 12.09 hrs, Volume= 0.160 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 194.10' @ 12.09 hrs Surf.Area= 406 sf Storage= 132 cf Plug-Flow detention time= 12.3 min calculated for 0.160 af (99% of inflow) Center-of-Mass det. time= 5.2 min ( 795.7 - 790.5 ) Volume Invert Avail.Storage Storage Description #1 193.55' 286 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.55 1 1.0 0 0 1 193.75 253 87.1 18 18 605 194.00 367 96.2 77 95 739 194.42 548 112.5 191 286 1,014 Device Routing Invert Outlet Devices #1 Primary 190.90'12.0" Round Culvert L= 35.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.90' / 190.52' S= 0.0107 '/' Cc= 0.900 n= 0.013 #2 Device 1 193.95'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.20 cfs @ 12.09 hrs HW=194.10' TW=192.67' (Dynamic Tailwater) 1=Culvert (Passes 2.20 cfs of 4.52 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.20 cfs @ 1.25 fps) Summary for Pond 15P: CB 21 Inflow Area = 0.364 ac, 88.74% Impervious, Inflow Depth > 3.82" for 10 Year event Inflow = 1.51 cfs @ 12.08 hrs, Volume= 0.116 af Outflow = 1.51 cfs @ 12.09 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.2 min Primary = 1.51 cfs @ 12.09 hrs, Volume= 0.116 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 194.35' @ 12.09 hrs Surf.Area= 193 sf Storage= 40 cf Plug-Flow detention time= 4.2 min calculated for 0.116 af (100% of inflow) Center-of-Mass det. time= 2.1 min ( 773.2 - 771.1 ) Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 58HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 193.89' 116 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.89 1 1.0 0 0 1 194.00 34 24.9 1 1 50 194.25 155 75.1 22 23 450 194.50 261 88.4 51 75 624 194.64 326 94.7 41 116 717 Device Routing Invert Outlet Devices #1 Primary 191.60'15.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.60' / 191.30' S= 0.0088 '/' Cc= 0.900 n= 0.013 #2 Device 1 194.19'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.51 cfs @ 12.09 hrs HW=194.35' TW=192.98' (Dynamic Tailwater) 1=Culvert (Passes 1.51 cfs of 6.90 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.51 cfs @ 1.30 fps) Summary for Pond 16P: Existing MH Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 3.24" for 10 Year event Inflow = 9.32 cfs @ 12.10 hrs, Volume= 0.942 af Outflow = 9.32 cfs @ 12.10 hrs, Volume= 0.942 af, Atten= 0%, Lag= 0.0 min Primary = 9.32 cfs @ 12.10 hrs, Volume= 0.942 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.49' @ 12.10 hrs Flood Elev= 153.00' Device Routing Invert Outlet Devices #1 Primary 141.10'24.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 141.10' / 140.10' S= 0.0128 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=9.32 cfs @ 12.10 hrs HW=142.49' TW=139.07' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.32 cfs @ 4.01 fps) Summary for Pond 17P: CB 22 Inflow Area = 0.385 ac, 86.75% Impervious, Inflow Depth > 3.82" for 10 Year event Inflow = 1.60 cfs @ 12.08 hrs, Volume= 0.123 af Outflow = 1.59 cfs @ 12.09 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.4 min Primary = 1.59 cfs @ 12.09 hrs, Volume= 0.122 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 59HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 195.36' @ 12.09 hrs Surf.Area= 319 sf Storage= 79 cf Plug-Flow detention time= 8.3 min calculated for 0.122 af (99% of inflow) Center-of-Mass det. time= 4.1 min ( 775.2 - 771.1 ) Volume Invert Avail.Storage Storage Description #1 194.92' 189 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 194.92 1 1.0 0 0 1 195.00 93 47.7 3 3 182 195.25 266 108.5 43 46 938 195.50 388 124.0 81 127 1,226 195.64 505 133.2 62 189 1,415 Device Routing Invert Outlet Devices #1 Primary 192.80'12.0" Round Culvert L= 104.4' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 192.80' / 192.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 #2 Device 1 195.20'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.59 cfs @ 12.09 hrs HW=195.36' TW=193.00' (Dynamic Tailwater) 1=Culvert (Passes 1.59 cfs of 4.43 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.59 cfs @ 1.33 fps) Summary for Pond 18P: CB 19 Inflow Area = 0.523 ac, 51.07% Impervious, Inflow Depth > 2.91" for 10 Year event Inflow = 1.77 cfs @ 12.09 hrs, Volume= 0.127 af Outflow = 0.89 cfs @ 12.46 hrs, Volume= 0.114 af, Atten= 49%, Lag= 22.1 min Primary = 0.89 cfs @ 12.46 hrs, Volume= 0.114 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 192.94' @ 12.24 hrs Surf.Area= 1,535 sf Storage= 1,140 cf Plug-Flow detention time= 74.6 min calculated for 0.114 af (90% of inflow) Center-of-Mass det. time= 27.2 min ( 835.9 - 808.7 ) Volume Invert Avail.Storage Storage Description #1 191.75' 2,010 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.75 1 1.0 0 0 1 191.85 466 116.5 16 16 1,081 192.00 636 131.2 82 99 1,371 192.50 1,167 201.1 444 543 3,222 193.00 1,586 235.6 686 1,228 4,425 193.43 2,062 306.2 782 2,010 7,472 Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 60HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 189.30'6.0" Round Culvert L= 133.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 189.30' / 187.91' S= 0.0105 '/' Cc= 0.900 n= 0.013 #2 Device 1 192.49'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.89 cfs @ 12.46 hrs HW=192.82' TW=188.95' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.89 cfs @ 4.56 fps) 2=Orifice/Grate (Passes 0.89 cfs of 4.64 cfs potential flow) Summary for Pond 22P: MH 11 Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 3.24" for 10 Year event Inflow = 9.32 cfs @ 12.10 hrs, Volume= 0.942 af Outflow = 9.32 cfs @ 12.10 hrs, Volume= 0.942 af, Atten= 0%, Lag= 0.0 min Primary = 9.32 cfs @ 12.10 hrs, Volume= 0.942 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 189.86' @ 12.10 hrs Flood Elev= 192.50' Device Routing Invert Outlet Devices #1 Primary 187.91'18.0" Round Culvert L= 258.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 187.91' / 141.10' S= 0.1814 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=9.32 cfs @ 12.10 hrs HW=189.86' TW=142.49' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.32 cfs @ 5.28 fps) Summary for Pond 33P: MH 12 Inflow Area = 1.961 ac, 78.53% Impervious, Inflow Depth > 3.58" for 10 Year event Inflow = 7.34 cfs @ 12.10 hrs, Volume= 0.584 af Outflow = 7.34 cfs @ 12.10 hrs, Volume= 0.584 af, Atten= 0%, Lag= 0.0 min Primary = 7.34 cfs @ 12.10 hrs, Volume= 0.584 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 192.69' @ 12.10 hrs Flood Elev= 195.00' Device Routing Invert Outlet Devices #1 Primary 190.52'15.0" Round Culvert L= 61.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.52' / 189.32' S= 0.0197 '/' Cc= 0.900 n= 0.013 Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 61HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=7.33 cfs @ 12.10 hrs HW=192.68' TW=189.86' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.33 cfs @ 5.98 fps) Summary for Pond BAS05: Inflow Area = 9.525 ac, 42.53% Impervious, Inflow Depth > 2.91" for 10 Year event Inflow = 25.62 cfs @ 12.10 hrs, Volume= 2.310 af Outflow = 5.68 cfs @ 12.67 hrs, Volume= 1.879 af, Atten= 78%, Lag= 34.3 min Primary = 5.68 cfs @ 12.67 hrs, Volume= 1.879 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.49' @ 12.67 hrs Surf.Area= 0.316 ac Storage= 1.126 af Flood Elev= 142.00' Surf.Area= 0.363 ac Storage= 1.639 af Plug-Flow detention time= 182.7 min calculated for 1.878 af (81% of inflow) Center-of-Mass det. time= 110.1 min ( 919.0 - 808.9 ) Volume Invert Avail.Storage Storage Description #1 134.00' 1.639 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 134.00 0.056 222.8 0.000 0.000 0.056 136.00 0.090 264.6 0.145 0.145 0.095 137.00 0.172 551.9 0.129 0.273 0.524 138.00 0.211 580.5 0.191 0.465 0.584 140.00 0.302 422.2 0.510 0.975 0.875 142.00 0.363 459.9 0.664 1.639 0.939 Device Routing Invert Outlet Devices #1 Primary 137.50'15.0" Round Culvert L= 50.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 137.50' / 134.00' S= 0.0700 '/' Cc= 0.900 n= 0.013 #2 Device 1 137.50'9.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 139.00'9.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 140.50'3.2' long x 1.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=5.68 cfs @ 12.67 hrs HW=140.49' TW=136.18' (Dynamic Tailwater) 1=Culvert (Passes 5.68 cfs of 9.08 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.44 cfs @ 7.78 fps) 3=Orifice/Grate (Orifice Controls 2.24 cfs @ 5.08 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 62HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB55: Inflow Area = 0.399 ac, 49.99% Impervious, Inflow Depth > 3.10" for 10 Year event Inflow = 1.43 cfs @ 12.09 hrs, Volume= 0.103 af Outflow = 1.43 cfs @ 12.09 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.43 cfs @ 12.09 hrs, Volume= 0.103 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.79' @ 12.11 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 138.00'12.0" Round Culvert L= 50.0' Ke= 0.500 Inlet / Outlet Invert= 138.00' / 137.60' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.84 cfs @ 12.09 hrs HW=140.61' TW=140.55' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.84 cfs @ 1.08 fps) Summary for Pond CB56: Inflow Area = 0.749 ac, 26.65% Impervious, Inflow Depth > 2.72" for 10 Year event Inflow = 2.04 cfs @ 12.15 hrs, Volume= 0.170 af Outflow = 2.04 cfs @ 12.15 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min Primary = 2.04 cfs @ 12.15 hrs, Volume= 0.170 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 141.80' @ 12.15 hrs Flood Elev= 145.00' Device Routing Invert Outlet Devices #1 Primary 141.00'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 141.00' / 140.00' S= 0.0667 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.04 cfs @ 12.15 hrs HW=141.80' TW=141.14' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.04 cfs @ 3.04 fps) Summary for Pond CB57: Inflow Area = 0.847 ac, 23.56% Impervious, Inflow Depth > 2.63" for 10 Year event Inflow = 2.62 cfs @ 12.09 hrs, Volume= 0.186 af Outflow = 2.62 cfs @ 12.09 hrs, Volume= 0.186 af, Atten= 0%, Lag= 0.0 min Primary = 2.62 cfs @ 12.09 hrs, Volume= 0.186 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 145.97' @ 12.09 hrs Flood Elev= 150.50' Device Routing Invert Outlet Devices #1 Primary 145.00'12.0" Round Culvert L= 65.0' Ke= 0.500 Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 63HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 145.00' / 140.00' S= 0.0769 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.61 cfs @ 12.09 hrs HW=145.97' TW=141.14' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.61 cfs @ 3.35 fps) Summary for Pond CB58: Inflow Area = 0.555 ac, 3.82% Impervious, Inflow Depth > 2.37" for 10 Year event Inflow = 1.47 cfs @ 12.11 hrs, Volume= 0.110 af Outflow = 1.47 cfs @ 12.11 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Primary = 1.47 cfs @ 12.11 hrs, Volume= 0.110 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 141.42' @ 12.12 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.52 cfs @ 12.11 hrs HW=141.41' TW=141.25' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.52 cfs @ 1.94 fps) Summary for Pond DMH54: Inflow Area = 2.150 ac, 19.54% Impervious, Inflow Depth > 2.60" for 10 Year event Inflow = 5.91 cfs @ 12.11 hrs, Volume= 0.465 af Outflow = 5.91 cfs @ 12.11 hrs, Volume= 0.465 af, Atten= 0%, Lag= 0.0 min Primary = 5.91 cfs @ 12.11 hrs, Volume= 0.465 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 141.25' @ 12.11 hrs Flood Elev= 144.20' Device Routing Invert Outlet Devices #1 Primary 139.70'18.0" Round Culvert L= 65.0' Ke= 0.500 Inlet / Outlet Invert= 139.70' / 137.70' S= 0.0308 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=5.53 cfs @ 12.11 hrs HW=141.25' TW=140.71' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.53 cfs @ 3.77 fps) Summary for Pond DMH55: Inflow Area = 3.630 ac, 38.55% Impervious, Inflow Depth > 2.90" for 10 Year event Inflow = 11.42 cfs @ 12.09 hrs, Volume= 0.877 af Outflow = 11.42 cfs @ 12.09 hrs, Volume= 0.877 af, Atten= 0%, Lag= 0.0 min Primary = 11.42 cfs @ 12.09 hrs, Volume= 0.877 af Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 64HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.72' @ 12.11 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=11.40 cfs @ 12.09 hrs HW=140.65' TW=139.89' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.40 cfs @ 3.63 fps) Summary for Pond DMH56: Stormwater from Undeveloped Area On Lot 12 Inflow Area = 4.201 ac, 38.77% Impervious, Inflow Depth > 2.87" for 10 Year event Inflow = 13.24 cfs @ 12.09 hrs, Volume= 1.006 af Outflow = 13.24 cfs @ 12.09 hrs, Volume= 1.006 af, Atten= 0%, Lag= 0.0 min Primary = 13.24 cfs @ 12.09 hrs, Volume= 1.006 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.51' @ 12.65 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 136.00'24.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 136.00' / 134.70' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=13.21 cfs @ 12.09 hrs HW=139.88' TW=139.02' (Dynamic Tailwater) 1=Culvert (Outlet Controls 13.21 cfs @ 4.21 fps) Summary for Pond DP-5: Existing CB Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 2.38" for 10 Year event Inflow = 11.49 cfs @ 12.19 hrs, Volume= 2.563 af Outflow = 11.49 cfs @ 12.19 hrs, Volume= 2.563 af, Atten= 0%, Lag= 0.0 min Primary = 8.39 cfs @ 12.19 hrs, Volume= 2.498 af Secondary = 3.10 cfs @ 12.19 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 136.64' @ 12.19 hrs Flood Elev= 136.40' Device Routing Invert Outlet Devices #1 Primary 134.00'15.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 136.50'20.0' long (Profile 2) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.90 3.26 3.44 Type III 24-hr 10 Year Rainfall=4.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 65HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=8.39 cfs @ 12.19 hrs HW=136.64' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 8.39 cfs @ 6.84 fps) Secondary OutFlow Max=3.10 cfs @ 12.19 hrs HW=136.64' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 3.10 cfs @ 1.09 fps) Summary for Pond TD01: Inflow Area = 0.050 ac, 89.94% Impervious, Inflow Depth > 3.93" for 10 Year event Inflow = 0.21 cfs @ 12.08 hrs, Volume= 0.016 af Outflow = 0.21 cfs @ 12.08 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 12.08 hrs, Volume= 0.016 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 140.66' @ 12.11 hrs Flood Elev= 142.20' Device Routing Invert Outlet Devices #1 Primary 140.00'12.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 140.00' / 138.00' S= 0.0800 '/' Cc= 0.900 n= 0.013 #2 Secondary 142.00'20.0' long (Profile 3) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.86 3.17 3.24 Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=140.46' TW=140.51' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=140.00' TW=137.90' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link Mill: River Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 2.38" for 10 Year event Inflow = 11.49 cfs @ 12.19 hrs, Volume= 2.563 af Primary = 11.49 cfs @ 12.19 hrs, Volume= 2.563 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 66HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.007 ac 52.14% Impervious Runoff Depth>3.71"Subcatchment 2S: CB 17 & 18 Tc=6.0 min CN=87 Runoff=4.29 cfs 0.311 af Runoff Area=22,778 sf 51.07% Impervious Runoff Depth>3.60"Subcatchment 4S: CB 19 Tc=6.0 min CN=86 Runoff=2.18 cfs 0.157 af Runoff Area=0.385 ac 86.75% Impervious Runoff Depth>4.56"Subcatchment 5S: CB 22 Tc=6.0 min CN=95 Runoff=1.89 cfs 0.146 af Runoff Area=0.364 ac 88.74% Impervious Runoff Depth>4.56"Subcatchment 7S: CB 21 Tc=6.0 min CN=95 Runoff=1.79 cfs 0.138 af Runoff Area=0.572 ac 70.45% Impervious Runoff Depth>4.12"Subcatchment 8S: CB 20 Tc=6.0 min CN=91 Runoff=2.64 cfs 0.197 af Runoff Area=0.640 ac 75.00% Impervious Runoff Depth>4.23"Subcatchment 29S: Building Site Tc=10.0 min CN=92 Runoff=2.64 cfs 0.226 af Runoff Area=17,381 sf 49.99% Impervious Runoff Depth>3.81"Subcatchment A-CB55: Tc=6.0 min CN=88 Runoff=1.74 cfs 0.127 af Runoff Area=32,610 sf 26.65% Impervious Runoff Depth>3.40"Subcatchment A-CB56: Flow Length=445' Tc=10.7 min CN=84 Runoff=2.54 cfs 0.212 af Runoff Area=36,884 sf 23.56% Impervious Runoff Depth>3.31"Subcatchment A-CB57: Tc=6.0 min CN=83 Runoff=3.27 cfs 0.233 af Runoff Area=24,160 sf 3.82% Impervious Runoff Depth>3.02"Subcatchment A-CB58: Flow Length=325' Tc=7.5 min CN=80 Runoff=1.87 cfs 0.140 af Runoff Area=44,900 sf 71.27% Impervious Runoff Depth>4.12"Subcatchment A-PD12A: A-PD12ARoof Tc=6.0 min CN=91 Runoff=4.77 cfs 0.354 af Runoff Area=24,882 sf 40.19% Impervious Runoff Depth>3.40"Subcatchment A-RD12: Tc=6.0 min CN=84 Runoff=2.26 cfs 0.162 af Runoff Area=2,178 sf 89.94% Impervious Runoff Depth>4.68"Subcatchment A-TD01: Trench Drain Tc=6.0 min CN=96 Runoff=0.25 cfs 0.019 af Runoff Area=2.877 ac 27.01% Impervious Runoff Depth>3.02"Subcatchment EARLE: Flow Length=1,303' Tc=12.1 min CN=80 Runoff=8.36 cfs 0.723 af Runoff Area=79,840 sf 4.93% Impervious Runoff Depth>3.02"Subcatchment PDA-5A: Flow Length=400' Slope=0.1000 '/' Tc=13.7 min CN=80 Runoff=5.09 cfs 0.461 af Runoff Area=0.508 ac 40.94% Impervious Runoff Depth>3.40"Subcatchment PDA-5B: Flow Length=225' Tc=7.6 min CN=84 Runoff=1.90 cfs 0.144 af Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 67HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.19' Max Vel=24.26 fps Inflow=2.26 cfs 0.162 afReach RD12: Roof Drain 10.0" Round Pipe n=0.010 L=10.0' S=0.4900 '/' Capacity=19.94 cfs Outflow=2.26 cfs 0.162 af Peak Elev=193.20' Storage=2,607 cf Inflow=4.29 cfs 0.311 afPond 9P: CB 17 & 18 Outflow=1.55 cfs 0.303 af Peak Elev=193.79' Inflow=3.67 cfs 0.284 afPond 10P: MH 15 15.0" Round Culvert n=0.013 L=78.0' S=0.0100 '/' Outflow=3.67 cfs 0.284 af Peak Elev=194.12' Storage=140 cf Inflow=2.64 cfs 0.197 afPond 12P: CB 20 Outflow=2.64 cfs 0.195 af Peak Elev=194.37' Storage=44 cf Inflow=1.79 cfs 0.138 afPond 15P: CB 21 Outflow=1.79 cfs 0.138 af Peak Elev=142.61' Inflow=10.68 cfs 1.151 afPond 16P: Existing MH 24.0" Round Culvert n=0.013 L=78.0' S=0.0128 '/' Outflow=10.68 cfs 1.151 af Peak Elev=195.38' Storage=85 cf Inflow=1.89 cfs 0.146 afPond 17P: CB 22 Outflow=1.89 cfs 0.146 af Peak Elev=193.16' Storage=1,488 cf Inflow=2.18 cfs 0.157 afPond 18P: CB 19 Outflow=0.92 cfs 0.145 af Peak Elev=190.23' Inflow=10.68 cfs 1.151 afPond 22P: MH 11 18.0" Round Culvert n=0.013 L=258.0' S=0.1814 '/' Outflow=10.68 cfs 1.151 af Peak Elev=193.34' Inflow=8.75 cfs 0.704 afPond 33P: MH 12 15.0" Round Culvert n=0.013 L=61.0' S=0.0197 '/' Outflow=8.75 cfs 0.704 af Peak Elev=141.00' Storage=1.293 af Inflow=30.92 cfs 2.859 afPond BAS05: Outflow=10.03 cfs 2.421 af Peak Elev=142.33' Inflow=1.74 cfs 0.127 afPond CB55: 12.0" Round Culvert n=0.013 L=50.0' S=0.0080 '/' Outflow=1.74 cfs 0.127 af Peak Elev=143.31' Inflow=2.54 cfs 0.212 afPond CB56: 12.0" Round Culvert n=0.013 L=15.0' S=0.0667 '/' Outflow=2.54 cfs 0.212 af Peak Elev=146.25' Inflow=3.27 cfs 0.233 afPond CB57: 12.0" Round Culvert n=0.013 L=65.0' S=0.0769 '/' Outflow=3.27 cfs 0.233 af Peak Elev=143.14' Inflow=1.87 cfs 0.140 afPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=1.87 cfs 0.140 af Peak Elev=142.86' Inflow=7.41 cfs 0.585 afPond DMH54: 18.0" Round Culvert n=0.013 L=65.0' S=0.0308 '/' Outflow=7.41 cfs 0.585 af Peak Elev=142.18' Inflow=14.05 cfs 1.086 afPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=14.05 cfs 1.086 af Peak Elev=141.10' Inflow=16.31 cfs 1.248 afPond DMH56: Stormwater from Undeveloped Area On Lot 24.0" Round Culvert n=0.013 L=130.0' S=0.0100 '/' Outflow=16.31 cfs 1.248 af Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 68HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=136.73' Inflow=15.08 cfs 3.288 afPond DP-5: Existing CB Primary=8.58 cfs 2.973 af Secondary=6.50 cfs 0.315 af Outflow=15.08 cfs 3.288 af Peak Elev=142.11' Inflow=0.25 cfs 0.019 afPond TD01: Primary=0.26 cfs 0.019 af Secondary=0.19 cfs 0.001 af Outflow=0.25 cfs 0.019 af Inflow=15.08 cfs 3.288 afLink Mill: River Primary=15.08 cfs 3.288 af Total Runoff Area = 12.910 ac Runoff Volume = 3.751 af Average Runoff Depth = 3.49" 60.99% Pervious = 7.874 ac 39.01% Impervious = 5.036 ac Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 69HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: CB 17 & 18 Runoff = 4.29 cfs @ 12.09 hrs, Volume= 0.311 af, Depth> 3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (ac) CN Description 0.525 98 Paved parking & roofs 0.482 74 >75% Grass cover, Good, HSG C 1.007 87 Weighted Average 0.482 47.86% Pervious Area 0.525 52.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: CB 19 Runoff = 2.18 cfs @ 12.09 hrs, Volume= 0.157 af, Depth> 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (sf) CN Description 11,633 98 Paved parking & roofs 11,145 74 >75% Grass cover, Good, HSG C 22,778 86 Weighted Average 11,145 48.93% Pervious Area 11,633 51.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S: CB 22 Runoff = 1.89 cfs @ 12.08 hrs, Volume= 0.146 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (ac) CN Description 0.334 98 Paved parking & roofs 0.051 74 >75% Grass cover, Good, HSG C 0.385 95 Weighted Average 0.051 13.25% Pervious Area 0.334 86.75% Impervious Area Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 70HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 7S: CB 21 Runoff = 1.79 cfs @ 12.08 hrs, Volume= 0.138 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (ac) CN Description 0.323 98 Paved parking & roofs 0.041 74 >75% Grass cover, Good, HSG C 0.364 95 Weighted Average 0.041 11.26% Pervious Area 0.323 88.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 8S: CB 20 Runoff = 2.64 cfs @ 12.08 hrs, Volume= 0.197 af, Depth> 4.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (ac) CN Description 0.403 98 Paved parking & roofs 0.169 74 >75% Grass cover, Good, HSG C 0.572 91 Weighted Average 0.169 29.55% Pervious Area 0.403 70.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 71HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Building Site Runoff = 2.64 cfs @ 12.14 hrs, Volume= 0.226 af, Depth> 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (ac) CN Description 0.480 98 Paved parking & roofs 0.160 74 >75% Grass cover, Good, HSG C 0.640 92 Weighted Average 0.160 25.00% Pervious Area 0.480 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment A-CB55: Runoff = 1.74 cfs @ 12.09 hrs, Volume= 0.127 af, Depth> 3.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (sf) CN Description 8,689 98 Paved parking & roofs 2,298 79 50-75% Grass cover, Fair, HSG C * 6,394 79 Remainder of former parking 17,381 88 Weighted Average 8,692 50.01% Pervious Area 8,689 49.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB56: Runoff = 2.54 cfs @ 12.14 hrs, Volume= 0.212 af, Depth> 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 72HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 8,689 98 Paved parking & roofs 19,314 79 50-75% Grass cover, Fair, HSG C 4,607 79 Remainder of former parking 32,610 84 Weighted Average 23,921 73.35% Pervious Area 8,689 26.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 85 0.0850 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.5 150 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 210 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.7 445 Total Summary for Subcatchment A-CB57: Runoff = 3.27 cfs @ 12.09 hrs, Volume= 0.233 af, Depth> 3.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (sf) CN Description 8,689 98 Paved parking & roofs 26,539 79 50-75% Grass cover, Fair, HSG C * 1,656 79 Remainder of former parking 36,884 83 Weighted Average 28,195 76.44% Pervious Area 8,689 23.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 1.87 cfs @ 12.11 hrs, Volume= 0.140 af, Depth> 3.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 73HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 924 98 Paved parking & roofs 20,090 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 24,160 80 Weighted Average 23,236 96.18% Pervious Area 924 3.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 100 0.3300 0.36 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 7.5 325 Total Summary for Subcatchment A-PD12A: A-PD12ARoof Runoff = 4.77 cfs @ 12.08 hrs, Volume= 0.354 af, Depth> 4.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (sf) CN Description * 32,000 98 Bldg Roof 12,900 74 >75%GrassGoodHSGCwithin AutoCAD building 44,900 91 Weighted Average 12,900 28.73% Pervious Area 32,000 71.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment A-RD12: Runoff = 2.26 cfs @ 12.09 hrs, Volume= 0.162 af, Depth> 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 74HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 10,000 98 Paved parking & roofs 14,882 74 >75% GrassGoodHSGC within AutoCADbuilding 24,882 84 Weighted Average 14,882 59.81% Pervious Area 10,000 40.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-TD01: Trench Drain Runoff = 0.25 cfs @ 12.08 hrs, Volume= 0.019 af, Depth> 4.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (sf) CN Description 1,959 98 Paved parking & roofs 219 79 50-75% Grass cover, Fair, HSG C 2,178 96 Weighted Average 219 10.06% Pervious Area 1,959 89.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EARLE: Runoff = 8.36 cfs @ 12.17 hrs, Volume= 0.723 af, Depth> 3.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (ac) CN Description 0.380 98 Paved parking & roofs 2.100 74 >75% Grass cover, Good, HSG C 0.047 98 Paved parking & roofs From 12B 0.067 98 Paved parking & roofs from 12A 0.283 98 Expand to Existing Boundary in Road 2.877 80 Weighted Average 2.100 72.99% Pervious Area 0.777 27.01% Impervious Area Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 75HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 58 0.1378 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.8 147 0.0408 3.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 354 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 744 0.0110 2.13 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.1 1,303 Total Summary for Subcatchment PDA-5A: Runoff = 5.09 cfs @ 12.19 hrs, Volume= 0.461 af, Depth> 3.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (sf) CN Description 61,783 79 50-75% Grass cover, Fair, HSG C * 14,123 79 Pond Grassed Area * 3,934 98 Pond Water Surface 79,840 80 Weighted Average 75,906 95.07% Pervious Area 3,934 4.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 180 0.1000 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.7 220 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.7 400 Total Summary for Subcatchment PDA-5B: Runoff = 1.90 cfs @ 12.11 hrs, Volume= 0.144 af, Depth> 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Rainfall=5.15" Area (ac) CN Description 0.208 98 Paved parking & roofs 0.202 74 >75% Grass cover, Good, HSG C 0.098 74 >75%Grass Good HSG C from12B 0.508 84 Weighted Average 0.300 59.06% Pervious Area 0.208 40.94% Impervious Area Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 76HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 60 0.0700 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.8 150 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 15 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.6 225 Total Summary for Reach RD12: Roof Drain Inflow Area = 0.571 ac, 40.19% Impervious, Inflow Depth > 3.40" for 25 Year event Inflow = 2.26 cfs @ 12.09 hrs, Volume= 0.162 af Outflow = 2.26 cfs @ 12.09 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 24.26 fps, Min. Travel Time= 0.0 min Avg. Velocity = 8.26 fps, Avg. Travel Time= 0.0 min Peak Storage= 1 cf @ 12.09 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 0.83', Capacity at Bank-Full= 19.94 cfs 10.0" Round Pipe n= 0.010 PVC, smooth interior Length= 10.0' Slope= 0.4900 '/' Inlet Invert= 141.00', Outlet Invert= 136.10' Summary for Pond 9P: CB 17 & 18 Inflow Area = 1.007 ac, 52.14% Impervious, Inflow Depth > 3.71" for 25 Year event Inflow = 4.29 cfs @ 12.09 hrs, Volume= 0.311 af Outflow = 1.55 cfs @ 12.51 hrs, Volume= 0.303 af, Atten= 64%, Lag= 25.5 min Primary = 1.55 cfs @ 12.51 hrs, Volume= 0.303 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 193.20' @ 12.35 hrs Surf.Area= 1,979 sf Storage= 2,607 cf Plug-Flow detention time= 32.6 min calculated for 0.303 af (97% of inflow) Center-of-Mass det. time= 16.7 min ( 816.2 - 799.5 ) Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 77HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 191.13' 4,049 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.13 1 1.0 0 0 1 191.20 545 141.0 13 13 1,583 191.50 850 156.5 208 221 1,953 192.00 1,180 174.4 505 726 2,431 192.50 1,503 190.3 669 1,395 2,902 193.00 1,841 203.6 835 2,230 3,330 193.50 2,199 217.0 1,009 3,238 3,791 193.85 2,434 225.2 810 4,049 4,089 Device Routing Invert Outlet Devices #1 Primary 188.26'6.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 188.26' / 187.91' S= 0.0100 '/' Cc= 0.900 n= 0.013 #2 Device 1 191.65'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.55 cfs @ 12.51 hrs HW=193.10' TW=188.95' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.55 cfs @ 7.91 fps) 2=Orifice/Grate (Passes 1.55 cfs of 36.16 cfs potential flow) Summary for Pond 10P: MH 15 Inflow Area = 0.749 ac, 87.72% Impervious, Inflow Depth > 4.55" for 25 Year event Inflow = 3.67 cfs @ 12.09 hrs, Volume= 0.284 af Outflow = 3.67 cfs @ 12.09 hrs, Volume= 0.284 af, Atten= 0%, Lag= 0.0 min Primary = 3.67 cfs @ 12.09 hrs, Volume= 0.284 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 193.79' @ 12.10 hrs Flood Elev= 195.50' Device Routing Invert Outlet Devices #1 Primary 191.30'15.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.30' / 190.52' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=3.67 cfs @ 12.09 hrs HW=193.76' TW=193.30' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.67 cfs @ 2.99 fps) Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 78HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: CB 20 Inflow Area = 0.572 ac, 70.45% Impervious, Inflow Depth > 4.12" for 25 Year event Inflow = 2.64 cfs @ 12.08 hrs, Volume= 0.197 af Outflow = 2.64 cfs @ 12.09 hrs, Volume= 0.195 af, Atten= 0%, Lag= 0.3 min Primary = 2.64 cfs @ 12.09 hrs, Volume= 0.195 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 194.12' @ 12.09 hrs Surf.Area= 413 sf Storage= 140 cf Plug-Flow detention time= 10.6 min calculated for 0.195 af (99% of inflow) Center-of-Mass det. time= 4.7 min ( 790.0 - 785.3 ) Volume Invert Avail.Storage Storage Description #1 193.55' 286 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.55 1 1.0 0 0 1 193.75 253 87.1 18 18 605 194.00 367 96.2 77 95 739 194.42 548 112.5 191 286 1,014 Device Routing Invert Outlet Devices #1 Primary 190.90'12.0" Round Culvert L= 35.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.90' / 190.52' S= 0.0107 '/' Cc= 0.900 n= 0.013 #2 Device 1 193.95'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.64 cfs @ 12.09 hrs HW=194.12' TW=193.31' (Dynamic Tailwater) 1=Culvert (Passes 2.64 cfs of 3.39 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.64 cfs @ 1.33 fps) Summary for Pond 15P: CB 21 Inflow Area = 0.364 ac, 88.74% Impervious, Inflow Depth > 4.56" for 25 Year event Inflow = 1.79 cfs @ 12.08 hrs, Volume= 0.138 af Outflow = 1.79 cfs @ 12.09 hrs, Volume= 0.138 af, Atten= 0%, Lag= 0.2 min Primary = 1.79 cfs @ 12.09 hrs, Volume= 0.138 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 194.37' @ 12.09 hrs Surf.Area= 201 sf Storage= 44 cf Plug-Flow detention time= 3.6 min calculated for 0.138 af (100% of inflow) Center-of-Mass det. time= 1.9 min ( 768.7 - 766.9 ) Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 79HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 193.89' 116 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.89 1 1.0 0 0 1 194.00 34 24.9 1 1 50 194.25 155 75.1 22 23 450 194.50 261 88.4 51 75 624 194.64 326 94.7 41 116 717 Device Routing Invert Outlet Devices #1 Primary 191.60'15.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.60' / 191.30' S= 0.0088 '/' Cc= 0.900 n= 0.013 #2 Device 1 194.19'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.78 cfs @ 12.09 hrs HW=194.37' TW=193.76' (Dynamic Tailwater) 1=Culvert (Passes 1.78 cfs of 4.62 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.78 cfs @ 1.38 fps) Summary for Pond 16P: Existing MH Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 3.96" for 25 Year event Inflow = 10.68 cfs @ 12.10 hrs, Volume= 1.151 af Outflow = 10.68 cfs @ 12.10 hrs, Volume= 1.151 af, Atten= 0%, Lag= 0.0 min Primary = 10.68 cfs @ 12.10 hrs, Volume= 1.151 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.61' @ 12.10 hrs Flood Elev= 153.00' Device Routing Invert Outlet Devices #1 Primary 141.10'24.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 141.10' / 140.10' S= 0.0128 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=10.67 cfs @ 12.10 hrs HW=142.61' TW=139.72' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.67 cfs @ 4.19 fps) Summary for Pond 17P: CB 22 Inflow Area = 0.385 ac, 86.75% Impervious, Inflow Depth > 4.56" for 25 Year event Inflow = 1.89 cfs @ 12.08 hrs, Volume= 0.146 af Outflow = 1.89 cfs @ 12.09 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.4 min Primary = 1.89 cfs @ 12.09 hrs, Volume= 0.146 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 80HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 195.38' @ 12.09 hrs Surf.Area= 328 sf Storage= 85 cf Plug-Flow detention time= 7.3 min calculated for 0.146 af (99% of inflow) Center-of-Mass det. time= 3.6 min ( 770.5 - 766.9 ) Volume Invert Avail.Storage Storage Description #1 194.92' 189 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 194.92 1 1.0 0 0 1 195.00 93 47.7 3 3 182 195.25 266 108.5 43 46 938 195.50 388 124.0 81 127 1,226 195.64 505 133.2 62 189 1,415 Device Routing Invert Outlet Devices #1 Primary 192.80'12.0" Round Culvert L= 104.4' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 192.80' / 192.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 #2 Device 1 195.20'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.88 cfs @ 12.09 hrs HW=195.38' TW=193.77' (Dynamic Tailwater) 1=Culvert (Passes 1.88 cfs of 3.66 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.88 cfs @ 1.40 fps) Summary for Pond 18P: CB 19 Inflow Area = 0.523 ac, 51.07% Impervious, Inflow Depth > 3.60" for 25 Year event Inflow = 2.18 cfs @ 12.09 hrs, Volume= 0.157 af Outflow = 0.92 cfs @ 12.55 hrs, Volume= 0.145 af, Atten= 58%, Lag= 27.6 min Primary = 0.92 cfs @ 12.55 hrs, Volume= 0.145 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 193.16' @ 12.30 hrs Surf.Area= 1,751 sf Storage= 1,488 cf Plug-Flow detention time= 67.3 min calculated for 0.145 af (92% of inflow) Center-of-Mass det. time= 26.9 min ( 829.6 - 802.7 ) Volume Invert Avail.Storage Storage Description #1 191.75' 2,010 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.75 1 1.0 0 0 1 191.85 466 116.5 16 16 1,081 192.00 636 131.2 82 99 1,371 192.50 1,167 201.1 444 543 3,222 193.00 1,586 235.6 686 1,228 4,425 193.43 2,062 306.2 782 2,010 7,472 Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 81HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 189.30'6.0" Round Culvert L= 133.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 189.30' / 187.91' S= 0.0105 '/' Cc= 0.900 n= 0.013 #2 Device 1 192.49'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.92 cfs @ 12.55 hrs HW=193.01' TW=188.91' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.92 cfs @ 4.69 fps) 2=Orifice/Grate (Passes 0.92 cfs of 9.05 cfs potential flow) Summary for Pond 22P: MH 11 Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 3.96" for 25 Year event Inflow = 10.68 cfs @ 12.10 hrs, Volume= 1.151 af Outflow = 10.68 cfs @ 12.10 hrs, Volume= 1.151 af, Atten= 0%, Lag= 0.0 min Primary = 10.68 cfs @ 12.10 hrs, Volume= 1.151 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 190.23' @ 12.10 hrs Flood Elev= 192.50' Device Routing Invert Outlet Devices #1 Primary 187.91'18.0" Round Culvert L= 258.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 187.91' / 141.10' S= 0.1814 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=10.67 cfs @ 12.10 hrs HW=190.23' TW=142.61' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.67 cfs @ 6.04 fps) Summary for Pond 33P: MH 12 Inflow Area = 1.961 ac, 78.53% Impervious, Inflow Depth > 4.31" for 25 Year event Inflow = 8.75 cfs @ 12.10 hrs, Volume= 0.704 af Outflow = 8.75 cfs @ 12.10 hrs, Volume= 0.704 af, Atten= 0%, Lag= 0.0 min Primary = 8.75 cfs @ 12.10 hrs, Volume= 0.704 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 193.34' @ 12.10 hrs Flood Elev= 195.00' Device Routing Invert Outlet Devices #1 Primary 190.52'15.0" Round Culvert L= 61.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.52' / 189.32' S= 0.0197 '/' Cc= 0.900 n= 0.013 Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 82HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=8.74 cfs @ 12.10 hrs HW=193.33' TW=190.23' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.74 cfs @ 7.12 fps) Summary for Pond BAS05: Inflow Area = 9.525 ac, 42.53% Impervious, Inflow Depth > 3.60" for 25 Year event Inflow = 30.92 cfs @ 12.10 hrs, Volume= 2.859 af Outflow = 10.03 cfs @ 12.53 hrs, Volume= 2.421 af, Atten= 68%, Lag= 25.8 min Primary = 10.03 cfs @ 12.53 hrs, Volume= 2.421 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 141.00' @ 12.53 hrs Surf.Area= 0.332 ac Storage= 1.293 af Flood Elev= 142.00' Surf.Area= 0.363 ac Storage= 1.639 af Plug-Flow detention time= 167.3 min calculated for 2.421 af (85% of inflow) Center-of-Mass det. time= 103.1 min ( 906.7 - 803.6 ) Volume Invert Avail.Storage Storage Description #1 134.00' 1.639 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 134.00 0.056 222.8 0.000 0.000 0.056 136.00 0.090 264.6 0.145 0.145 0.095 137.00 0.172 551.9 0.129 0.273 0.524 138.00 0.211 580.5 0.191 0.465 0.584 140.00 0.302 422.2 0.510 0.975 0.875 142.00 0.363 459.9 0.664 1.639 0.939 Device Routing Invert Outlet Devices #1 Primary 137.50'15.0" Round Culvert L= 50.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 137.50' / 134.00' S= 0.0700 '/' Cc= 0.900 n= 0.013 #2 Device 1 137.50'9.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 139.00'9.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 140.50'3.2' long x 1.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=10.03 cfs @ 12.53 hrs HW=141.00' TW=136.70' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.03 cfs @ 8.17 fps) 2=Orifice/Grate (Passes < 3.76 cfs potential flow) 3=Orifice/Grate (Passes < 2.72 cfs potential flow) 4=Sharp-Crested Rectangular Weir (Passes < 3.71 cfs potential flow) Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 83HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB55: Inflow Area = 0.399 ac, 49.99% Impervious, Inflow Depth > 3.81" for 25 Year event Inflow = 1.74 cfs @ 12.09 hrs, Volume= 0.127 af Outflow = 1.74 cfs @ 12.09 hrs, Volume= 0.127 af, Atten= 0%, Lag= 0.0 min Primary = 1.74 cfs @ 12.09 hrs, Volume= 0.127 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.33' @ 12.10 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 138.00'12.0" Round Culvert L= 50.0' Ke= 0.500 Inlet / Outlet Invert= 138.00' / 137.60' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.42 cfs @ 12.09 hrs HW=142.19' TW=142.04' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.42 cfs @ 1.80 fps) Summary for Pond CB56: Inflow Area = 0.749 ac, 26.65% Impervious, Inflow Depth > 3.40" for 25 Year event Inflow = 2.54 cfs @ 12.14 hrs, Volume= 0.212 af Outflow = 2.54 cfs @ 12.14 hrs, Volume= 0.212 af, Atten= 0%, Lag= 0.0 min Primary = 2.54 cfs @ 12.14 hrs, Volume= 0.212 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 143.31' @ 12.11 hrs Flood Elev= 145.00' Device Routing Invert Outlet Devices #1 Primary 141.00'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 141.00' / 140.00' S= 0.0667 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.82 cfs @ 12.14 hrs HW=143.05' TW=142.49' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.82 cfs @ 3.59 fps) Summary for Pond CB57: Inflow Area = 0.847 ac, 23.56% Impervious, Inflow Depth > 3.31" for 25 Year event Inflow = 3.27 cfs @ 12.09 hrs, Volume= 0.233 af Outflow = 3.27 cfs @ 12.09 hrs, Volume= 0.233 af, Atten= 0%, Lag= 0.0 min Primary = 3.27 cfs @ 12.09 hrs, Volume= 0.233 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 146.25' @ 12.09 hrs Flood Elev= 150.50' Device Routing Invert Outlet Devices #1 Primary 145.00'12.0" Round Culvert L= 65.0' Ke= 0.500 Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 84HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 145.00' / 140.00' S= 0.0769 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=3.26 cfs @ 12.09 hrs HW=146.24' TW=142.71' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.26 cfs @ 4.16 fps) Summary for Pond CB58: Inflow Area = 0.555 ac, 3.82% Impervious, Inflow Depth > 3.02" for 25 Year event Inflow = 1.87 cfs @ 12.11 hrs, Volume= 0.140 af Outflow = 1.87 cfs @ 12.11 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 12.11 hrs, Volume= 0.140 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 143.14' @ 12.11 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.98 cfs @ 12.11 hrs HW=143.13' TW=142.86' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.98 cfs @ 2.52 fps) Summary for Pond DMH54: Inflow Area = 2.150 ac, 19.54% Impervious, Inflow Depth > 3.27" for 25 Year event Inflow = 7.41 cfs @ 12.11 hrs, Volume= 0.585 af Outflow = 7.41 cfs @ 12.11 hrs, Volume= 0.585 af, Atten= 0%, Lag= 0.0 min Primary = 7.41 cfs @ 12.11 hrs, Volume= 0.585 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.86' @ 12.11 hrs Flood Elev= 144.20' Device Routing Invert Outlet Devices #1 Primary 139.70'18.0" Round Culvert L= 65.0' Ke= 0.500 Inlet / Outlet Invert= 139.70' / 137.70' S= 0.0308 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=7.01 cfs @ 12.11 hrs HW=142.86' TW=142.18' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.01 cfs @ 3.97 fps) Summary for Pond DMH55: Inflow Area = 3.630 ac, 38.55% Impervious, Inflow Depth > 3.59" for 25 Year event Inflow = 14.05 cfs @ 12.09 hrs, Volume= 1.086 af Outflow = 14.05 cfs @ 12.09 hrs, Volume= 1.086 af, Atten= 0%, Lag= 0.0 min Primary = 14.05 cfs @ 12.09 hrs, Volume= 1.086 af Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 85HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.18' @ 12.11 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=14.03 cfs @ 12.09 hrs HW=142.13' TW=140.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 14.03 cfs @ 4.47 fps) Summary for Pond DMH56: Stormwater from Undeveloped Area On Lot 12 Inflow Area = 4.201 ac, 38.77% Impervious, Inflow Depth > 3.56" for 25 Year event Inflow = 16.31 cfs @ 12.09 hrs, Volume= 1.248 af Outflow = 16.31 cfs @ 12.09 hrs, Volume= 1.248 af, Atten= 0%, Lag= 0.0 min Primary = 16.31 cfs @ 12.09 hrs, Volume= 1.248 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 141.10' @ 12.44 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 136.00'24.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 136.00' / 134.70' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=16.28 cfs @ 12.09 hrs HW=140.96' TW=139.66' (Dynamic Tailwater) 1=Culvert (Outlet Controls 16.28 cfs @ 5.18 fps) Summary for Pond DP-5: Existing CB Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 3.06" for 25 Year event Inflow = 15.08 cfs @ 12.17 hrs, Volume= 3.288 af Outflow = 15.08 cfs @ 12.17 hrs, Volume= 3.288 af, Atten= 0%, Lag= 0.0 min Primary = 8.58 cfs @ 12.17 hrs, Volume= 2.973 af Secondary = 6.50 cfs @ 12.17 hrs, Volume= 0.315 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 136.73' @ 12.17 hrs Flood Elev= 136.40' Device Routing Invert Outlet Devices #1 Primary 134.00'15.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 136.50'20.0' long (Profile 2) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.90 3.26 3.44 Type III 24-hr 25 Year Rainfall=5.15"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 86HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=8.58 cfs @ 12.17 hrs HW=136.73' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 8.58 cfs @ 6.99 fps) Secondary OutFlow Max=6.50 cfs @ 12.17 hrs HW=136.73' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 6.50 cfs @ 1.40 fps) Summary for Pond TD01: Inflow Area = 0.050 ac, 89.94% Impervious, Inflow Depth > 4.68" for 25 Year event Inflow = 0.25 cfs @ 12.08 hrs, Volume= 0.019 af Outflow = 0.25 cfs @ 12.08 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 12.08 hrs, Volume= 0.019 af Secondary = 0.19 cfs @ 12.11 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.11' @ 12.11 hrs Flood Elev= 142.20' Device Routing Invert Outlet Devices #1 Primary 140.00'12.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 140.00' / 138.00' S= 0.0800 '/' Cc= 0.900 n= 0.013 #2 Secondary 142.00'20.0' long (Profile 3) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.86 3.17 3.24 Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=141.80' TW=141.87' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 12.11 hrs HW=142.10' TW=142.17' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link Mill: River Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 3.06" for 25 Year event Inflow = 15.08 cfs @ 12.17 hrs, Volume= 3.288 af Primary = 15.08 cfs @ 12.17 hrs, Volume= 3.288 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 87HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.007 ac 52.14% Impervious Runoff Depth>4.90"Subcatchment 2S: CB 17 & 18 Tc=6.0 min CN=87 Runoff=5.60 cfs 0.411 af Runoff Area=22,778 sf 51.07% Impervious Runoff Depth>4.79"Subcatchment 4S: CB 19 Tc=6.0 min CN=86 Runoff=2.86 cfs 0.209 af Runoff Area=0.385 ac 86.75% Impervious Runoff Depth>5.80"Subcatchment 5S: CB 22 Tc=6.0 min CN=95 Runoff=2.37 cfs 0.186 af Runoff Area=0.364 ac 88.74% Impervious Runoff Depth>5.80"Subcatchment 7S: CB 21 Tc=6.0 min CN=95 Runoff=2.24 cfs 0.176 af Runoff Area=0.572 ac 70.45% Impervious Runoff Depth>5.34"Subcatchment 8S: CB 20 Tc=6.0 min CN=91 Runoff=3.38 cfs 0.255 af Runoff Area=0.640 ac 75.00% Impervious Runoff Depth>5.45"Subcatchment 29S: Building Site Tc=10.0 min CN=92 Runoff=3.36 cfs 0.291 af Runoff Area=17,381 sf 49.99% Impervious Runoff Depth>5.01"Subcatchment A-CB55: Tc=6.0 min CN=88 Runoff=2.26 cfs 0.166 af Runoff Area=32,610 sf 26.65% Impervious Runoff Depth>4.56"Subcatchment A-CB56: Flow Length=445' Tc=10.7 min CN=84 Runoff=3.38 cfs 0.285 af Runoff Area=36,884 sf 23.56% Impervious Runoff Depth>4.46"Subcatchment A-CB57: Tc=6.0 min CN=83 Runoff=4.37 cfs 0.315 af Runoff Area=24,160 sf 3.82% Impervious Runoff Depth>4.14"Subcatchment A-CB58: Flow Length=325' Tc=7.5 min CN=80 Runoff=2.54 cfs 0.191 af Runoff Area=44,900 sf 71.27% Impervious Runoff Depth>5.34"Subcatchment A-PD12A: A-PD12ARoof Tc=6.0 min CN=91 Runoff=6.09 cfs 0.459 af Runoff Area=24,882 sf 40.19% Impervious Runoff Depth>4.57"Subcatchment A-RD12: Tc=6.0 min CN=84 Runoff=3.01 cfs 0.217 af Runoff Area=2,178 sf 89.94% Impervious Runoff Depth>5.92"Subcatchment A-TD01: Trench Drain Tc=6.0 min CN=96 Runoff=0.31 cfs 0.025 af Runoff Area=2.877 ac 27.01% Impervious Runoff Depth>4.13"Subcatchment EARLE: Flow Length=1,303' Tc=12.1 min CN=80 Runoff=11.41 cfs 0.991 af Runoff Area=79,840 sf 4.93% Impervious Runoff Depth>4.13"Subcatchment PDA-5A: Flow Length=400' Slope=0.1000 '/' Tc=13.7 min CN=80 Runoff=6.95 cfs 0.631 af Runoff Area=0.508 ac 40.94% Impervious Runoff Depth>4.57"Subcatchment PDA-5B: Flow Length=225' Tc=7.6 min CN=84 Runoff=2.53 cfs 0.193 af Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 88HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Avg. Flow Depth=0.22' Max Vel=26.32 fps Inflow=3.01 cfs 0.217 afReach RD12: Roof Drain 10.0" Round Pipe n=0.010 L=10.0' S=0.4900 '/' Capacity=19.94 cfs Outflow=3.01 cfs 0.217 af Peak Elev=200.86' Storage=4,049 cf Inflow=5.60 cfs 0.411 afPond 9P: CB 17 & 18 Outflow=2.55 cfs 0.402 af Peak Elev=197.36' Inflow=6.92 cfs 0.368 afPond 10P: MH 15 15.0" Round Culvert n=0.013 L=78.0' S=0.0100 '/' Outflow=6.92 cfs 0.368 af Peak Elev=196.51' Storage=286 cf Inflow=3.38 cfs 0.255 afPond 12P: CB 20 Outflow=4.61 cfs 0.253 af Peak Elev=196.53' Storage=116 cf Inflow=2.24 cfs 0.176 afPond 15P: CB 21 Outflow=3.44 cfs 0.176 af Peak Elev=143.20' Inflow=15.87 cfs 1.512 afPond 16P: Existing MH 24.0" Round Culvert n=0.013 L=78.0' S=0.0128 '/' Outflow=15.87 cfs 1.512 af Peak Elev=196.34' Storage=189 cf Inflow=2.37 cfs 0.186 afPond 17P: CB 22 Outflow=3.95 cfs 0.185 af Peak Elev=208.69' Storage=2,010 cf Inflow=2.86 cfs 0.209 afPond 18P: CB 19 Outflow=1.94 cfs 0.196 af Peak Elev=192.14' Inflow=15.87 cfs 1.512 afPond 22P: MH 11 18.0" Round Culvert n=0.013 L=258.0' S=0.1814 '/' Outflow=15.87 cfs 1.512 af Peak Elev=196.86' Inflow=13.98 cfs 0.914 afPond 33P: MH 12 15.0" Round Culvert n=0.013 L=61.0' S=0.0197 '/' Outflow=13.98 cfs 0.914 af Peak Elev=141.99' Storage=1.635 af Inflow=42.50 cfs 3.802 afPond BAS05: Outflow=11.62 cfs 3.352 af Peak Elev=145.11' Inflow=2.26 cfs 0.166 afPond CB55: 12.0" Round Culvert n=0.013 L=50.0' S=0.0080 '/' Outflow=2.26 cfs 0.166 af Peak Elev=146.84' Inflow=3.38 cfs 0.285 afPond CB56: 12.0" Round Culvert n=0.013 L=15.0' S=0.0667 '/' Outflow=3.38 cfs 0.285 af Peak Elev=147.75' Inflow=4.37 cfs 0.315 afPond CB57: 12.0" Round Culvert n=0.013 L=65.0' S=0.0769 '/' Outflow=4.37 cfs 0.315 af Peak Elev=146.58' Inflow=2.54 cfs 0.191 afPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=2.54 cfs 0.191 af Peak Elev=146.09' Inflow=9.93 cfs 0.791 afPond DMH54: 18.0" Round Culvert n=0.013 L=65.0' S=0.0308 '/' Outflow=9.93 cfs 0.791 af Peak Elev=144.82' Inflow=18.46 cfs 1.441 afPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=18.46 cfs 1.441 af Peak Elev=142.84' Inflow=21.45 cfs 1.658 afPond DMH56: Stormwater from Undeveloped Area On Lot 24.0" Round Culvert n=0.013 L=130.0' S=0.0100 '/' Outflow=21.45 cfs 1.658 af Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 89HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev=136.90' Inflow=23.67 cfs 4.537 afPond DP-5: Existing CB Primary=8.92 cfs 3.697 af Secondary=14.76 cfs 0.840 af Outflow=23.67 cfs 4.537 af Peak Elev=144.72' Inflow=0.31 cfs 0.025 afPond TD01: Primary=0.25 cfs 0.018 af Secondary=0.31 cfs 0.007 af Outflow=0.31 cfs 0.025 af Inflow=23.67 cfs 4.537 afLink Mill: River Primary=23.67 cfs 4.537 af Total Runoff Area = 12.910 ac Runoff Volume = 5.002 af Average Runoff Depth = 4.65" 60.99% Pervious = 7.874 ac 39.01% Impervious = 5.036 ac Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 90HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: CB 17 & 18 Runoff = 5.60 cfs @ 12.09 hrs, Volume= 0.411 af, Depth> 4.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (ac) CN Description 0.525 98 Paved parking & roofs 0.482 74 >75% Grass cover, Good, HSG C 1.007 87 Weighted Average 0.482 47.86% Pervious Area 0.525 52.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: CB 19 Runoff = 2.86 cfs @ 12.09 hrs, Volume= 0.209 af, Depth> 4.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 11,633 98 Paved parking & roofs 11,145 74 >75% Grass cover, Good, HSG C 22,778 86 Weighted Average 11,145 48.93% Pervious Area 11,633 51.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 5S: CB 22 Runoff = 2.37 cfs @ 12.08 hrs, Volume= 0.186 af, Depth> 5.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (ac) CN Description 0.334 98 Paved parking & roofs 0.051 74 >75% Grass cover, Good, HSG C 0.385 95 Weighted Average 0.051 13.25% Pervious Area 0.334 86.75% Impervious Area Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 91HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 7S: CB 21 Runoff = 2.24 cfs @ 12.08 hrs, Volume= 0.176 af, Depth> 5.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (ac) CN Description 0.323 98 Paved parking & roofs 0.041 74 >75% Grass cover, Good, HSG C 0.364 95 Weighted Average 0.041 11.26% Pervious Area 0.323 88.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 8S: CB 20 Runoff = 3.38 cfs @ 12.08 hrs, Volume= 0.255 af, Depth> 5.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (ac) CN Description 0.403 98 Paved parking & roofs 0.169 74 >75% Grass cover, Good, HSG C 0.572 91 Weighted Average 0.169 29.55% Pervious Area 0.403 70.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 92HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Building Site Runoff = 3.36 cfs @ 12.13 hrs, Volume= 0.291 af, Depth> 5.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (ac) CN Description 0.480 98 Paved parking & roofs 0.160 74 >75% Grass cover, Good, HSG C 0.640 92 Weighted Average 0.160 25.00% Pervious Area 0.480 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment A-CB55: Runoff = 2.26 cfs @ 12.08 hrs, Volume= 0.166 af, Depth> 5.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 8,689 98 Paved parking & roofs 2,298 79 50-75% Grass cover, Fair, HSG C * 6,394 79 Remainder of former parking 17,381 88 Weighted Average 8,692 50.01% Pervious Area 8,689 49.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB56: Runoff = 3.38 cfs @ 12.14 hrs, Volume= 0.285 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 93HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 8,689 98 Paved parking & roofs 19,314 79 50-75% Grass cover, Fair, HSG C 4,607 79 Remainder of former parking 32,610 84 Weighted Average 23,921 73.35% Pervious Area 8,689 26.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 85 0.0850 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.5 150 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 210 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.7 445 Total Summary for Subcatchment A-CB57: Runoff = 4.37 cfs @ 12.09 hrs, Volume= 0.315 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 8,689 98 Paved parking & roofs 26,539 79 50-75% Grass cover, Fair, HSG C * 1,656 79 Remainder of former parking 36,884 83 Weighted Average 28,195 76.44% Pervious Area 8,689 23.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 2.54 cfs @ 12.11 hrs, Volume= 0.191 af, Depth> 4.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 94HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 924 98 Paved parking & roofs 20,090 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 24,160 80 Weighted Average 23,236 96.18% Pervious Area 924 3.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 100 0.3300 0.36 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 7.5 325 Total Summary for Subcatchment A-PD12A: A-PD12ARoof Runoff = 6.09 cfs @ 12.08 hrs, Volume= 0.459 af, Depth> 5.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description * 32,000 98 Bldg Roof 12,900 74 >75%GrassGoodHSGCwithin AutoCAD building 44,900 91 Weighted Average 12,900 28.73% Pervious Area 32,000 71.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment A-RD12: Runoff = 3.01 cfs @ 12.09 hrs, Volume= 0.217 af, Depth> 4.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 95HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Area (sf) CN Description 10,000 98 Paved parking & roofs 14,882 74 >75% GrassGoodHSGC within AutoCADbuilding 24,882 84 Weighted Average 14,882 59.81% Pervious Area 10,000 40.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-TD01: Trench Drain Runoff = 0.31 cfs @ 12.08 hrs, Volume= 0.025 af, Depth> 5.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 1,959 98 Paved parking & roofs 219 79 50-75% Grass cover, Fair, HSG C 2,178 96 Weighted Average 219 10.06% Pervious Area 1,959 89.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment EARLE: Runoff = 11.41 cfs @ 12.17 hrs, Volume= 0.991 af, Depth> 4.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (ac) CN Description 0.380 98 Paved parking & roofs 2.100 74 >75% Grass cover, Good, HSG C 0.047 98 Paved parking & roofs From 12B 0.067 98 Paved parking & roofs from 12A 0.283 98 Expand to Existing Boundary in Road 2.877 80 Weighted Average 2.100 72.99% Pervious Area 0.777 27.01% Impervious Area Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 96HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 58 0.1378 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.8 147 0.0408 3.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 354 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 744 0.0110 2.13 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.1 1,303 Total Summary for Subcatchment PDA-5A: Runoff = 6.95 cfs @ 12.19 hrs, Volume= 0.631 af, Depth> 4.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 61,783 79 50-75% Grass cover, Fair, HSG C * 14,123 79 Pond Grassed Area * 3,934 98 Pond Water Surface 79,840 80 Weighted Average 75,906 95.07% Pervious Area 3,934 4.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 180 0.1000 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.7 220 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.7 400 Total Summary for Subcatchment PDA-5B: Runoff = 2.53 cfs @ 12.11 hrs, Volume= 0.193 af, Depth> 4.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (ac) CN Description 0.208 98 Paved parking & roofs 0.202 74 >75% Grass cover, Good, HSG C 0.098 74 >75%Grass Good HSG C from12B 0.508 84 Weighted Average 0.300 59.06% Pervious Area 0.208 40.94% Impervious Area Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 97HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 60 0.0700 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 1.8 150 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 15 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.6 225 Total Summary for Reach RD12: Roof Drain Inflow Area = 0.571 ac, 40.19% Impervious, Inflow Depth > 4.57" for 100 Year event Inflow = 3.01 cfs @ 12.09 hrs, Volume= 0.217 af Outflow = 3.01 cfs @ 12.09 hrs, Volume= 0.217 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 26.32 fps, Min. Travel Time= 0.0 min Avg. Velocity = 8.82 fps, Avg. Travel Time= 0.0 min Peak Storage= 1 cf @ 12.09 hrs Average Depth at Peak Storage= 0.22' Bank-Full Depth= 0.83', Capacity at Bank-Full= 19.94 cfs 10.0" Round Pipe n= 0.010 PVC, smooth interior Length= 10.0' Slope= 0.4900 '/' Inlet Invert= 141.00', Outlet Invert= 136.10' Summary for Pond 9P: CB 17 & 18 Inflow Area = 1.007 ac, 52.14% Impervious, Inflow Depth > 4.90" for 100 Year event Inflow = 5.60 cfs @ 12.09 hrs, Volume= 0.411 af Outflow = 2.55 cfs @ 12.32 hrs, Volume= 0.402 af, Atten= 54%, Lag= 14.1 min Primary = 2.55 cfs @ 12.32 hrs, Volume= 0.402 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 200.86' @ 12.32 hrs Surf.Area= 2,434 sf Storage= 4,049 cf Plug-Flow detention time= 32.5 min calculated for 0.402 af (98% of inflow) Center-of-Mass det. time= 20.1 min ( 811.9 - 791.8 ) Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 98HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 191.13' 4,049 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.13 1 1.0 0 0 1 191.20 545 141.0 13 13 1,583 191.50 850 156.5 208 221 1,953 192.00 1,180 174.4 505 726 2,431 192.50 1,503 190.3 669 1,395 2,902 193.00 1,841 203.6 835 2,230 3,330 193.50 2,199 217.0 1,009 3,238 3,791 193.85 2,434 225.2 810 4,049 4,089 Device Routing Invert Outlet Devices #1 Primary 188.26'6.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 188.26' / 187.91' S= 0.0100 '/' Cc= 0.900 n= 0.013 #2 Device 1 191.65'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.52 cfs @ 12.32 hrs HW=200.65' TW=189.70' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.52 cfs @ 12.85 fps) 2=Orifice/Grate (Passes 2.52 cfs of 90.02 cfs potential flow) Summary for Pond 10P: MH 15 Inflow Area = 0.749 ac, 87.72% Impervious, Inflow Depth > 5.90" for 100 Year event Inflow = 6.92 cfs @ 12.14 hrs, Volume= 0.368 af Outflow = 6.92 cfs @ 12.14 hrs, Volume= 0.368 af, Atten= 0%, Lag= 0.0 min Primary = 6.92 cfs @ 12.14 hrs, Volume= 0.368 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 197.36' @ 12.08 hrs Flood Elev= 195.50' Device Routing Invert Outlet Devices #1 Primary 191.30'15.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.30' / 190.52' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=0.00 cfs @ 12.14 hrs HW=195.92' TW=196.13' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 99HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond 12P: CB 20 Inflow Area = 0.572 ac, 70.45% Impervious, Inflow Depth > 5.34" for 100 Year event Inflow = 3.38 cfs @ 12.08 hrs, Volume= 0.255 af Outflow = 4.61 cfs @ 12.09 hrs, Volume= 0.253 af, Atten= 0%, Lag= 0.4 min Primary = 4.61 cfs @ 12.09 hrs, Volume= 0.254 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 196.51' @ 12.12 hrs Surf.Area= 548 sf Storage= 286 cf Plug-Flow detention time= 8.8 min calculated for 0.253 af (99% of inflow) Center-of-Mass det. time= 4.2 min ( 782.6 - 778.5 ) Volume Invert Avail.Storage Storage Description #1 193.55' 286 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.55 1 1.0 0 0 1 193.75 253 87.1 18 18 605 194.00 367 96.2 77 95 739 194.42 548 112.5 191 286 1,014 Device Routing Invert Outlet Devices #1 Primary 190.90'12.0" Round Culvert L= 35.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.90' / 190.52' S= 0.0107 '/' Cc= 0.900 n= 0.013 #2 Device 1 193.95'16.2" x 55.4" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=194.41' TW=196.40' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 15P: CB 21 Inflow Area = 0.364 ac, 88.74% Impervious, Inflow Depth > 5.80" for 100 Year event Inflow = 2.24 cfs @ 12.08 hrs, Volume= 0.176 af Outflow = 3.44 cfs @ 12.14 hrs, Volume= 0.176 af, Atten= 0%, Lag= 3.2 min Primary = 3.44 cfs @ 12.14 hrs, Volume= 0.179 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 196.53' @ 12.07 hrs Surf.Area= 326 sf Storage= 116 cf Plug-Flow detention time= 3.0 min calculated for 0.176 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 763.1 - 761.5 ) Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 100HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 193.89' 116 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 193.89 1 1.0 0 0 1 194.00 34 24.9 1 1 50 194.25 155 75.1 22 23 450 194.50 261 88.4 51 75 624 194.64 326 94.7 41 116 717 Device Routing Invert Outlet Devices #1 Primary 191.60'15.0" Round Culvert L= 34.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 191.60' / 191.30' S= 0.0088 '/' Cc= 0.900 n= 0.013 #2 Device 1 194.19'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 12.14 hrs HW=194.51' TW=195.93' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 16P: Existing MH Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 5.20" for 100 Year event Inflow = 15.87 cfs @ 12.09 hrs, Volume= 1.512 af Outflow = 15.87 cfs @ 12.09 hrs, Volume= 1.512 af, Atten= 0%, Lag= 0.0 min Primary = 15.87 cfs @ 12.09 hrs, Volume= 1.512 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 143.20' @ 12.09 hrs Flood Elev= 153.00' Device Routing Invert Outlet Devices #1 Primary 141.10'24.0" Round Culvert L= 78.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 141.10' / 140.10' S= 0.0128 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=15.73 cfs @ 12.09 hrs HW=143.18' TW=140.49' (Dynamic Tailwater) 1=Culvert (Inlet Controls 15.73 cfs @ 5.01 fps) Summary for Pond 17P: CB 22 Inflow Area = 0.385 ac, 86.75% Impervious, Inflow Depth > 5.80" for 100 Year event Inflow = 2.37 cfs @ 12.08 hrs, Volume= 0.186 af Outflow = 3.95 cfs @ 12.09 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.1 min Primary = 3.65 cfs @ 12.09 hrs, Volume= 0.189 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 101HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Peak Elev= 196.34' @ 12.12 hrs Surf.Area= 505 sf Storage= 189 cf Plug-Flow detention time= 6.0 min calculated for 0.185 af (100% of inflow) Center-of-Mass det. time= 3.1 min ( 764.6 - 761.5 ) Volume Invert Avail.Storage Storage Description #1 194.92' 189 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 194.92 1 1.0 0 0 1 195.00 93 47.7 3 3 182 195.25 266 108.5 43 46 938 195.50 388 124.0 81 127 1,226 195.64 505 133.2 62 189 1,415 Device Routing Invert Outlet Devices #1 Primary 192.80'12.0" Round Culvert L= 104.4' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 192.80' / 192.00' S= 0.0077 '/' Cc= 0.900 n= 0.013 #2 Device 1 195.20'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.26 cfs @ 12.09 hrs HW=195.52' TW=195.32' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.26 cfs @ 1.61 fps) 2=Orifice/Grate (Passes 1.26 cfs of 3.81 cfs potential flow) Summary for Pond 18P: CB 19 Inflow Area = 0.523 ac, 51.07% Impervious, Inflow Depth > 4.79" for 100 Year event Inflow = 2.86 cfs @ 12.09 hrs, Volume= 0.209 af Outflow = 1.94 cfs @ 12.20 hrs, Volume= 0.196 af, Atten= 32%, Lag= 7.0 min Primary = 1.94 cfs @ 12.20 hrs, Volume= 0.196 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 208.69' @ 12.20 hrs Surf.Area= 2,062 sf Storage= 2,010 cf Plug-Flow detention time= 59.3 min calculated for 0.196 af (94% of inflow) Center-of-Mass det. time= 27.0 min ( 821.7 - 794.8 ) Volume Invert Avail.Storage Storage Description #1 191.75' 2,010 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 191.75 1 1.0 0 0 1 191.85 466 116.5 16 16 1,081 192.00 636 131.2 82 99 1,371 192.50 1,167 201.1 444 543 3,222 193.00 1,586 235.6 686 1,228 4,425 193.43 2,062 306.2 782 2,010 7,472 Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 102HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 189.30'6.0" Round Culvert L= 133.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 189.30' / 187.91' S= 0.0105 '/' Cc= 0.900 n= 0.013 #2 Device 1 192.49'16.2" x 27.7" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.84 cfs @ 12.20 hrs HW=207.08' TW=190.66' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.84 cfs @ 9.38 fps) 2=Orifice/Grate (Passes 1.84 cfs of 57.31 cfs potential flow) Summary for Pond 22P: MH 11 Inflow Area = 3.491 ac, 66.80% Impervious, Inflow Depth > 5.20" for 100 Year event Inflow = 15.87 cfs @ 12.09 hrs, Volume= 1.512 af Outflow = 15.87 cfs @ 12.09 hrs, Volume= 1.512 af, Atten= 0%, Lag= 0.0 min Primary = 15.87 cfs @ 12.09 hrs, Volume= 1.512 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 192.14' @ 12.09 hrs Flood Elev= 192.50' Device Routing Invert Outlet Devices #1 Primary 187.91'18.0" Round Culvert L= 258.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 187.91' / 141.10' S= 0.1814 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=15.73 cfs @ 12.09 hrs HW=192.08' TW=143.18' (Dynamic Tailwater) 1=Culvert (Inlet Controls 15.73 cfs @ 8.90 fps) Summary for Pond 33P: MH 12 Inflow Area = 1.961 ac, 78.53% Impervious, Inflow Depth > 5.59" for 100 Year event Inflow = 13.98 cfs @ 12.14 hrs, Volume= 0.914 af Outflow = 13.98 cfs @ 12.14 hrs, Volume= 0.914 af, Atten= 0%, Lag= 0.0 min Primary = 13.98 cfs @ 12.14 hrs, Volume= 0.914 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 196.86' @ 12.14 hrs Flood Elev= 195.00' Device Routing Invert Outlet Devices #1 Primary 190.52'15.0" Round Culvert L= 61.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 190.52' / 189.32' S= 0.0197 '/' Cc= 0.900 n= 0.013 Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 103HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=12.31 cfs @ 12.14 hrs HW=196.45' TW=191.88' (Dynamic Tailwater) 1=Culvert (Outlet Controls 12.31 cfs @ 10.03 fps) Summary for Pond BAS05: Inflow Area = 9.525 ac, 42.53% Impervious, Inflow Depth > 4.79" for 100 Year event Inflow = 42.50 cfs @ 12.09 hrs, Volume= 3.802 af Outflow = 11.62 cfs @ 12.55 hrs, Volume= 3.352 af, Atten= 73%, Lag= 27.8 min Primary = 11.62 cfs @ 12.55 hrs, Volume= 3.352 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 141.99' @ 12.55 hrs Surf.Area= 0.363 ac Storage= 1.635 af Flood Elev= 142.00' Surf.Area= 0.363 ac Storage= 1.639 af Plug-Flow detention time= 151.7 min calculated for 3.351 af (88% of inflow) Center-of-Mass det. time= 97.8 min ( 894.5 - 796.6 ) Volume Invert Avail.Storage Storage Description #1 134.00' 1.639 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 134.00 0.056 222.8 0.000 0.000 0.056 136.00 0.090 264.6 0.145 0.145 0.095 137.00 0.172 551.9 0.129 0.273 0.524 138.00 0.211 580.5 0.191 0.465 0.584 140.00 0.302 422.2 0.510 0.975 0.875 142.00 0.363 459.9 0.664 1.639 0.939 Device Routing Invert Outlet Devices #1 Primary 137.50'15.0" Round Culvert L= 50.0' Box, headwall w/3 square edges, Ke= 0.500 Inlet / Outlet Invert= 137.50' / 134.00' S= 0.0700 '/' Cc= 0.900 n= 0.013 #2 Device 1 137.50'9.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 139.00'9.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 140.50'3.2' long x 1.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=11.62 cfs @ 12.55 hrs HW=141.99' TW=136.75' (Dynamic Tailwater) 1=Culvert (Inlet Controls 11.62 cfs @ 9.47 fps) 2=Orifice/Grate (Passes < 4.31 cfs potential flow) 3=Orifice/Grate (Passes < 3.44 cfs potential flow) 4=Sharp-Crested Rectangular Weir (Passes < 18.30 cfs potential flow) Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 104HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Summary for Pond CB55: Inflow Area = 0.399 ac, 49.99% Impervious, Inflow Depth > 5.01" for 100 Year event Inflow = 2.26 cfs @ 12.08 hrs, Volume= 0.166 af Outflow = 2.26 cfs @ 12.08 hrs, Volume= 0.166 af, Atten= 0%, Lag= 0.0 min Primary = 2.26 cfs @ 12.08 hrs, Volume= 0.166 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 145.11' @ 12.10 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 138.00'12.0" Round Culvert L= 50.0' Ke= 0.500 Inlet / Outlet Invert= 138.00' / 137.60' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.00 cfs @ 12.08 hrs HW=144.96' TW=144.65' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.00 cfs @ 2.54 fps) Summary for Pond CB56: Inflow Area = 0.749 ac, 26.65% Impervious, Inflow Depth > 4.56" for 100 Year event Inflow = 3.38 cfs @ 12.14 hrs, Volume= 0.285 af Outflow = 3.38 cfs @ 12.14 hrs, Volume= 0.285 af, Atten= 0%, Lag= 0.0 min Primary = 3.38 cfs @ 12.14 hrs, Volume= 0.285 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 146.84' @ 12.11 hrs Flood Elev= 145.00' Device Routing Invert Outlet Devices #1 Primary 141.00'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 141.00' / 140.00' S= 0.0667 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=3.70 cfs @ 12.14 hrs HW=146.23' TW=145.27' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.70 cfs @ 4.71 fps) Summary for Pond CB57: Inflow Area = 0.847 ac, 23.56% Impervious, Inflow Depth > 4.46" for 100 Year event Inflow = 4.37 cfs @ 12.09 hrs, Volume= 0.315 af Outflow = 4.37 cfs @ 12.09 hrs, Volume= 0.315 af, Atten= 0%, Lag= 0.0 min Primary = 4.37 cfs @ 12.09 hrs, Volume= 0.315 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 147.75' @ 12.10 hrs Flood Elev= 150.50' Device Routing Invert Outlet Devices #1 Primary 145.00'12.0" Round Culvert L= 65.0' Ke= 0.500 Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 105HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 145.00' / 140.00' S= 0.0769 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=4.27 cfs @ 12.09 hrs HW=147.52' TW=145.89' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.27 cfs @ 5.44 fps) Summary for Pond CB58: Inflow Area = 0.555 ac, 3.82% Impervious, Inflow Depth > 4.14" for 100 Year event Inflow = 2.54 cfs @ 12.11 hrs, Volume= 0.191 af Outflow = 2.54 cfs @ 12.11 hrs, Volume= 0.191 af, Atten= 0%, Lag= 0.0 min Primary = 2.54 cfs @ 12.11 hrs, Volume= 0.191 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 146.58' @ 12.11 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.67 cfs @ 12.11 hrs HW=146.57' TW=146.07' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.67 cfs @ 3.40 fps) Summary for Pond DMH54: Inflow Area = 2.150 ac, 19.54% Impervious, Inflow Depth > 4.41" for 100 Year event Inflow = 9.93 cfs @ 12.11 hrs, Volume= 0.791 af Outflow = 9.93 cfs @ 12.11 hrs, Volume= 0.791 af, Atten= 0%, Lag= 0.0 min Primary = 9.93 cfs @ 12.11 hrs, Volume= 0.791 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 146.09' @ 12.10 hrs Flood Elev= 144.20' Device Routing Invert Outlet Devices #1 Primary 139.70'18.0" Round Culvert L= 65.0' Ke= 0.500 Inlet / Outlet Invert= 139.70' / 137.70' S= 0.0308 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=9.59 cfs @ 12.11 hrs HW=146.07' TW=144.80' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.59 cfs @ 5.43 fps) Summary for Pond DMH55: Inflow Area = 3.630 ac, 38.55% Impervious, Inflow Depth > 4.76" for 100 Year event Inflow = 18.46 cfs @ 12.09 hrs, Volume= 1.441 af Outflow = 18.46 cfs @ 12.09 hrs, Volume= 1.441 af, Atten= 0%, Lag= 0.0 min Primary = 18.46 cfs @ 12.09 hrs, Volume= 1.441 af Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 106HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 144.82' @ 12.10 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=18.42 cfs @ 12.09 hrs HW=144.77' TW=142.77' (Dynamic Tailwater) 1=Culvert (Outlet Controls 18.42 cfs @ 5.86 fps) Summary for Pond DMH56: Stormwater from Undeveloped Area On Lot 12 Inflow Area = 4.201 ac, 38.77% Impervious, Inflow Depth > 4.74" for 100 Year event Inflow = 21.45 cfs @ 12.09 hrs, Volume= 1.658 af Outflow = 21.45 cfs @ 12.09 hrs, Volume= 1.658 af, Atten= 0%, Lag= 0.0 min Primary = 21.45 cfs @ 12.09 hrs, Volume= 1.658 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 142.84' @ 12.11 hrs Flood Elev= 142.00' Device Routing Invert Outlet Devices #1 Primary 136.00'24.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 136.00' / 134.70' S= 0.0100 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=21.39 cfs @ 12.09 hrs HW=142.76' TW=140.52' (Dynamic Tailwater) 1=Culvert (Outlet Controls 21.39 cfs @ 6.81 fps) Summary for Pond DP-5: Existing CB Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 4.22" for 100 Year event Inflow = 23.67 cfs @ 12.17 hrs, Volume= 4.537 af Outflow = 23.67 cfs @ 12.17 hrs, Volume= 4.537 af, Atten= 0%, Lag= 0.0 min Primary = 8.92 cfs @ 12.17 hrs, Volume= 3.697 af Secondary = 14.76 cfs @ 12.17 hrs, Volume= 0.840 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 136.90' @ 12.17 hrs Flood Elev= 136.40' Device Routing Invert Outlet Devices #1 Primary 134.00'15.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 136.50'20.0' long (Profile 2) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.90 3.26 3.44 Type III 24-hr 100 Year Rainfall=6.40"Proposed Revised 09_06-10-09 east 11-2011 cb Printed 1/19/2012Prepared by Tighe & Bond, Inc. Page 107HydroCAD® 9.10 s/n 01580 © 2010 HydroCAD Software Solutions LLC Primary OutFlow Max=8.91 cfs @ 12.17 hrs HW=136.90' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 8.91 cfs @ 7.26 fps) Secondary OutFlow Max=14.74 cfs @ 12.17 hrs HW=136.90' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 14.74 cfs @ 1.84 fps) Summary for Pond TD01: Inflow Area = 0.050 ac, 89.94% Impervious, Inflow Depth > 5.92" for 100 Year event Inflow = 0.31 cfs @ 12.08 hrs, Volume= 0.025 af Outflow = 0.31 cfs @ 12.08 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 12.02 hrs, Volume= 0.018 af Secondary = 0.31 cfs @ 12.08 hrs, Volume= 0.007 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 144.72' @ 12.10 hrs Flood Elev= 142.20' Device Routing Invert Outlet Devices #1 Primary 140.00'12.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 140.00' / 138.00' S= 0.0800 '/' Cc= 0.900 n= 0.013 #2 Secondary 142.00'20.0' long (Profile 3) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.86 3.17 3.24 Primary OutFlow Max=0.00 cfs @ 12.02 hrs HW=141.83' TW=141.89' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 12.08 hrs HW=144.53' TW=144.64' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link Mill: River Inflow Area = 12.910 ac, 39.01% Impervious, Inflow Depth > 4.22" for 100 Year event Inflow = 23.67 cfs @ 12.17 hrs, Volume= 4.537 af Primary = 23.67 cfs @ 12.17 hrs, Volume= 4.537 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs