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31B-159 St Elizabeth--HydroCAD-2011
E-1 Existing Site Area to Low Spot E-2 Existing Site Area to King St. P-1 Proposed Site Area to Infiltration Basin P-1a Roof Area P-2 Proposed Area to King St. P-2a Roof Area P-3 Proposed Area to Low Spot P-4 Proposed Area to King St. E-CP1 Low Spot East of Site E-CP2 King St. P-CP1 Low Spot East of Site P-CP2 King St. P1 Dry Well 1 P2 Dry Well 2 P3 Subsurface Pond 1 Drainage Diagram for St. Elizabeth -Active-revised Prepared by {enter your company name here} 4/13/2011 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC Subcat Reach Pond Link St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Prepared by {enter your company name here} Page 2 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Area Listing (selected nodes) Area (acres) CN Description (subcats) 1.853 61 >75% Grass cover, Good, HSG B (E-1,P-1,P-1,P-2,P-3,P-4) 0.868 61 Paved parking & roofs (E-2) 0.349 98 >75% Grass cover, Good, HSG B (E-2) 2.808 98 Paved parking & roofs (E-1,P-1,P-1,P-1a,P-2,P-2a,P-3,P-4) 5.878 St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 3 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E-1: Existing Site Area to Low Spot Runoff Area=75,032 sf Runoff Depth>1.25" Flow Length=146' Tc=8.4 min CN=80 Runoff=2.23 cfs 0.179 af Subcatchment E-2: Existing Site Area to King St. Runoff Area=52,994 sf Runoff Depth>0.81" Flow Length=265' Tc=14.3 min CN=72 Runoff=0.79 cfs 0.082 af Subcatchment P-1: Proposed Site Area to Infiltration Basin Runoff Area=46,266 sf Runoff Depth>2.35" Tc=6.0 min CN=94 Runoff=2.75 cfs 0.208 af Subcatchment P-1a: Roof Area Runoff Area=4,000 sf Runoff Depth>2.77" Tc=6.0 min CN=98 Runoff=0.26 cfs 0.021 af Subcatchment P-2: Proposed Area to King St. Runoff Area=12,007 sf Runoff Depth>1.90" Flow Length=130' Tc=9.8 min CN=89 Runoff=0.53 cfs 0.044 af Subcatchment P-2a: Roof Area Runoff Area=19,479 sf Runoff Depth>2.77" Tc=6.0 min CN=98 Runoff=1.27 cfs 0.103 af Subcatchment P-3: Proposed Area to Low Spot Runoff Area=13,278 sf Runoff Depth>0.40" Flow Length=100' Slope=0.0550 '/' Tc=6.8 min CN=62 Runoff=0.08 cfs 0.010 af Subcatchment P-4: Proposed Area to King St. Runoff Area=32,996 sf Runoff Depth>0.86" Flow Length=130' Tc=9.8 min CN=73 Runoff=0.61 cfs 0.054 af Reach E-CP1: Low Spot East of Site Inflow=2.23 cfs 0.179 af Outflow=2.23 cfs 0.179 af Reach E-CP2: King St. Inflow=0.79 cfs 0.082 af Outflow=0.79 cfs 0.082 af Reach P-CP1: Low Spot East of Site Inflow=0.08 cfs 0.010 af Outflow=0.08 cfs 0.010 af Reach P-CP2: King St. Inflow=0.76 cfs 0.236 af Outflow=0.76 cfs 0.236 af Pond P1: Dry Well 1 Peak Elev=137.86' Storage=722 cf Inflow=1.27 cfs 0.103 af Discarded=0.40 cfs 0.103 af Primary=0.00 cfs 0.000 af Outflow=0.40 cfs 0.103 af Pond P2: Dry Well 2 Peak Elev=135.42' Storage=96 cf Inflow=0.26 cfs 0.021 af Discarded=0.11 cfs 0.021 af Primary=0.00 cfs 0.000 af Outflow=0.11 cfs 0.021 af Pond P3: Subsurface Pond 1 Peak Elev=134.52' Storage=6,386 cf Inflow=3.24 cfs 0.251 af Primary=0.20 cfs 0.182 af Secondary=0.00 cfs 0.000 af Outflow=0.20 cfs 0.182 af St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 4 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Total Runoff Area = 5.878 ac Runoff Volume = 0.701 af Average Runoff Depth = 1.43" 46.30% Pervious Area = 2.721 ac 53.70% Impervious Area = 3.157 ac St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 5 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Subcatchment E-1: Existing Site Area to Low Spot Runoff = 2.23 cfs @12.13 hrs, Volume= 0.179 af, Depth> 1.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" Area (sf) CN Description 37,198 61 >75% Grass cover, Good, HSG B 37,834 98 Paved parking & roofs 75,032 80 Weighted Average 37,198 Pervious Area 37,834 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0350 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.3 46 0.0320 2.68 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.4 146 TotalSubcatchment E-2: Existing Site Area to King St. Runoff = 0.79 cfs @12.22 hrs, Volume= 0.082 af, Depth> 0.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" Area (sf) CN Description 15,192 98 >75% Grass cover, Good, HSG B 37,802 61 Paved parking & roofs 52,994 72 Weighted Average 37,802 Pervious Area 15,192 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 100 0.0110 0.13 Sheet Flow, Sheet Flow over Grass Grass: Short n= 0.150 P2= 3.00" 1.4 165 0.0180 2.01 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 14.3 265 Total St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 6 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Subcatchment P-1: Proposed Site Area to Infiltration Basin Runoff = 2.75 cfs @12.09 hrs, Volume= 0.208 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" Area (sf) CN Description 32,131 98 Paved parking & roofs 4,173 61 >75% Grass cover, Good, HSG B 9,232 98 Paved parking & roofs 730 61 >75% Grass cover, Good, HSG B 46,266 94 Weighted Average 4,903 Pervious Area 41,363 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum ToC Subcatchment P-1a: Roof Area Runoff = 0.26 cfs @12.09 hrs, Volume= 0.021 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" Area (sf) CN Description 4,000 98 Paved parking & roofs 4,000 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum ToC Subcatchment P-2: Proposed Area to King St. Runoff = 0.53 cfs @12.14 hrs, Volume= 0.044 af, Depth> 1.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" Area (sf) CN Description 8,963 98 Paved parking & roofs 3,044 61 >75% Grass cover, Good, HSG B 12,007 89 Weighted Average 3,044 Pervious Area 8,963 Impervious Area St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 7 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0220 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.1 30 0.0700 3.97 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 130 Total Subcatchment P-2a: Roof Area Runoff = 1.27 cfs @12.09 hrs, Volume= 0.103 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" Area (sf) CN Description 19,479 98 Paved parking & roofs 19,479 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-3: Proposed Area to Low Spot Runoff = 0.08 cfs @12.15 hrs, Volume= 0.010 af, Depth> 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" Area (sf) CN Description 13,068 61 >75% Grass cover, Good, HSG B 210 98 Paved parking & roofs 13,278 62 Weighted Average 13,068 Pervious Area 210 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.0550 0.25 Sheet Flow, Sheet Flow over Grass Grass: Short n= 0.150 P2= 3.00" Subcatchment P-4: Proposed Area to King St. Runoff = 0.61 cfs @12.16 hrs, Volume= 0.054 af, Depth> 0.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 8 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Area (sf) CN Description 10,471 98 Paved parking & roofs 22,525 61 >75% Grass cover, Good, HSG B 32,996 73 Weighted Average 22,525 Pervious Area 10,471 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0220 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.1 30 0.0700 3.97 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 130 Total Reach E-CP1: Low Spot East of Site [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.722 ac, Inflow Depth > 1.25" for 2 YRS event Inflow = 2.23 cfs @12.13 hrs, Volume= 0.179 af Outflow = 2.23 cfs @12.13 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach E-CP2: King St. [40] Hint: Not Described (Outflow=Outflow=Inflow) Inflow Area = 1.217 ac, Inflow Depth > 0.81" for 2 YRS event Inflow = 0.79 cfs @12.22 hrs, Volume= 0.082 af Outflow = 0.79 cfs @12.22 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach P-CP1: Low Spot East of Site [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.305 ac, Inflow Depth > 0.40" for 2 YRS event Inflow = 0.08 cfs @12.15 hrs, Volume= 0.010 af Outflow = 0.08 cfs @12.15 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 9 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Reach P-CP2: King St. [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.634 ac, Inflow Depth > 1.08" for 2 YRS event Inflow = 0.76 cfs @12.16 hrs, Volume= 0.236 af Outflow = 0.76 cfs @12.16 hrs, Volume= 0.236 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond P1: Dry Well 1 Inflow Area = 0.447 ac, Inflow Depth > 2.77" for 2 YRS event Inflow = 1.27 cfs @12.09 hrs, Volume= 0.103 af Outflow = 0.40 cfs @11.90 hrs, Volume= 0.103 af, Atten= 68%, Lag= 0.0 min Discarded = 0.40 cfs @11.90 hrs, Volume= 0.103 af Primary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 137.86' @12.39 hrs Surf.Area= 2,100 sf Storage= 722 cf Plug-Flow detention time= 9.3 min calculated for 0.103 af (100% of inflow) Center-of-Mass det. time= 9.0 min ( 766.4 -757.3 ) Volume Invert Avail.Storage Storage Description #1 137.00' 1,165 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,912 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 2,100 0 0 138.35 2,100 2,835 2,835 138.36 10 11 2,846 145.00 10 66 2,912 Device Routing Invert Outlet Devices #1 Discarded 0.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 138.35' 12.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.40 cfs @11.90 hrs HW=137.10' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=0.00 cfs @0.00 hrs HW=137.00' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 10 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Pond P2: Dry Well 2 Inflow Area = 0.092 ac, Inflow Depth > 2.77" for 2 YRS event Inflow = 0.26 cfs @12.09 hrs, Volume= 0.021 af Outflow = 0.11 cfs @11.95 hrs, Volume= 0.021 af, Atten= 58%, Lag= 0.0 min Discarded = 0.11 cfs @11.95 hrs, Volume= 0.021 af Primary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 135.42' @12.29 hrs Surf.Area= 575 sf Storage= 96 cf Plug-Flow detention time= 4.0 min calculated for 0.021 af (100% of inflow) Center-of-Mass det. time= 3.9 min ( 761.2 -757.3 ) Volume Invert Avail.Storage Storage Description #1 135.00' 690 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,725 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.00 575 0 0 137.35 575 1,351 1,351 138.00 575 374 1,725 Device Routing Invert Outlet Devices #1 Primary 137.35' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 0.00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.11 cfs @11.95 hrs HW=135.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @0.00 hrs HW=135.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond P3: Subsurface Pond 1 Inflow Area = 1.877 ac, Inflow Depth > 1.61" for 2 YRS event Inflow = 3.24 cfs @12.09 hrs, Volume= 0.251 af Outflow = 0.20 cfs @13.99 hrs, Volume= 0.182 af, Atten= 94%, Lag= 113.9 min Primary = 0.20 cfs @13.99 hrs, Volume= 0.182 af Secondary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 134.52' @13.99 hrs Surf.Area= 10,000 sf Storage= 6,386 cf Plug-Flow detention time= 323.8 min calculated for 0.182 af (73% of inflow) Center-of-Mass det. time= 235.3 min ( 1,028.9 -793.5 ) St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 2 YRS Rainfall=3.00" Prepared by {enter your company name here} Page 11 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Volume Invert Avail.Storage Storage Description #1 133.00' 14,910 cf Custom Stage Data (Pyramidal) Listed below (Recalc) 35,500 cf Overall x 42.0% Voids #2 136.50' 258 cf Internal CB and Surface Storage (Prismatic) Listed below (Recalc) 15,168 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 133.00 10,000 0 0 10,000 136.55 10,000 35,500 35,500 11,420 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136.50 48 0 0 136.55 48 2 2 136.80 2,000 256 258 Device Routing Invert Outlet Devices #1 Primary 133.00' 12.0" x 30.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 132.70' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior #2 Device 1 133.00' 2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 134.52' 4.9" Horiz. Orifice/Grate Limited to weir flow C= 0.600 #4 Device 1 136.55' 5.0" Vert. Orifice/Grate C= 0.600 #5 Secondary 136.80' 5.0' long x 1.0' breadth Overflow At Dumpster Pad Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #6 Primary 136.70' 1.0' long x 1.0' breadth South East Drive Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.20 cfs @13.99 hrs HW=134.52' (Free Discharge) 1=Culvert (Passes 0.20 cfs of 3.02 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.20 cfs @5.73 fps) 3=Orifice/Grate (Weir Controls 0.00 cfs @0.06 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 6=South East Drive Overflow ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @0.00 hrs HW=133.00' (Free Discharge) 5=Overflow At Dumpster Pad ( Controls 0.00 cfs) St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 12 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E-1: Existing Site Area to Low Spot Runoff Area=75,032 sf Runoff Depth>2.46" Flow Length=146' Tc=8.4 min CN=80 Runoff=4.51 cfs 0.353 af Subcatchment E-2: Existing Site Area to King St. Runoff Area=52,994 sf Runoff Depth>1.81" Flow Length=265' Tc=14.3 min CN=72 Runoff=1.95 cfs 0.184 af Subcatchment P-1: Proposed Site Area to Infiltration Basin Runoff Area=46,266 sf Runoff Depth>3.81" Tc=6.0 min CN=94 Runoff=4.35 cfs 0.337 af Subcatchment P-1a: Roof Area Runoff Area=4,000 sf Runoff Depth>4.26" Tc=6.0 min CN=98 Runoff=0.39 cfs 0.033 af Subcatchment P-2: Proposed Area to King St. Runoff Area=12,007 sf Runoff Depth>3.29" Flow Length=130' Tc=9.8 min CN=89 Runoff=0.90 cfs 0.076 af Subcatchment P-2a: Roof Area Runoff Area=19,479 sf Runoff Depth>4.26" Tc=6.0 min CN=98 Runoff=1.92 cfs 0.159 af Subcatchment P-3: Proposed Area to Low Spot Runoff Area=13,278 sf Runoff Depth>1.14" Flow Length=100' Slope=0.0550 '/' Tc=6.8 min CN=62 Runoff=0.35 cfs 0.029 af Subcatchment P-4: Proposed Area to King St. Runoff Area=32,996 sf Runoff Depth>1.89" Flow Length=130' Tc=9.8 min CN=73 Runoff=1.44 cfs 0.119 af Reach E-CP1: Low Spot East of Site Inflow=4.51 cfs 0.353 af Outflow=4.51 cfs 0.353 af Reach E-CP2: King St. Inflow=1.95 cfs 0.184 af Outflow=1.95 cfs 0.184 af Reach P-CP1: Low Spot East of Site Inflow=0.35 cfs 0.029 af Outflow=0.35 cfs 0.029 af Reach P-CP2: King St. Inflow=1.94 cfs 0.458 af Outflow=1.94 cfs 0.458 af Pond P1: Dry Well 1 Peak Elev=138.66' Storage=1,139 cf Inflow=1.92 cfs 0.159 af Discarded=0.40 cfs 0.143 af Primary=1.77 cfs 0.016 af Outflow=1.77 cfs 0.159 af Pond P2: Dry Well 2 Peak Elev=136.07' Storage=246 cf Inflow=0.39 0.39 cfs 0.033 af Discarded=0.11 cfs 0.033 af Primary=0.00 cfs 0.000 af Outflow=0.11 cfs 0.033 af Pond P3: Subsurface Pond 1 Peak Elev=135.35' Storage=9,888 cf Inflow=5.18 cfs 0.429 af Primary=0.82 cfs 0.339 af Secondary=0.00 cfs 0.000 af Outflow=0.82 cfs 0.339 af St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 13 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Total Runoff Area = 5.878 ac Runoff Volume = 1.290 af Average Runoff Depth = 2.63" 46.30% Pervious Area = 2.721 ac 53.70% Impervious Area = 3.157 ac St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 14 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Subcatchment E-1: Existing Site Area to Low Spot Runoff = 4.51 cfs @12.12 hrs, Volume= 0.353 af, Depth> 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YRS Rainfall=4.50" Area (sf) CN Description 37,198 61 >75% Grass cover, Good, HSG B 37,834 98 Paved parking & roofs 75,032 80 Weighted Average 37,198 Pervious Area 37,834 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0350 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.3 46 0.0320 2.68 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.4 146 TotalSubcatchment E-2: Existing Site Area to King St. Runoff = 1.95 cfs @12.21 hrs, Volume= 0.184 af, Depth> 1.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YRS Rainfall=4.50" Area (sf) CN Description 15,192 98 >75% Grass cover, Good, HSG B 37,802 61 Paved parking & roofs 52,994 72 Weighted Average 37,802 Pervious Area 15,192 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 100 0.0110 0.13 Sheet Flow, Sheet Flow over Grass Grass: Short n= 0.150 P2= 3.00" 1.4 165 0.0180 2.01 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 14.3 265 Total St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 15 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Subcatchment P-1: Proposed Site Area to Infiltration Basin Runoff = 4.35 cfs @12.09 hrs, Volume= 0.337 af, Depth> 3.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YRS Rainfall=4.50" Area (sf) CN Description 32,131 98 Paved parking & roofs 4,173 61 >75% Grass cover, Good, HSG B 9,232 98 Paved parking & roofs 730 61 >75% Grass cover, Good, HSG B 46,266 94 Weighted Average 4,903 Pervious Area 41,363 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum ToC Subcatchment P-1a: Roof Area Runoff = 0.39 cfs @12.09 hrs, Volume= 0.033 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YRS Rainfall=4.50" Area (sf) CN Description 4,000 98 Paved parking & roofs 4,000 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum ToC Subcatchment P-2: Proposed Area to King St. Runoff = 0.90 cfs @12.14 hrs, Volume= 0.076 af, Depth> 3.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YRS Rainfall=4.50" Area (sf) CN Description 8,963 98 Paved parking & roofs 3,044 61 >75% Grass cover, Good, HSG B 12,007 89 Weighted Average 3,044 Pervious Area 8,963 Impervious Area St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 16 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0220 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.1 30 0.0700 3.97 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 130 Total Subcatchment P-2a: Roof Area Runoff = 1.92 cfs @12.09 hrs, Volume= 0.159 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YRS Rainfall=4.50" Area (sf) CN Description 19,479 98 Paved parking & roofs 19,479 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-3: Proposed Area to Low Spot Runoff = 0.35 cfs @12.11 hrs, Volume= 0.029 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YRS Rainfall=4.50" Area (sf) CN Description 13,068 61 >75% Grass cover, Good, HSG B 210 98 Paved parking & roofs 13,278 62 Weighted Average 13,068 Pervious Area 210 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.0550 0.25 Sheet Flow, Sheet Flow over Grass Grass: Short n= 0.150 P2= 3.00" Subcatchment P-4: Proposed Area to King St. Runoff = 1.44 cfs @12.15 hrs, Volume= 0.119 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 YRS Rainfall=4.50" St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 17 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Area (sf) CN Description 10,471 98 Paved parking & roofs 22,525 61 >75% Grass cover, Good, HSG B 32,996 73 Weighted Average 22,525 Pervious Area 10,471 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0220 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.1 30 0.0700 3.97 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 130 Total Reach E-CP1: Low Spot East of Site [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.722 ac, Inflow Depth > 2.46" for 10 YRS event Inflow = 4.51 cfs @12.12 hrs, Volume= 0.353 af Outflow = 4.51 cfs @12.12 hrs, Volume= 0.353 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach E-CP2: King St. [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.217 ac, Inflow Depth > 1.81" for 10 YRS event Inflow = 1.95 cfs @12.21 hrs, Volume= 0.184 af Outflow = 1.95 cfs @12.21 hrs, Volume= 0.184 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach P-CP1: Low Spot East of Site [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.305 ac, Inflow Depth > 1.14" for 10 YRS event Inflow = 0.35 cfs @12.11 hrs, Volume= 0.029 af Outflow = 0.35 cfs @12.11 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 18 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Reach P-CP2: King St. [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.634 ac, Inflow Depth > 2.09" for 10 YRS event Inflow = 1.94 cfs @12.17 hrs, Volume= 0.458 af Outflow = 1.94 cfs @12.17 hrs, Volume= 0.458 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond P1: Dry Well 1 Inflow Area = 0.447 ac, Inflow Depth > 4.26" for 10 YRS event Inflow = 1.92 cfs @12.09 hrs, Volume= 0.159 af Outflow = 1.77 cfs @12.20 hrs, Volume= 0.159 af, Atten= 8%, Lag= 6.8 min Discarded = 0.40 cfs @11.75 hrs, Volume= 0.143 af Primary = 1.77 cfs @12.20 hrs, Volume= 0.016 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 138.66' @12.20 hrs Surf.Area= 10 sf Storage= 1,139 cf Plug-Flow detention time= 13.7 min calculated for 0.158 af (100% of inflow) Center-of-Mass det. time= 13.3 min ( 762.7 -749.4 ) Volume Invert Avail.Storage Storage Description #1 137.00' 1,165 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,912 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 2,100 0 0 138.35 2,100 2,835 2,835 138.36 10 11 2,846 145.00 10 66 2,912 Device Routing Invert Outlet Devices #1 Discarded 0.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 138.35' 12.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.40 cfs @11.75 hrs HW=137.09' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=1.76 cfs @12.20 hrs HW=138.66' (Free Discharge) 2=Orifice/Grate (Weir Controls 1.76 cfs @1.82 fps) St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 19 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Pond P2: Dry Well 2 Inflow Area = 0.092 ac, Inflow Depth > 4.26" for 10 YRS event Inflow = 0.39 cfs @12.09 hrs, Volume= 0.033 af Outflow = 0.11 cfs @11.80 hrs, Volume= 0.033 af, Atten= 72%, Lag= 0.0 min Discarded = 0.11 cfs @11.80 hrs, Volume= 0.033 af Primary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 136.07' @12.43 hrs Surf.Area= 575 sf Storage= 246 cf Plug-Flow detention time= 10.2 min calculated for 0.033 af (100% of inflow) Center-of-Mass det. time= 10.1 min ( 759.5 -749.4 ) Volume Invert Avail.Storage Storage Description #1 135.00' 690 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,725 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) feet) 135.00 575 0 0 137.35 575 1,351 1,351 138.00 575 374 1,725 Device Routing Invert Outlet Devices #1 Primary 137.35' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 0.00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.11 cfs @11.80 hrs HW=135.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @0.00 hrs HW=135.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond P3: Subsurface Pond 1 Inflow Area = 1.877 ac, Inflow Depth > 2.74" for 10 YRS event Inflow = 5.18 cfs @12.09 hrs, Volume= 0.429 af Outflow = 0.82 cfs @12.60 hrs, Volume= 0.339 af, Atten= 84%, Lag= 30.4 min Primary = 0.82 cfs @12.60 hrs, Volume= 0.339 af Secondary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 135.35' @12.60 hrs Surf.Area= 10,000 sf Storage= 9,888 cf Plug-Flow detention time= 231.3 min calculated for 0.338 af (79% of inflow) Center-of-Mass det. time= 156.7 min ( 935.6 -779.0 ) St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 10 YRS Rainfall=4.50" Prepared by {enter your company name here} Page 20 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Volume Invert Avail.Storage Storage Description #1 133.00' 14,910 cf Custom Stage Data (Pyramidal) Listed below (Recalc) 35,500 cf Overall x 42.0% Voids #2 136.50' 258 cf Internal CB and Surface Storage (Prismatic) Listed below (Recalc) 15,168 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 133.00 10,000 0 0 10,000 136.55 10,000 35,500 35,500 11,420 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136.50 48 0 0 136.55 48 2 2 136.80 2,000 256 258 Device Routing Invert Outlet Devices #1 Primary 133.00' 12.0" x 30.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 132.70' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior #2 Device 1 133.00' 2.5" Vert. Vert. Orifice/Grate C= 0.600 #3 Device 1 134.52' 4.9" Horiz. Orifice/Grate Limited to weir flow C= 0.600 #4 Device 1 136.55' 5.0" Vert. Orifice/Grate C= 0.600 #5 Secondary 136.80' 5.0' long x 1.0' breadth Overflow At Dumpster Pad Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #6 Primary 136.70' 1.0' long x 1.0' breadth South East Drive Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.82 cfs @12.60 hrs HW=135.35' (Free Discharge) 1=Culvert (Passes 0.82 cfs of 4.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.25 cfs @7.22 fps) 3=Orifice/Grate (Orifice Controls 0.58 cfs @4.40 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 6=South East Drive Overflow ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @0.00 hrs HW=133.00' (Free Discharge) 5=Overflow At Dumpster Pad ( Controls 0.00 cfs) St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 21 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E-1: Existing Site Area to Low Spot Runoff Area=75,032 sf Runoff Depth>4.23" Flow Length=146' Tc=8.4 min CN=80 Runoff=7.72 cfs 0.607 af Subcatchment E-2: Existing Site Area to King St. Runoff Area=52,994 sf Runoff Depth>3.40" Flow Length=265' Tc=14.3 min CN=72 Runoff=3.72 cfs 0.344 af Subcatchment P-1: Proposed Site Area to Infiltration Basin Runoff Area=46,266 sf Runoff Depth>5.79" Tc=6.0 min CN=94 Runoff=6.44 cfs 0.512 af Subcatchment P-1a: Roof Area Runoff Area=4,000 sf Runoff Depth>6.26" Tc=6.0 min CN=98 Runoff=0.57 cfs 0.048 af Subcatchment P-2: Proposed Area to King St. Runoff Area=12,007 sf Runoff Depth>5.21" Flow Length=130' Tc=9.8 min CN=89 Runoff=1.40 cfs 0.120 af Subcatchment P-2a: Roof Area Runoff Area=19,479 sf Runoff Depth>6.26" Tc=6.0 min CN=98 Runoff=2.78 cfs 0.233 af Subcatchment P-3: Proposed Area to Low Spot Runoff Area=13,278 sf Runoff Depth>2.44" Flow Length=100' Slope=0.0550 '/' Tc=6.8 min CN=62 Runoff=0.81 cfs 0.062 af Subcatchment P-4: Proposed Area to King St. Runoff Area=32,996 sf Runoff Depth>3.50" Flow Length=130' Tc=9.8 min CN=73 Runoff=2.70 cfs 0.221 af Reach E-CP1: Low Spot East of Site Inflow=7.72 cfs 0.607 af Outflow=7.72 cfs 0.607 af Reach E-CP2: King St. Inflow=3.72 cfs 0.344 af Outflow=3.72 cfs 0.344 af Reach P-CP1: Low Spot East of Site Inflow=1.96 cfs 0.075 af Outflow=1.96 cfs 0.075 af Reach P-CP2: King St. Inflow=3.69 cfs 0.781 af Outflow=3.69 cfs 0.781 af Pond P1: Dry Well 1 Peak Elev=139.89' Storage=1,144 cf Inflow=2.78 cfs 0.233 af Discarded=0.40 cfs 0.182 af Primary=4.69 cfs 0.051 af Outflow=4.70 cfs 0.233 af Pond P2: Dry Well 2 Peak Elev=137.13' Storage=489 cf Inflow=0.57 cfs 0.048 af Discarded=0.11 cfs 0.048 af Primary=0.00 cfs 0.000 af Outflow=0.11 cfs 0.048 af Pond P3: Subsurface Pond 1 Peak Elev=137.06' Storage=15,168 cf Inflow=12.41 cfs 0.683 af Primary=2.26 cfs 0.560 af Secondary=1.64 cfs 0.013 af Outflow=3.89 cfs 0.572 af St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 22 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Total Runoff Area = 5.878 ac Runoff Volume = 2.148 af Average Runoff Depth = 4.38" 46.30% Pervious Area = 2.721 ac 53.70% Impervious Area = 3.157 ac St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 23 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Subcatchment E-1: Existing Site Area to Low Spot Runoff = 7.72 cfs @12.12 hrs, Volume= 0.607 af, Depth> 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (sf) CN Description 37,198 61 >75% Grass cover, Good, HSG B 37,834 98 Paved parking & roofs 75,032 80 Weighted Average 37,198 Pervious Area 37,834 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0350 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.3 46 0.0320 2.68 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.4 146 TotalSubcatchment E-2: Existing Site Area to King St. Runoff = 3.72 cfs @12.20 hrs, Volume= 0.344 af, Depth> 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (sf) CN Description 15,192 98 >75% Grass cover, Good, HSG B 37,802 61 Paved parking & roofs 52,994 72 Weighted Average 37,802 Pervious Area 15,192 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 100 0.0110 0.13 Sheet Flow, Sheet Flow over Grass Grass: Short n= 0.150 P2= 3.00" 1.4 165 0.0180 2.01 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 14.3 265 Total St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 24 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Subcatchment P-1: Proposed Site Area to Infiltration Basin Runoff = 6.44 cfs @12.09 hrs, Volume= 0.512 af, Depth> 5.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (sf) CN Description 32,131 98 Paved parking & roofs 4,173 61 >75% Grass cover, Good, HSG B 9,232 98 Paved parking & roofs 730 61 >75% Grass cover, Good, HSG B 46,266 94 Weighted Average 4,903 Pervious Area 41,363 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum ToC Subcatchment P-1a: Roof Area Runoff = 0.57 cfs @12.09 hrs, Volume= 0.048 af, Depth> 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area Area (sf) CN Description 4,000 98 Paved parking & roofs 4,000 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum ToC Subcatchment P-2: Proposed Area to King St. Runoff = 1.40 cfs @12.14 hrs, Volume= 0.120 af, Depth> 5.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (sf) CN Description 8,963 98 Paved parking & roofs 3,044 61 >75% Grass cover, Good, HSG B 12,007 89 Weighted Average 3,044 Pervious Area 8,963 Impervious Area St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 25 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0220 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.1 30 0.0700 3.97 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 130 Total Subcatchment P-2a: Roof Area Runoff = 2.78 cfs @12.09 hrs, Volume= 0.233 af, Depth> 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (sf) CN Description 19,479 98 Paved parking & roofs 19,479 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P-3: Proposed Area to Low Spot Runoff = 0.81 cfs @12.11 hrs, Volume= 0.062 af, Depth> 2.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (sf) CN Description 13,068 61 >75% Grass cover, Good, HSG B 210 98 Paved parking & roofs 13,278 62 Weighted Average 13,068 Pervious Area 210 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.0550 0.25 Sheet Flow, Sheet Flow over Grass Grass: Short n= 0.150 P2= 3.00" Subcatchment P-4: Proposed Area to King St. Runoff = 2.70 cfs @12.14 hrs, Volume= 0.221 af, Depth> 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 26 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Area (sf) CN Description 10,471 98 Paved parking & roofs 22,525 61 >75% Grass cover, Good, HSG B 32,996 73 Weighted Average 22,525 Pervious Area 10,471 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0220 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.1 30 0.0700 3.97 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.8 130 Total Reach E-CP1: Low Spot East of Site [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.722 ac, Inflow Depth > 4.23" for 100 YRS event Inflow = 7.72 cfs @12.12 hrs, Volume= 0.607 af Outflow = 7.72 cfs @12.12 hrs, Volume= 0.607 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach E-CP2: King St. [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.217 ac, Inflow Depth > 3.40" for 100 YRS event Inflow = 3.72 cfs @12.20 hrs, Volume= 0.344 af Outflow = 3.72 cfs @12.20 hrs, Volume= 0.344 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach P-CP1: Low Spot East of Site [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.305 ac, Inflow Depth > 2.94" for 100 YRS event Inflow = 1.96 cfs @12.41 hrs, Volume= 0.075 af Outflow = 1.96 cfs @12.41 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 27 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Reach P-CP2: King St. [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.634 ac, Inflow Depth > 3.56" for 100 YRS event Inflow = 3.69 cfs @12.15 hrs, Volume= 0.781 af Outflow = 3.69 cfs @12.15 hrs, Volume= 0.781 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond P1: Dry Well 1 [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 Inflow Area = 0.447 ac, Inflow Depth > 6.26" for 100 YRS event Inflow = 2.78 cfs @12.09 hrs, Volume= 0.233 af Outflow = 4.70 cfs @12.10 hrs, Volume= 0.233 af, Atten= 0%, Lag= 0.8 min Discarded = 0.40 cfs @11.65 hrs, Volume= 0.182 af Primary = 4.69 cfs @12.10 hrs, Volume= 0.051 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 139.89' @12.10 hrs Surf.Area= 10 sf Storage= 1,144 cf Plug-Flow detention time= 12.2 min calculated for 0.233 af (100% of inflow) Center-of-Mass det. time= 11.9 min ( 755.5 -743.6 ) Volume Invert Avail.Storage Storage Description #1 137.00' 1,165 cf Custom Stage Data (Prismatic) Listed below (Recalc) 2,912 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 137.00 2,100 0 0 138.35 2,100 2,835 2,835 138.36 10 11 2,846 145.00 10 66 2,912 Device Routing Invert Outlet Devices #1 Discarded 0.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 138.35' 12.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.40 cfs @11.65 hrs HW=137.09' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=4.69 cfs @12.10 hrs HW=139.89' (Free Discharge) 2=Orifice/Grate (Orifice Controls 4.69 cfs @5.98 fps) St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 28 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Pond P2: Dry Well 2 Inflow Area = 0.092 ac, Inflow Depth > 6.26" for 100 YRS event Inflow = 0.57 cfs @12.09 hrs, Volume= 0.048 af Outflow = 0.11 cfs @11.70 hrs, Volume= 0.048 af, Atten= 81%, Lag= 0.0 min Discarded = 0.11 cfs @11.70 hrs, Volume= 0.048 af Primary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 137.13' @12.52 hrs Surf.Area= 575 sf Storage= 489 cf Plug-Flow detention time= 22.4 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 22.3 min ( 765.9 -743.6 ) Volume Invert Avail.Storage Storage Description #1 135.00' 690 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,725 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 135.00 575 0 0 137.35 575 1,351 1,351 138.00 575 374 1,725 Device Routing Invert Outlet Devices #1 Primary 137.35' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 0.00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.11 cfs @11.70 hrs HW=135.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @0.00 hrs HW=135.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Pond P3: Subsurface Pond 1 [93] Warning: Storage range exceeded by 0.26' Inflow Area = 1.877 ac, Inflow Depth > 4.37" for 100 YRS event Inflow = 12.41 cfs @12.10 hrs, Volume= 0.683 af Outflow = 3.89 cfs @12.41 hrs, Volume= 0.572 af, Atten= 69%, Lag= 18.5 min Primary = 2.26 cfs @12.41 hrs, Volume= 0.560 af Secondary = 1.64 cfs @12.41 hrs, Volume= 0.013 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 137.06' @12.41 hrs Surf.Area= 12,000 sf Storage= 15,168 cf Plug-Flow detention time= 197.4 min calculated for 0.571 af (84% of inflow) Center-of-Mass det. time= 134.1 min ( 901.6 -767.5 ) St. Elizabeth -HydroCAD Revised 4/13/11 St. Elizabeth -Active-revised Type III 24-hr 100 YRS Rainfall=6.50" Prepared by {enter your company name here} Page 29 HydroCAD® 8.00 s/n 000752 © 2006 HydroCAD Software Solutions LLC 4/13/2011 Volume Invert Avail.Storage Storage Description #1 133.00' 14,910 cf Custom Stage Data (Pyramidal) Listed below (Recalc) 35,500 cf Overall x 42.0% Voids #2 136.50' 258 cf Internal CB and Surface Storage (Prismatic) Listed below (Recalc) 15,168 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 133.00 10,000 0 0 10,000 136.55 10,000 35,500 35,500 11,420 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 136.50 48 0 0 136.55 48 2 2 136.80 2,000 256 258 Device Routing Invert Outlet Devices #1 Primary 133.00' 12.0" x 30.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 132.70' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior #2 Device 1 133.00' 2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 134.52' 4.9" Horiz. Orifice/Grate Limited to weir flow C= 0.600 #4 Device 1 136.55' 5.0" Vert. Orifice/Grate C= 0.600 #5 Secondary 136.80' 5.0' long x 1.0' breadth Overflow At Dumpster Pad Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #6 Primary 136.70' 1.0' long x 1.0' breadth South East Drive Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=2.14 cfs @12.41 hrs HW=137.02' (Free Discharge) 1=Culvert (Passes 1.65 cfs of 5.60 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.32 cfs @9.52 fps) 3=Orifice/Grate (Orifice Controls 1.00 cfs @7.61 fps) 4=Orifice/Grate (Orifice Controls 0.33 cfs @2.45 fps) 6=South East Drive Overflow (Weir Controls 0.48 cfs @1.52 fps) Secondary OutFlow Max=1.48 cfs @12.41 hrs HW=137.03' (Free Discharge) 5=Overflow At At Dumpster Pad (Weir Controls 1.48 cfs @1.29 fps)