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HomeMy WebLinkAboutDrainage Report July 2008DRAINAGE REPORT ~~,. ~~ D~~s ST. VINCENT SPORTS PERFORMANCE CENTER CARMEL, INDIANA R. JULY 2008 No. • x:10707500= ''~~\,, STATE OF jam; ~' i/`~~ 7~j7l08 TABLE OF CONTENTS DRAINAGE SUMMARY ......................................................................................................SECTION 1 PRE-DEVELOPMENT CALCULATIONS ................................................................................ SECTION 2 POST-DEVELOPMENT CALCULATIONS .............................................................................. SECTION 3 WATER QUALITY ............................................................................................................. SECTION 4 STORM SEWER DESIGN .................................................................................................. SECTION 5 Woolpert St. Vincent Sporis Performance Center July 2008 ~ DRAINAGE SUMMARY Pre-Developed Conditions The existing 19.60-acre site is currently developed with a service drive, a residential home, and a parking lot on the north side. It is located on the south side of US 31 (Meridian Street) and north of West Main Street in the City of Carmel, Hamilton County, Indiana. The existing soils onsite aze Crosby Silt Loam (CrA), Miami Silt Loam (MmB2), and Miami Clay Loam (MoC3). The north section of the site contains an existing pazking lot that drains into an existing storm sewer system. The existing storm sewer system serves the entire St. Vincent Hospital site, and it includes an existing detention system to the east. The southern portion of the site is mostly open grass space that flows into a meandering ditch that flows into Little Cool Creek. According to the FEMA Flood Boundary and Floodway Map, Community Panel 18057C0207F, the site lies within Zone X, outside the 100-yr floodplain. An existing conditions drainage map is included in Section 2. Post-Developed Conditions The developed conditions for the overall property will include a 65,500 SF building that will contain office space and a work out center. Also included in the redevelopment will be a pazking lot to the south of the proposed building, relocation of existing utilities, pazking adjacent to the proposed building, entrance drives, and adetention/water quality system. Runoff from the proposed development in the northem portion of the site will drain through underground roof drains and storm sewer pipes and will connect to the existing storm sewer network serving the hospital, which includes an existing detention pond on the east side of the property. The northem portion of the site contains two sub-azeas. One of the azeas is 100% pervious grass cover, and it is decreasing in size from 1.40-acres to 0.99-acres in the post-developed condition. The other sub-area in the northern portion is 5.05-acres and is currently developed as a parking lot for St Vincent Hospital. 3.34-acres of this area are impervious. In the post-developed conditions, the sub-area will follow the same drainage pattern and its size will increase slightly to 5.20-acres. However, only 2.70 acres will be impervious. The rest will be grass area for athletic training facilities. Overall, the northern area that drains to the existing storm network decreases in size from 6.45- to 6.20-acres, with the remaining being rerouted to the southern area. At the same time, the impervious azea also decreases. Therefore, the redevelopment of the northem section represents a decrease in runoff from the pre-developed condition. The proposed development in the southern portion of the site includes the constmction of a pazking lot, an access road, and associated stormwater facilities. Since the site is currently covered by grass, the construction represents a significant increase in impervious azea and detention is required. The proposed development will be required to use a restrictive release calculation to determine the maximum outflow from the drainage system. The City of Carmel Woolpert St. Vincent Sports Performance Center July 2006 Stormwater Technical Standards Manual mandates that the developed outflow be limited to O.lcfs/Ac. for the l0-yeaz storm event and 0.3cfs/Ac.for the 100-year storm. There are 9.20 acres draining to the south and into Little Cool Creek. Therefore, the 10-year storm event will be controlled to 0.90 cfs and the 100-year storm event will be controlled to 2.76 cfs. Stormwater runoff from the southern portion of the site will sheet drain into bioretention cells in the center of the parking lot. There are three bioretention cells that are connected linearly from north to south via 12" storm pipe. The bioretention cells act as a means of water quality treatment for the runoff from the pazking lot surface, removing 91.% of TSS for the water quality volume. The cells dischazge into a dry detention basin that controls the outflow from the site, ensuring that the allowable discharge rate is not exceeded. Drainaee Summary Storm Allowable Total Discharge Dischar a Rate 10-yeaz 0.92 cfs 0.91 cfs 100-year 2.76 cfs 2.07 cfs Storm sewers were sized fora 10-yeaz storm. The time of concentration was assumed to be 5 minutes for all inlets. Proposed conditions calculations are included in Section 3, water quality calculations are included in Section 4, and storm sewer calculations aze included in Section 5. Conclusion The developed conditions for the overall property will include a 65,000 SF building that will contain office space and workout/rehabilitation equipment, parking, relocation of existing utilities, entrance drives, and adetention/water quality system. The post-developed 10-year and 100-yeaz discharges are below the release rates set forth in this drainage report. The proposed improvements have been designed according to the City of Carmel Storrnwater Technical Standazds Manual and no adjacent properties should be negatively affected by the proposed project. Woolpert St. Vincent Sports Performance Center July 2008 Soil Map-Hamilton County, Indiana ~~a1 Natural Resources ~ Web Soil Survey 2.0 6/24/2008 Conservation Service National Cooperative Soil Survey Page 1 of 3 A 0 100 200 400 BOOeters Feet 0 500 1,OOp 2,000 3,000 Soil Map-Hamilton County, Indiana MAP LEGEND area ortnreresc (aog ~a~I Area of Interest (AOI) Soils Soil Map Units Special Point Features (./ Blawaul Bartow Pit Clay Spot ~ Closed Depression ~{ Grevd Pit .. Gravelly Spot ~ Land(II Lava Fbw a4. Marsh St Mine or Quarry p Miscellaneous Water O Perennial Water v Rock Outcrop + Saline Spot Sandy Spot _ Severely Erotled Spot ~ Sinkhole Slide or Slip y Sodic Spot g SpoilArea Q Stony Spot MAP INFORMATION ~ Very Stony Spot Original soil survey map sheets were prepared at publication scale. ~ Wet Spot Viewing scale and printing style, however, may vary from the original. Please rely on the bar scale on each map sheet for proper other map measurements. Special Llne Features Source of Map: Natural Resources Conservation Service Gully Web Soll Survey URL: hftp://websoilsurvey.nres.usda.gov Short Steep Stove Coordinate System: UTM Zone 16N ~, This protlud is generated from the USDA-NRCS certified data as of ~ other the version date(s) listed below. Polrocal Features Soil Survey Area: Hamilton County, Intliana Munkipelities SUNey Area Data: Version 6, Sep 4, 2007 8 Cities Date(s) aerial images were photographetl: 1998 ® Urban Areas The orthophoto or other base map on which the soil lines were Water Features cempiled and digitized probably diners from the background oceans imagery displayed on these maps. As a result, some minor shifting ,,... Streams ana Canals of map unit boundaries may be evident. Transportation Rails Roads N Interstate Highways i,.. US Routes State Highways Loral Roads Other Roads Natural Resources Web Soil Survey 2.0 6/24/2008 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map-Hamilton County, Indiana Map Unit Legend Natural Resources Web Soil Survey 2.0 6/24/2008 Conservation Service National Cooperative Soil Survey Page 3 013 Totals for Area of Interest (AOI) ~ 222.6 100.0% PRE-DEVELOPMENT CALCULATIONS Woolpert St. Vincent Sports Performance Center July 2006 POST-DEVELOPMENT CALCULATIONS Woolperf St. Vincent Sports Performance Center July 2008 .s,s i 4Srfl=~ ~ 1r1 P Y } Ao3+e_ North N~h `~ ~a 4~20S ~t ~~~ ~ r ~~`~~l' ;~ ~~ Entran a Road ~,~,,,' ~~,~~ .i Middle Middle Overla d flow ~~ `; xCB. ~, South So th curb inlet `" 4~~~~ ~~sP~; Pon~East ~~ ,~~: Pond West Pond West Not a pond ~ w~~.'a~: .~ Y",+~~~ m Subgt Reach t~On ~ t=1f1{(~ Drainage Diagram Tor St Vincent - 07-15-08 -big RG c~ ;--~ -~?:` =~ ~,«~% Prepared by Williams Creek Consulting 7/16/2008 HydroCADC~J 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC • • i e S S i • St Vincent - 07-15-08 -big RG Prepared by Williams Creek Consu HydroCAD® 8.00 s/n 004552 ©2006 Hy Area Listing (selected nodes) Area (acres) CN Description (subcats) 0.336 73 Woods, Fair, HSG C (24S) 0.965 74 >75% Grass cover, Good, HSG C (9S,24S) 0,091 74 area add (24S) 1.323 83 1/4 acre lots, 38% imp, HSG C (4S,5S) 5.484 94 Urban commercial, 85% imp, HSG C (4S,SS,6S) 0.083 98 Pavement (9S) 0.350 98 Pond (9S,24S) 0.423 98 Road (20S) 0.070 98 Various other Impervious (24S) 0.072 98 pond add (24S) 9.197 Page 2 St Vincent - 07-15-08 -big RG Type II 24-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 3 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software_Solutions LLC 7/16/2008 Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points x 2 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment 4S: North Runoff Area=122,154 sf Runoff Depth=2.76" Tc=5.0 min CN=90 Runoff=13.57 cfs 0.645 of Subcatchment 5S: Middle Runoff Area=94,395 sf Runoff Depth=2.95" Tc=5.0 min CN=92 Runoff=11.01 cfs 0.533 of Subcatchment 6S: South Runoff Area=1.836 ac Runoff Depth=3.16" Tc=5.0 min CN=94 Runoff=9.72 cfs 0.483 of Subcatchment 9S: Pond West Runoff Area=19,297 sf Runoff Depth=2.76" Tc=5.0 min CN=90 Runoff=2.14 cfs 0.102 of Subcatchment 20S: Entrance Road Runoff Area=0.423 ac Runoff Depth=3.60" Flow Length=215' Tc=13.1 min CN=98 Runoff=1.84 cfs 0.127 of Subcatchment 24S: Overland flow Runoff Area=66,384 sf Runoff Depth=1.75" Flow Length=215' Tc=13.1 min CN=78 Runoff=3.68 cfs 0.223 of Pond 8P: Pond East Peak EIev=854.81' Storage=8,266 cf Inflow=5.51 cfs 0.349 of Outflow=0.31 cfs 0.347 of Pond 11 P: North Peak EIev=860.46' Storage=12,714 cf Inflow=13.57 cfs 0.645 of Outflow=0.90 cfs 0.640 of Pond 12P: Middle Peak EIev=859.99' Storage=15,586 cf Inflow=11.86 cfs 1.174 of Primary=0.83 cfs 1.174 of Secondary=0.00 cfs 0.000 of Outflow=0.83 cfs 1.174 of Pond 15P: South Peak EIev=858.38' Storage=11,160 cf Inflow=10.40 cfs 1.657 of Primary=1.18 cfs 1.657 of Secondary=0.00 cfs 0.000 of Outflow=1.18 cfs 1.657 of Pond 18P: Not a pond Inflow=0.91 cfs 2.063 of Primary=0.91 cfs 2.063 of Pond 21 P: Pond West Peak Elev=856.72' Storage=24,772 cf Inflow=3.26 cfs 1.759 of Outflow=0.71 cfs 1.716 of Pond 22P: curb inlet Peak Elev=859.67' Inflow=1.84 cfs 0.127 of Outflow=1.84 cfs 0.127 of St Vincent - 07-15-08 -big RG Prepared by Williams Creek Cons HydroCAD® 8.00 s/n 004552 ©2006 H Type 11 24-hr 10 year Rainfall=3.83" Page 2 Subcatchment 4S: North Runoff = 13.57 cfs @ 11.96 hrs, Volume= 0.645 af, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 10 year Rainfall=3.83" Area (sf) CN Description 79,515 94 Urban commercial, 85% imp, HSG C 42,639 83 1/4 acre lots, 38% imp, HSG C 122,154 90 Weighted Average 38,363 Pervious Area 83,791 Impervious Area Tc Length Slope 5.0 Description Direct Entry, Subcatchment 5S: Middle Runoff = 11.01 cfs @ 11.96 hrs, Volume= 0.533 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 10 year Rainfall=3.83" Area (sfl CN Description 79,410 94 Urban commercial, 85% imp, HSG C 14,985 83 1/4 acre lots, 38% imp, HSG C 94,395 92 Weighted Average 21,202 Pervious Area 73,193 Impervious Area Tc Length Slope 5.0 Runoff = Description Direct Entry, Subcatchment 6S: South 9.72 cfs @ 11.96 hrs, Volume= 0.483 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description 1.836 94 Urban commercial, 85% imp, HSG C 0.275 Pervious Area 1.561 Impervious Area St Vincent - 07-15-08 -big RG Type II 24-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 3 ~droCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Tc Length Slope min) (feet) (ft/ft) 5.0 Description Direct Entry, Subcatchment 9S: Pond West Runoff = 2.14 cfs @ 11.96 hrs, Volume= 0.102 af, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 10 year Rainfall=3.83" Area (sf) CN Description 9,453 98 Pond 3,615 98 Pavement 6,229 74 >75% Grass cover, Good HSG C 19,297 90 Weighted Average 6,229 Pervious Area 13,068 Impervious Area Tc Length Slope Description 5.0 Direct Entry, Subcatchment 20S: Entrance Road Runoff = 1.84 cfs @ 12.04 hrs, Volume= 0.127 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description 0.423 98 Road 0.423 Impervious Area Tc Length Slope Velocity Capacity Description 13.0 200 0.0500 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 0.1 15 0.0100 2.03 Shallow Concentrated Flow, Gutter Paved Kv= 20.3 fos 13.1 215 Total Subcatchment 24S: Overland flow Runoff = 3.68 cfs @ 12.05 hrs, Volume= 0.223 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 10 year Rainfall=3.83" • • • r St Vincent - 07-75-08 -big RG Type 1124-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 4 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 _ Area (sf) CN Description 5,793 98 Pond 3,049 98 Various other Impervious 14,636 73 Woods, Fair, HSG C 35,806 74 >75% Grass cover, Good, HSG C 3,129 98 pond add 3.971 74 area add 66,384 78 Weighted Average 54,413 Pervious Area 11,971 Impervious Area Tc Length Slope Velocity Capacity Description 13.0 200 0.0500 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 0.1 15 0.0100 2.03 Shallow Concentrated Flow, Gutter Paved Kv= 20.3 fos 13.1 215 Total Pond 8P: Pond East Inflow Area = 1.947 ac, Inflow Depth = 2.15" for 10 year event Inflow = 5.51 cfs @ 12.05 hrs, Volume= 0.349 of Outflow = 0.31 cfs @ 13.47 hrs, Volume= 0.347 af, Atten= 94%, Lag= 85.0 min Primary = 0.31 cfs @ 13.47 hrs, Volume= 0.347 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 854.81' @ 13.47 hrs Surf.Area= 5,445 sf Storage= 8,266 cf Plug-Flow detention time= 346.6 min calculated for 0.347 of (99% of inflow) Center-of-Mass det. time= 343.0 min (1,154.2 - 811.3 ) Volume Invert Avail.Storage Storage Description #1 853.00' 31,053 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Su rf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 853.00 3,740 0 0 854.00 4,656 4,198 4,198 855.00 5,635 5,146 9,344 856.00 6,671 6,153 15,497 857.00 7,764 7,218 22,714 858.00 8,913 8,339 31,053 Device Routing Invert Outlet Devices #1 Primary 853.00' 12.0" x 30.0' long Culvert Ke= 0.500 Outlet Invert= 852.88' S= 0.0040 '/' Cc= 0.900 n= 0.013 #2 Device 1 853.00' 5.0" Vert. Orifice Plate C= 0.600 #3 Device 2 854.80' 1.17' x 1.17' Horiz. High Flow Inlet Limited to weir flow C= 0.600 #4 Device 2 853.00' 3.0" Vert. Low Flow Orifice C= 0.600 A • • St Vincent - 07-15-08 -big RG Prepared by Williams Creek Cons Type 1124-hr 10 year Rainfall=3.83" Page 5 Primary OutFlow Max=0.31 cfs @ 13.47 hrs HW=854.81' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Passes 0.31 cfs of 3.88 cfs potential flow) 2=Orifice Plate (Passes 0.31 cfs of 0.83 cfs potential flow) ~3=High Flow Inlet (Weir Controls 0.01 cfs @ 0.24 fps) 4=Low Flow Orifice (Orifice Controls 0.31 cfs @ 6.24 fps) Pond 11 P: North Inflow Area = 2.804 ac, Inflow Depth = 2.76" for 10 year event Inflow = 13.57 cfs @ 11.96 hrs, Volume= 0.645 of Outflow = 0.90 cfs @ 12.06 hrs, Volume= 0.640 af, Atten= 93%, Lag= 6.4 min Primary = 0.90 cfs @ 12.06 hrs, Volume= 0.640 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 860.46' @ 12.74 hrs Surf.Area= 6,009 sf Storage= 12,714 cf Plug-Flow detention time= 276.6 min calculated for 0.640 of (99% of inflow) Center-of-Mass det. time= 272.7 min (1,068.8 - 796.1 ) Volume Invert Avail.Storage Storage Description #1 855.00' 33,032 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 855.00 43 35.0 0 0 856.00 1,002 35.0 183 183 857.00 2,024 35.0 530 712 858.00 3,102 35.0 897 1,609 858.10 3,102 100.0 310 1,920 859.00 4,237 100.0 3,303 5,222 860.00 5,428 100.0 4,833 10,055 861.00 6,677 100.0 6,053 16,107 862.00 27,173 100.0 16,925 33,032 Device Routing Invert Outlet Devices #1 Primary 856.00' 12.0 " x 66.5' long Culvert Ke= 0.500 Outlet Invert= 855.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 #2 Device 1 856.00' 6.0" Vert. Orifice Plate C= 0.600 #3 Device 2 856.00' 6.0" Vert. Underdrain C= 0.600 #4 Device 2 859.00' 6.0" Vert. Low Flow Orifice C= 0.600 #5 Device 2 859.50' 1.17 ' x 1.17' Horiz. High Flow Inlet Limited to weir flow C= 0.600 Primary OutFlow Max=0.90 cfs @ 12.06 hrs HW=860.23' TW=859.32' (Dynamic Tailwater) 1` -Culvert (Passes 0.90 cfs of 3.17 cfs potential flow) L =Orifice Plate (Orifice Controls 0.90 cfs @ 4.59 fps) ~3=Underdrain (Passes < 0.90 cfs potential flow) 4=Low Flow Orifice (Passes < 0.90 cfs potential flow) 5=High Flow Inlet (Passes < 5.62 cfs potential flow) • • • St Vincent - 07-15-08 -big RG Type 1124-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 6 HydroCAD® 8.00 s/n 004552 ©2006 HvdroCAD Software Solutions LLC 7/1 R/~nnR Pond 12P: Middle Inflow Area = 4.971 ac, Inflow Depth = 2.83" for 10 year event Inflow = 11.86 cfs @ 11.96 hrs, Volume= 1.174 of Outflow = 0.83 cfs @ 14.35 hrs, Volume= 1.174 af, Atten= 93%, Lag= 143.5 min Primary = 0.83 cfs @ 14.35 hrs, Volume= 1.174 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 859.99' @ 14.30 hrs Surf.Area= 6,828 sf Storage= 15,586 cf Plug-Flow detention time= 231.1 min calculated for 1.173 of (100% of inflow) Center-of-Mass det. time= 231.1 min (1,171.9 - 940.9 ) Volume Invert Avail.Storage Storage Description #1 855.00' 24,995 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Sun`.Area Voids Inc.Store Cum.Store (feet) (sq=ft) (%) (cubic-feet) (cubic-feet) 855.00 575 35.0 0 0 856.00 1,715 35.0 401 401 857.00 2,912 35.0 810 1,210 857.10 2,912 100.0 291 1,502 858.00 4,167 100.0 3,186 4,687 859.00 5,478 100.0 4,823 9,510 860.00 6,845 100.0 6,162 15,671 861.00 11,802 100.0 9,324 24,995 Device Routing Invert Outlet Devices #1 Primary 855.00' 12.0" x 66.5' long Culvert Ke= 0.500 Outlet Invert= 854.80' S= 0.0030 '!' Cc= 0.900 n= 0.013 #2 Device 1 855.00' S.0" Vert. Orifice Plate C= 0.600 #3 Device 2 855.00' 6.0" Vert. Underdrain C= 0.600 #4 Device 2 858.00' 6.0" Vert. Low flow orifice at surface C= 0.600 #5 Device 2 859.00' 7.17 ' x 1.17' Horiz. High Flow Inlet Limited to weir flow C= 0.600 #6 Secondary 860.50' 6.0' long x 24.0' breadth Broad-Crested Rectangular Weir Hea d (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coe f. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.83 cfs @ 14.35 hrs HW=859.99' TW=858.38' (Dynamic Tailwater) L -Culvert (Passes 0.83 cfs of 4.22 cfs potential flow) =Orifice Plate (Orifice Controls 0.83 cfs @ 6.11 fps) ~3=Underdrain (Passes < 1.20 cfs potential flow) 4=Low flow orifice at surface (Passes < 1.20 cfs potential flow) 5=High Flow Inlet (Passes < 6.55 cfs potential flow) ecoBdoad Crest d Rectangulafr Wev(Controls 0.00 cf0j' TW=854.50' (Dynamic Tailwater) • • • St Vincent - 07-15-08 -big RG Type 1124-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 7 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Pond 15P: South Inflow Area = 6.807 ac, Inflow Depth = 2.92" for 10 year event Inflow = 10.40 cfs @ 11.96 hrs, Volume= 1.657 of Outflow = 1.18 cfs @ 12.20 hrs, Volume= 1.657 af, Atten= 89%, Lag= 14.4 min Primary = 1.18 cfs @ 12.20 hrs, Volume= 1.657 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 858.38' @ 13.97 hrs Surf.Area= 6,371 sf Storage= 11,160 cf Plug-Flow detention time= 158.5 min calculated for 1.657 of (100% of inflow) Center-of-Mass det. time= 158.3 min (1,215.1 - 1,056.8 ) Volume Invert Avail.Storage Storage Description #1 854.50' 46,514 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 854.50 1,215 35.0 0 0 855.50 2,462 35.0 643 643 856.50 3,766 35.0 1,090 1,733 856.60 3,766 100.0 377 2,110 857.50 5,127 100.0 4,002 6,112 858.50 6,544 100.0 5,836 11,947 859.50 8,018 100.0 7,281 19,228 860.00 11,791 100.0 4,952 24,181 861.00 32,876 100.0 22,334 46,514 Device Routing Invert Outlet Devices #1 Primary 854.50' 12.0" x 89.0' long Culvert Ke= 0.500 Outlet Invert= 854.06' S= 0.0049 '/' Cc= 0.900 n= 0.013 #2 Device 1 854.50' 5.0" Vert. Orifice Plate C= 0.600 #3 Device 2 857.50' 8.0" Vert. Low flow orifice at surface C= 0.600 #4 Device 2 858.50' 1.17' x 1.17' Horiz. High Flow Inlet Limited to weir flow C= 0.600 #5 Device 2 854.50' 6.0" Vert. Underdrain C= 0.600 #6 Secondary 860.50' 6.0' long x 110.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.18 cfs @ 12.20 hrs HW=858.21' TW=854.99' (Dynamic Tailwater) t1=Culvert (Passes 1.18 cfs of 5.40 cfs potential flow) t -Onfice Plate (Orifice Controls 1.18 cfs @ 8.65 fps) 3=Low flow orifice at surface (Passes < 0.64 cfs potential flow) =High Flow Inlet (Controls 0.00 cfs) S=Underdrain (Passes < 1.70 cfs potential flow) y~econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=854.50' TW=859.50' (Dynamic Tailwater) '--6=Broad-Crested Rectangular Weir(Controls 0.00 cfs) • • • St Vincent - 07-15-08 -big RG Type 11 24-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 8 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Pond 18P: Not a pond Inflow Area = 9.197 ac, Inflow Depth > 2.69" for 10 year event Inflow = 0.91 cfs @ 19.23 hrs, Volume= 2.063 of Primary = 0.91 cfs @ 19.23 hrs, Volume= 2.063 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Pond 21 P: Pond West Inflow Area = 7.250 ac, Inflow Depth > 2.91" for 10 year event Inflow = 3.26 cfs @ 11.96 hrs, Volume= 1.759 of Outflow = 0.71 cfs @ 25.51 hrs, Volume= 1.716 af, Atten= 78%, Lag= 812.7 min Primary = 0.71 cfs @ 25.51 hrs, Volume= 1.716 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 856.72' @ 25.51 hrs Surf.Area= 10,261 sf Storage= 24,772 cf Plug-Flow detention time= 476.4 min calculated for 1.716 of (98% of inflow) Center-of-Mass det. time= 449.4 min (1,640.3 - 1,190.8 ) Volume Invert Avail.Storage Storage Description #1 853.80' 51,658 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 853.80 6,815 0 0 854.00 7,032 1,385 1,385 855.00 8,159 7,596 8,980 856.00 9,354 8,757 17,737 857.00 10,618 9,986 27,723 858.00 11,951 11,285 39,007 859.00 13,351 12,651 51,658 Device Routing Invert Outlet Devices #1 Primary 853.80' 12.0" x 21.0' long Culvert Ke= 0.500 Outlet Invert= 853.68' S= 0.0057 '/' Cc= 0.900 n= 0.013 #2 Device 1 853.80' 4.0" Vert, low flow orifice C= 0.600 #3 Device 1 856.70' 1.17' W x 1.17' H Vert. hi flow inlet C= 0.600 Primary OutFlow Max=0.71 cfs @ 25.51 hrs HW=856.72' TW=0.00' (Dynamic Tailwater) L~Culvert (Passes 0.71 cfs of 5.88 cfs potential flow) 2=low flow orifice (Orifice Controls 0.70 cfs @ 7.99 fps) 3=hi flow inlet (Orifice Controls 0.01 cfs @ 0.42 fps) St Vincent - 07-15-08 -big RG Prepared by Williams Creek Cons Pond 22P: curb inlet Type 1124-hr 10 year Rainfall=3.83" Page 9 Inflow Area = 0.423 ac, Inflow Depth = 3.60" for 10 year event Inflow = 1.84 cfs @ 12.04 hrs, Volume= 0.127 of Outflow = 1.84 cfs @ 12.04 hrs, Volume= 0.127 af, Atten= 0%, Lag= 0.0 min Primary = 1.84 cfs @ 12.04 hrs, Volume= 0.127 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 859.67' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 859.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Primary OutFlow Max=1.84 cfs @ 12.04 hrs HW=859.67' TW=854.01' (Dynamic Tailwater) L1=Orifice/Grate (Weir Controls 1.84 cfs @ 1.35 fps) St Vincent - 07-15-08 -big RG Type II 24-hr 100 year Rainfall=6.46" Prepared by Williams Creek Consulting Page 10 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7116/2008 Subcatchment 4S: North Runoff = 24.95 cfs @ 11.96 hrs, Volume= 1.237 af, Depth= 5.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 100 year Rainfall=6.46" Area (sf) CN Description 79,515 94 Urban commercial, 85% imp, HSG C 122,154 90 Weighted Average 38,363 Pervious Area 83,791 Impervious Area 5.0 Tc Length Slope Velocity Capacity Description Direct Entry, Subcatchment 5S: Middle Runoff = 19.72 cfs @ 11.96 hrs, Volume= 0.997 af, Depth= 5.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 100 year Rainfall=6.46" Area (sf) CN Description 79,410 94 Urban wmmercial, 85% imp, HSG C 14,985 83 1/4 acre lots, 38% imp, HSG C 94,395 92 Weighted Average 21,202 Pervious Area 73,193 Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Subcatchment 6S: South Runoff = 17.02 cfs @ 11.96 hrs, Volume= 0.880 af, Depth= 5.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description 1.836 94 Urban commercial, 85% imp, HSG C 0.275 Pervious Area 1.561 Impervious Area St Vincent - 07-75-08 • big RG Prepared by Williams Creek Cons HvdroCAD® 8.00 s/n 004552 ©2006 F Tc Length 5.0 Type 11 24-hr 100 year Rainfall=6.46" Page 11 Solutions LLC 7/16/2008 Description Direct Entry, Subcatchment 9S: Pond West Runoff = 3.94 cfs @ 11.96 hrs, Volume= 0.195 af, Depth= 5.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 100 year Rainfall=6.46" Area (sf) CN Description 9,453 98 Pond 3,615 98 Pavement 6,229 74 >75% Grass cover, Good, HSG C 19,297 90 Weighted Average 6,229 Pervious Area 13,068 Impervious Area Tc Length 5.0 Description Direct Entry, Subcatchment 20S: Entrance Road Runoff = 3.12 cfs @ 12.04 hrs, Volume= 0.219 af, Depth= 6.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description 0.423 98 Road 0.423 Impervious Area Tc Length Slope Velocity Capacity Description (min) {feet) (ft/ft) (fUsec) (cfs) 13.0 200 0.0500 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 0.1 15 0.0100 2.03 Shallow Concentrated Flow, Gutter Paved Kv= 20.3 fps 13.1 215 Total Subcatchment 24S: Overland flow Runoff = 8.33 cfs @ 12.05 hrs, Volume= 0.506 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type II 24-hr 100 year Rainfall=6.46" • • • St Vincent - 07-15-08 -big RG Prepared by Williams Creek Cons Software Solutions Area (sf) CN Description Type 1124-hr 100 year Rainfall=6.46" Page 12 5,793 98 Pond 3,049 98 Various other Impervious 14,636 73 Woods, Fair, HSG C 35,806 74 >75% Grass cover, Good, HSG C 3,129 98 pond add 3.971 74 area add 66,384 78 Weighted Average 54,413 Pervious Area 11,971 Impervious Area Tc Length Slope Velocity Capacity Description 13.0 200 0.0500 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 0.1 15 0.0100 2.03 Shallow Concentrated Flow, Gutter Paved Kv= 20.3 fps 13.1 215 Total Pond 8P: Pond East Inflow Area = 1.947 ac, Inflow Depth = 5.02" for 100 year event Inflow = 11.44 cfs @ 12.05 hrs, Volume= 0.815 of Outflow = 1.12 cfs @ 12.65 hrs, Volume= 0.813 af, Atten= 90%, Lag= 36.5 min Primary = 1.12 cfs @ 12.65 hrs, Volume= 0.813 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 856.10' @ 12.65 hrs Surf.Area= 6,785 sf Storage= 16,196 cf Plug-Flow detention time= 259.6 min calculated for 0.813 of (100% of inflow) Center-of-Mass det. time= 257.7 min (1,077.9 - 820.2 ) Volume Invert Avail.Storage Storage Description #1 853.00' 31,053 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Su rf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 853.00 3,740 0 0 854.00 4,656 4,198 4,198 .855.00 5,635 5,146 9,344 856.00 6,671 6,153 15,497 857.00 7,764 7,218 22,714 858.00 8,913 8,339 31,053 Device Routing Invert Outlet Devices #1 Primary 853.00' 12.0" x 30.0' long Culvert Ke= 0.500 Outlet Invert= 852.88' S= 0.0040 '/' Cc= 0.900 n= 0.013 #2 Device 1 853.00' 5.0" Vert. Orifice Plate C= 0.600 #3 Device 2 854.80' 1;17' x 1.17' Horiz. High Flow Inlet Limited to weir flow C= 0.600 #4 Device 2 853.00' 3.0" Vert. Low Flow Orifice C= 0.600 • • • r St Vincent - 07-15-08 -big RG Prepared by Williams Creek Cons Type II 24-hr 100 year Rainfall=6.46" Page 13 Primary OutFlow Max=1.12 cfs @ 12.65 hrs HW=856.10' TW=0.00' (Dynamic Tailwater) t~Culvert (Passes 1.12 cfs of 6.01 cfs potential flow) 2=Orifice Plate (Orifice Controls 1.12 cfs @ 8.19 fps) ~3=High Flow Inlet (Passes < 7.53 cfs potential flow) 4=Low Flow Orifice (Passes < 0.41 cfs potential flow) Pond 11 P: North Inflow Area = 2.804 ac, Inflow Depth = 5.29" for 100 year event Inflow = 24.95 cfs @ 11.96 hrs, Volume= 1.237 of Outflow = 0.99 cfs @ 13.60 hrs, Volume= 1.233 af, Atten= 96%, Lag= 98.6 min Primary = 0.99 cfs.@ 13.60 hrs, Volume= 1.233 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 861.80' @ 13.25 hrs Surf.Area= 23,148 sf Storage= 28,091 cf Plug-Flow detention time= 420.0 min calculated for 1.233 of (100% of inflow) Center-of-Mass det. time= 417.6 min (1,195.7 - 778.1 ) Volume Invert Avail.Storage Storage Description #1 855.00' 33,032 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 855.00 43 35.0 0 0 856.00 1,002 35.0 183 183 857.00 2,024 35.0 530 712 858.00 3,102 35.0 897 1,609 858.10 3,102 100.0 310 1,920 859.00 4,237 100.0 3,303 5,222 860.00 5,428 100.0 4,833 10,055 861.00 6,677 100.0 6,053 16,107 862.00 27,173 100.0 16,925 33,032 Device Routing Invert Outlet Devices #1 Primary 856.00' 12.0 " x 66.5' long Culvert Ke= 0.500 Outlet Invert= 855.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 #2 Device 1 856.00' 6.0" Vert. Orifice Plate C= 0.600 #3 Device 2 856.00' 6.0" Vert. Underdrain C= 0.600 #4 Device 2 859.00' 6.0" Vert. Low Flow Orifice C= 0.600 #5 Device 2 859.50' 1.17' x 1.17' Horiz. High Flow Inlet Limited to weir flow C= 0.600 Primary OutFlow Max=0.99 cfs @ 13.60 hrs HW=861.80' TW=860.69' (Dynamic Tailwater) L -Culvert (Passes 0.99 cfs of 3.50 cfs potential flow) =Orifice Plate (Orifice Controls 0.99 cfs @ 5.06 fps) ~3=Underdrain (Passes < 0.99 cfs potential flow) 4=Low Flow Orifice (Passes < 0.99 cfs potential flow) 5=High Flow Inlet (Passes < 6.93 cfs potential flow) • St Vincent - 07-15-08 -big RG Type II 24-hr 100 year Rainfall=6.46" Prepared by Williams Creek Consulting Page 14 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Pond 12P: Middle Inflow Area = 4.971 ac, Inflow Depth = 5.38" for 100 year event Inflow = 20.63 cfs @ 11.96 hrs, Volume= 2.230 of Outflow = 3.53 cfs @ 12.16 hrs, Volume= 2.224 af, Atten= 83%, Lag= 12.1 min Primary = 0.78 cfs @ 11.98 hrs, Volume= 1.299 of Secondary = 2.83 cfs @ 12.17 hrs, Volume= 0.926 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 860.81' @ 12.17 hrs Surf.Area= 10,874 sf Storage= 22,873 cf Plug-Flow detention time= 286.2 min calculated for 2.223 of (100% of inflow) Center-of-Mass det. time= 281.6 min (1,287.2 - 1,005.6 ) Volume Invert Avail.Storage Storage Description #1 855.00' 24,995 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-fl) (%) (cubic-feet) (cubic-feet) 855.00 575 35.0 0 0 856.00 1,715 35.0 401 401 857.00 2,912 35.0 810 1,210 857.10 2,912 100.0 291 1,502 858.00 4,167 100.0 3,186 4,687 859.00 5,478 100.0 4,823 9,510 860.00 6,845 100.0 6,162 15,671 861.00 11,802 100.0 9,324 24,995 Device Routing Invert Outlet Devices #1 Primary 855.00' 12.0" x 66.5' long Culvert Ke= 0.500 Outlet Invert= 854.80' S= 0.0030'/' Cc= 0.900 n= 0.013 #2 Device 1 855.00' 5.0" Vert. Orifice Plate C= 0.600 #3 Device 2 855.00' 6.0" Vert. Underdrain C= 0.600 #4 Device 2 858.00' 6.0" Vert. Low flow orifice at surface C= 0.600 #5 Device 2 859.00' 1.17' x 1.17' Horiz. High Flow Inlet Limited to weir flow C= 0.600 #6 Secondary 860.50' 6.0' long x 24.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.78 cfs @ 11.98 hrs HW=860.39' TW=858.99' (Dynamic Tailwater) t -Culvert (Passes 0.78 cfs of 3.94 cfs potential flow) =Orifice Plate (Orifice Controls 0.78 cfs @ 5.70 fps) 3=Underdrain (Passes < 1.12 cfs potential flow) =Low flow orifice at surface (Passes < 1.12 cfs potential flow) 5=High Flow Inlet (Passes < 7.76 cfs potential flow) econdary OutFlow Max=2.82 cfs @ 12.17 hrs HW=860.81' TW=859.69' (Dynamic Tailwater) =Broad-Crested Rectangular Weir(Weir Controls 2.82 cfs @ 1.50 fps) • • • i r St Vincent - 07-15-08 -big RG Prepared by Williams Creek Consulting HydroCAD® 8.00 s/n 004552 ©2006 HydroC Pond 15P: South Type 1124-hr 100 year Rainfall=6.46" Page 15 Inflow Area = 6.807 ac, Inflow Depth > 5.47" for 100 year event Inflow = 17.80 cfs @ 11.96 hrs, Volume= 3.104 of Outflow = 1.57 cfs @ 15.77 hrs, Volume= 3.085 af, Atten= 91 %, Lag= 229.0 min Primary = 1.36 cfs @ 12.83 hrs, Volume= 2.995 of Secondary = 0.30 cfs @ 15.95 hrs, Volume= 0.089 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 860.57' @ 15.95 hrs Surf.Area= 23,821 sf Storage= 34,340 cf Plug-Flow detention time= 283.3 min calculated for 3.083 of (99% of inflow) Center-of-Mass det. time= 273.0 min (1,411.4 - 1,138.3 ) Volume Invert Avail.Storage Storage Description #1 854.50' 46,514 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 854.50 1,215 35.0 0 0 855.50 2,462 35.0 643 643 856.50 3,766 35.0 1,090 1,733 856.60 3,766 100.0 377 2,110 857.50 5,127 100.0 4,002 6,112 858.50 6,544 100.0 5,836 11,947 859.50 8,018 100.0 7,281 19,228 860.00 11,791 100.0 4,952 24,181 861.00 32,876 100.0 22,334 46,514 Device Routing Invert Outlet Devices #1 Primary 854.50' 12.0" x 89.0' long Culvert Ke= 0.500 Outlet Invert= 854.06' S= 0.0049 '/' Cc= 0.900 n= 0.013 #2 Device 1 854.50' 5.0" Vert. Orifice Plate C= 0.600 #3 Device 2 857.50' 6.0" Vert. Low flow orifice at surface C= 0.600 #4 Device 2 858.50' 1.17' x 1.17' Horiz. High Flow Inlet Limited to weir flow C= 0.600 #5 Device 2 854.50' 6.0" Vert. Underdrain C= 0.600 #6 Secondary 860.50' 6.0' long x 110.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.36 cfs @ 12.83 hrs HW=860.24' TW=855.98' (Dynamic Tailwater) t -Culvert (Passes 1.36 cfs of 6.28 cfs potential flow) =Orifice Plate (Orifice Controls 1.36 cfs @ 9.95 fps) 3=Low flow orifice at surface (Passes < 1.49 cfs potential flow) =High Flow Inlet (Passes < 8.71 cfs potential flow) S=Underdrain (Passes < 1.95 cfs potential flow) econdary OutFlow Max=0.30 cfs @ 15.95 hrs HW=860.57' TW=859.56' (Dynamic Tailwater) =Broad-Crested Rectangular Weir(Weir Controls 0.30 cfs @ 0.71 fps) St Vincent - 07-15-08 -big RG Prepared by Williams Creek Consulting HydroCAD® 8.00 s/n 004552 ©2006 HydroC Type 11 24-hr 100 year Rainfall=6.46" Page 16 Pond 18P: Not a pond Inflow Area = 9.197 ac, Inflow Depth > 4.77" for 100 year event Inflow = 2.07 cfs @ 17.52 hrs, Volume= 3.656 of Primary = 2.07 cfs @ 17.52 hrs, Volume= 3.656 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Pond 21 P: Pond West Inflow Area = 7.250 ac, Inflow Depth > 5.28" for 100 year event Inflow = 5.14 cfs @ 11.96 hrs, Volume= 3.191 of Outflow = 1.28 cfs @ 19.65 hrs, Volume= 2.843 af, Atten= 75%, Lag= 461.7 min Primary = 1.28 cfs @ 19.65 hrs, Volume= 2.843 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 856.98' @ 19.65 hrs Surf.Area= 10,588 sf Storage= 27,475 cf Plug-Flow detention time= 395.5 min calculated for 2.842 of (89% of inflow) Center-of-Mass det. time= 262.2 min (1,646.2 - 1,384.0 ) #1 853.80' 51,658 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 853.80 6,815 0 0 854.00 7,032 1,385 1,385 855.00 8,159 7,596 8,980 856.00 9,354 8,757 17,737 857.00 10,618 9,986 27,723 858.00 11,951 11,285 39,007 859.00 13,351 12,651 51,658 Device Routing Invert Outlet Devices #1 Primary 853.80' 12.0" x 21.0' long Culvert Ke= 0.500 Outlet Invert= 853.68' S= 0.0057'/' Cc= 0.900 n= 0.013 #2 Device 1 853.80' 4.0" Vert. low flow orifice C= 0.600 #3 Device 1 856.70' 1,17' W x 1.17' H Vert. hi flow inlet C= 0.600 Primary OutFlow Max=1.28 cfs @ 19.65 hrs HW=856.98' TW=0.00' (Dynamic Tailwater) L~Culvert (Passes 1.28 cfs of 6.19 cfs potential flow) 2=low flow orifice (Orifice Controls 0.73 cfs @ 8.35 fps} 3=hi flow inlet (Orifice Controls 0.55 cfs @ 1.69 fps) St Vincent - 07-15-08 -big RG Type 1124-hr 100 year Rainfall=6.46" Prepared by Williams Creek Consulting Page 17 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Pond 22P: curb inlet Inflow Area = 0.423 ac, Inflow Depth = 8.76" for 100 year event Inflow = 3.12 cfs @ 12.04 hrs, Volume= 0.309 of Outflow = 3.12 cfs @ 12.04 hrs, Volume= 0.309 af, Atten= 0%, Lag= 0.0 min Primary = 3.12 cfs @ 12.04 hrs, Volume= 0.309 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 859.74' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 859.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Primary OutFlow Max=3.11 cfs @ 12.04 hrs HW=859.74' TW=855.08' (Dynamic Tailwater) L1=Orifice/Grate (Weir Controls 3.11 cfs @ 1.61 fps) ~~ ~~ 8 P~3. Sa'Ph Rw: SE T'we#a, ~~c ~,. ~~ ~2~1~P~ _ ~e=~~. _ ,.~ Pond West Pon East mF; ~~ ~~~~~ ~~1$ P~, Not a pond Subcat Reach ~.~on t~lllk= ~„~,~. r- fvem 4 r~5 St Vincent - 07-15-08 -big RG Type 1124-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 2 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Pond 8P: Pond East Hydrograph ... ; . .. ®Inflow g • 5 51, CtSu ®Primary Inflow Area=1.947,ac 6 Peak Elev=854.81.' Storage=8,266 cf u .... .. .. ;... .. .; . '.,.. ,... . .. .... .. ;.. .. ~ ~ :.. 3 : ~, ~, ~~ o LL '. '. - ~, 2 ; 1 ', 4 6 8 10 12 14 i6 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • • • St Vincent - 07-15-08 -big RG Type 1124-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 3 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Hydrograph for Pond 8P: Pond East Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 853.00 0.00 1.00 0.00 0 853.00 0.00 2.00 0.01 8 853.00 0.00 3.00 0.01 35 853.01 0.00 4.00 0.01 78 853.02 0.00 5.00 0.02 131 853.03 0.00 6.00 0.02 191 853.05 0.01 7.00 0.03 255 853.07 0.01 8.00 0.03 318 853.08 0.01 9.00 0.04 389 853.10 0.02 10.00 0.07 494 853.13 0.03 11.00 0.17 732 853.19 0.06 12.00 4.96 3,510 853.85 0.20 13.00 0.41 8,186 854.79 0.31 14.00 0.24 8,201 854.79 0.31 15.00 0.19 7,864 854.73 0.30 16.00 0.15 7,402 854.64 0.29 17.00 0.13 6,858 854.54 0.28 18.00 0.11 6,298 854.43 0.27 19.00 0.10 5,727 854.32 0.26 20.00 0.08 5,148 854.20 0.25 21.00 0.08 4,578 854.08 0.23 22.00 0.08 4,047 853.97 0.22 23.00 0.07 3,557 853.86 0.20 24.00 0.07 3,108 853.76 0.19 25.00 0.00 2,516 853.62 0.17 26.00 0.00 1,957 853.49 0.14 27.00 0,00 1,484 853.38 0.12 28.00 0,00 1,100 853.28 0.09 29.00 0,00 805 853.21 0.07 30.00 0.00 604 853.16 0.04 31.00 0,00 474 853.12 0.03 32.00 0,00 385 853.10 0.02 33.00 0.00 323 853.09 0.01 34.00 0.00 277 853.07 0.01 35.00 0.00 242 853.06 0.01 36.00 0.00 214 853.06 0.01 37.00 0.00 192 853.05 0.01 38.00 0.00 174 853.05 0.00 39.00 0.00 159 853.04 0.00 40.00 0.00 146 853.04 0.00 41.00 0.00 135 853.04 0.00 42.00 0.00 126 853.03 0.00 43.00 0.00 118 853.03 0.00 44.00 0.00 110 853.03 0.00 45.00 0.00 104 853.03 0.00 46.00 0.00 98 853.03 0.00 47.00 0.00 93 853.02 0.00 48.00 0.00 89 853.02 0.00 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • St Vincent - 07-15-08 -big RG Type ll 24-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 4 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Pond 18P: Not a pond Hydrograph ® Inflow 1 - - ®Primary `o s1 ctss. flow'Area=9.197 ac ,~ 0 2 4 20 22 24 26 28 30 32 34 36 38 40 42 44 Time (hours) • • • • St Vincent - 07-15-08 -big RG Type 11 24-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 5 HydroCAD® 8.00 s/n 004552 ©2006 HvdroCAD Software Solutions LLC 7/'I F/~nna Hydrograph for Pond 18P: Not a pond Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.01 0.01 7.00 0.03 0.03 8.00 0.07 0.07 9.00 0.15 0.15 10.00 0.23 0.23 11.00 0.33 0.33 12.00 0.60 0.60 13.00 0.79 0.79 14.00 0.84 0.84 15.00 0.87 0.87 16.00 0.89 0.89 17.00 0.90 0.90 18.00 0.91 0.91 19.00 0,91 0.91 20.00 0,91 0.91 21.00 0.91 0.91 22.00 0.90 0.90 23.00 0.89 0.89 24.00 0.88 0.88 25.00 0,87 0.87 26.00 0.85 0.85 27.00 0,82 0.82 28.00 0,79 0.79 29.00 0,76 0.76 30.00 0.73 0.73 31.00 0.70 0.70 32.00 0,68 0.68 33.00 0.67 0.67 34.00 0,64 0.64 35.00 0.62 0.62 36.00 0.59 0.59 37.00 0,56 0.56 38.00 0.53 0.53 39.00 0.49 0.49 40.00 0.46 0.46 41.00 0.42 0.42 42.00 0.39 0.39 43.00 0.35 0.35 44.00 0.31 0.31 45.00 0.27 0.27 46.00 0.22 0.22 47.00 0.18 0.18 48.00 0.13 0.13 St Vincent - 07-15-08 -big RG Type lI 24-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 6 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Pond 21 P: Pond West Hydrograph '... '.. ®Inflow `3;26scfSw @ Primary Inflow Area=7.250 ac 3 Peak Elev=856.72' Stolrage=24,772 cf ~ 2 ',. ~.; LL r n 1 '. ~t„ '. 1 ~ ~, ;~0~71r CfS3 I ~"r h 0 0 2 4 6 8 10 12 14 i6 18 20 22 24 26 28 30 32 34 36 38 40 42 44 48 48 Time (hours) • • • St Vincent - 07-15-08 -big RG Type 1124-hr 10 year Rainfall=3.83" Prepared by Williams Creek Consulting Page 7 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Hydrograph for Pond 21 P: Pond West Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 853.80 0.00 1.00 0.00 0 853.80 0.00 2.00 0.00 0 853.80 0.00 3.00 0.00 0 853.80 0.00 4.00 0.01 5 853.80 0.00 5.00 0.04 71 853.81 0.00 6.00 0.08 271 853.84 0.00 7.00 0.12 597 853.89 0.02 8.00 0.23 1,101 853.96 0.06 9.00 0.37 1,828 854.06 0.13 10:00 0.51 2,801 854.20 0.20 11.00 0.75 4,170 854.38 0.27 12.00 2.95 7,854 854.86 0.40 13.00 1.25 11,389 855.29 0.48 14.00 1.16 13,884 855.58 0.53 15.00 1.10 15,959 855.81 0.57 16.00 1.05 17,717 856.00 0.60 17.00 1.00 19,207 856.16 0.62 18.00 0.96 20,477 856.29 0.64 19.00 0.93 21,550 856.40 0.66 20.00 0.89 22,446 856.49 0.67 21.00 0.86 23,181 856.56 0.68 22.00 0.83 23,778 856.62 0.68 23.00 0.80 24,247 856.67 0.69 24.00 0.78 24,599 856.70 0.69 25.00 0.72 24,754 856.72 0.70 26.00 0.69 24,757 856.72 0.70 27.00 0.65 24,645 856.70 0.70 28.00 0.61 24,425 856.68 0.69 29.00 0.57 24,081 856.65 0.69 30.00 0.53 23,597 856.60 0.68 31.00 0.48 22,960 856.54 0.67 32.00 0.43 22,174 856.46 0.66 33.00 0.35 21,209 856.36 0.65 34.00 0.23 19,998 856.24 0.63 35.00 0.13 18,385 856.07 0.61 36.00 0.09 16,631 855.88 0.58 37.00 0.08 14,900 855.69 0.55 38.00 0.07 13,233 855.50 0.52 39.00 0.06 11,640 855.32 0.49 40.00 0.05 10,129 855.14 0.46 41.00 0.03 8,698 854.97 0.42 42.00 0.03 7,357 854.80 0.38 43.00 0.02 6,121 854.64 0.34 44.00 0.01 4,992 854.49 0.30 45.00 0.00 3,985 854.36 0.26 46.00 0.00 3,121 854.24 0.22 47.00 0.00 2,409. 854.14 0.18 48.00 0.00 1,853 854.07 0.13 St Vincent - 07-15-08 -big RG Prepared by Williams Creek Cons Type 11 24-hr 100 year Rainfall=6.46" Page 8 Software Solutions ~ inflow ® Primary Time (hours) 32 34 36 36 40 42 / , St Vincent - 07-15-08 -big RG Type II 24-hr 100 year Rainfall=6.46" Prepared by Williams Creek Consulting Page 9 ~droCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Hydrograph for Pond 8P: Pond East Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 853.00 0.00 1.00 0.00 1 853.00 0.00 2.00 0.02 39 853.01 0.00 3.00 0.02 110 853.03 0.00 4.00 0.03 196 853.05 0.01 5.00 0.04 286 853.08 0.01 6.00 0.04 376 853.10 0.02 7.00 0.06 465 853.12 0.03 8.00 0.08 588 853.15 0.04 9.00 0.14 783 853.20 0.07 10.00 0.21 1,103 853.28 0.09 11.00 0.44 1,785 853.45 0.14 72.00 10.46 8,265 854.81 0.31 13.00 0.80 15,959 ' 856.07 1.11 14.00 0.46 14,211 855.80 1.06 15.00 0.57 12,282 855.50 0.99 16.00 0.58 10,929 855.27 0.94 17.00 0.50 9,573 855.04 0.89 18.00 0.40 8,511 854.85 0.48 19.00 0.29 8,321 854.82 0.34 20.00 0.18 8,031 854.76 0.30 21.00 0.15 7,507 854.66 0.29 22.00 0.14 6,984 854.56 0.28 23.00 0.13 6,476 854.47 0.27 24.00 0.13 5,984 854.37 0.26 25.00 0.00 5,158 854.20 0.25 26.00 0.00 4,313 854.02 0.22 27.00 0.00 3,545 853.86 0.20 28.00 0.00 2,857 853.70 0.18 29.00 0.00 2,252 853.56 0.16 30.00 0.00 1,731 853.44 0.13 31.00 0.00 1,298 853.33 0.11 32.00 0.00 955 853.25 0.08 33.00 0.00 703 853.18 0.06 34.00 0.00 538 853.14 0.04 35.00 0.00 429 853.11 0.02 36.00 0.00 354 853.09 0.02 37.00 0.00 300 853.08 0.01 38.00 0.00 260 853.07 0.01 39.00 0.00 228 853.06 0.01 40.00 0.00 204 853.05 0.01 41.00 0.00 183 853.05 0.01 42.00 0.00 167 853.04 0.00 43.00 0.00 153 853.04 0.00 44.00 0.00 f 41 853.04 0.00 45.00 0.00 131 853.03 0.00 46.00 0.00 122 853.03 0.00 47.00 0.00 114 853.03 0.00 48.00 0.00 107 853.03 0.00 • • • • • • • • • • • • • • • • • • • • • • St Vincent - 07-15-08 -big RG Prepared by Williams Creek Cons Type II 24-hr 100 year Rainfall=6.46" Page 10 LLC ~i~Fi~nnR Pond 18P: Not a pond Hydrograph ® Inflow ® Primary • • • S St Vincent - 07-~ 5-08 -big RG Prepared by Williams Creek Cons Type 1124-hr 100 year Rainfall=6.46" Page 11 Hydrograph for Pond 18P: Not a pond Time Inflow Elevation Primary amours) (cfs) (feet) (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.01 0.01 5.00 0.04 0.04 6.00 0.12 0.12 7.00 0.21 0.21 8.00 0.28 0.28 9.00 0.36 0.36 10.00 0.45 0.45 11.00 0.55 0.55 12.00 0.84 0.84 13.00 1.72 1.72 14.00 1.71 1.71 15.00 1.68 .1.68 16.00 1.85 1.85 17.00 2.04 2.04 18.00 1.73 1.73 19.00 1.61 1.61 20.00 1.58 1.58 21.00 1.56 1.56 22.00 1.55 1.55 23.00 1.52 1.52 24.00 1.50 1.50 25.00 1.44 1.44 26.00 1.38 1.38 27.00 1.32 1.32 28.00 1.26 1.26 29.00 1.19 1.19 30.00 1.13 1.13 31.00 1.07 1.07 32.00 1.00 1.00 33.00 0.94 0.94 34.00 0.89 0.89 35.00 0.84 0.84 36.00 0.80 0.80 37.00 0.77 0.77 38.00 0.73 0.73 39.00 0.71 0.71 40.00 0.70 0.70 41.00 0.69 0.69 42.00 0.68 0.68 43.00 0.67 0:67 44.00 0.66 0.66 45.00 0.64 0.64 46.00 0.62 0.62 47.00 0.59 0.59 48.00 0.56 0.56 St Vincent - 07-15-08 -big RG Type 11 24-hr 100 year Rainfall=6.46" Prepared by Williams Creek Consulting Page 12 HydroCAD® 8.00 s/n 004552 ©2006 HydroCAD Software Solutions LLC 7/16/2008 Pond 21 P: Pond West Hydrograph 0 2 4 6 8 10 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • • • St Vincent - 07-15-08 -big RG Prepared by Wiiliams Creek Cons Type 11 24-hr 100 year Rainfall=6.46" Page 13 Hydrograph for Pond 21 P: Pond West Time Inflow Storage Elevation Primary furs) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 853.80 0.00 1.00 0.00 0 853.80 0.00 2.00 0.00 0 853.80 0.00 3.00 0.03 30 853.80 0.00 4.00 0.10 264 853.84 0.00 5.00 0.19 722 853.91 0.03 6.00 0.35 1,515 854.02 0.10 7.00 0.46 2,458 854.15 0.18 8.00 0.56 3,531 854.30 0.24 9.00 0.71 4,813 854.47 0.30 10.00 0.87 6,471 854.69 0.36 11.00 1.01 8,481 854.94 0.41 12.00 4.53 13,670 855.55 0.53 13.00 1.54 18,103 856.04 0.60 14.00 1.44 21,186 856.36 0.65 15.00 1.39 23,867 856.63 0.69 16.00 1.33 26,024 856.84 0.91 17.00 1.31 27,024 856.93 1.15 18.00 1.29 27,369 856.97 1.24 19.00 1.28 27,464 856.98 1.27 20.00 1.27 27,473 856.98 1.27 21.00 1.26 27,455 856.97 1.27 22.00 1.25 27,428 856.97 1.26 23.00 1.24 27,388 856.97 1.25 24.00 1.22 27,333 856.96 1.23 25.00 1.16 27,190 856.95 1.19 26.00 1.12 27,052 856.94 1.16 27.00 1.08 26,909 856.92 1.12 28.00 1.03 26,753 856.91 1.08 29.00 0.99 26,590 856.89 1.04 30.00 0.95 26,426 856.88 1.00 31.00 0.91 26,263 856.86 0.96 32.00 0.88 26,099 856.85 0.92 33.00 0.84 25,932 856.83 0.89 34.00 0.80 25,761 856.81 0.85 35.00 0.77 25,582 856.80 0.82 36.00 0.73 25,392 856.78 0.79 37.00 0.69 25,185 856.76 0.75 38.00 0.66 24,954 856.74 0.72 39.00 0.62 24,684 856.71 0.70 40.00 0.57 24,328 856.67 0.69 41.00 0.53 23,830 856.62 0.69 42.00 0.48 23,180 856.56 0.68 43.00 0.43 22,384 856.48 0.67 44.00 0.36 21,422 856.38 0.65 45.00 0.25 20,237 856.26 0.64 46.00 0.14 18,658 856.10 0.61 47.00 0.10 16,907 855.91 0.59 48.00 0.08 15,169 855.72 0.56 WATER QUALITY Woolpert St. Vincent Sports Performance Center July 2008 •••••••••••s••••••••••••••••••••~••~•~••••• St. Vincent's Sports Performance Center- Water Quality Calculations Prepared by: Williams Creek Consutlting Water l]uali Volumes b Subcatchment North Middle South Pond West Entrance Road Overland Flow Contributing Area (ac) 2.804 2.167 1.836 0.443 0.423 1.524 CN 90 92 94 90 98 78 Pgs (95th percentile mnoff-producing precip depth, in.) 1.260 1.240 1.210 1.260 1.110 1.450 WQv c 12826 9154 6064 2026 1704 8022 Water Quali Volume to Each BMP 11 P NoM RG 12P Middle RG 15P South RG 21 P West Pond 8P East Pond WQv, cubic feet: 12826 22580 30645 32671 9726 Cumulative Anticipated TSS Removal for Each Subcatchment Alon Treatment Train: 11 P North RG 12P Middle RG 15P South RG 21 P West Pond BP East Pond WQv treatment: Nodh 75% 94% 98% 100% 100% 30% Middle X 75% 94% 98% X 23% South X X 75% 93% X 18% Panel West X X - X 73% X 3% Entrance Road X X X X 73% 3% Overland Flow X X X X 73% 14% Assuming Rain Garden TSS removal: 75% Total %TSS removal: 91 Assuming Extended Dry Detention TSS removal: 73% 5.0' 9.0' 10.2' 9.0' S.0' 10:1 SLOPE 3:1 SLOPE NO SLOPE 3:1 SLOPE 10:1 SLOPE PARKING 1~ 'TIL/ J !/~'; i STR 210 1 1~ 1 1 3 14"X14'CATCH BASIN 3 ~;''11 I PLANING SOIL 3A PLANTING SOLI CRRERW (SEE NOTES FOR CRITERIA) ~ EQUAL PARTS: 6' HDPE DUAL WALLED TOP SOIL,SAND,ORGANIC MULCH. ' PERFORATED PIPE, INV.=856.00 POTENTIAL SUPPLIER: TIFFANY'S LANDSCAPE SUPPLY, PLANTERS MIX RAINGARDEN NORTH DETAIL NOT TO SCALE 6.4' 9.0' 15.2' 9.0' fi.4' 10:1 SLOPE 3:1 SLOPE~NO SLOPE 3:1 SLOPE 10:1 SLOPE PARKING 10 ly 1zrJZ'71~r -' 1 S 14' X 14?CATCH BASIN 3 1 1~ fir! 1 1 PLANTING SOIL ~~ ~~~ ~2'0, ~~~ PLANTING SOIL CRRERIA (SEE NOTES FOR CRITERIA) EDUAL PARTS: TOP SOIL,SAND,ORGANIC MULCH. fi' HDPE DUAL WALLED PERFORATED PIPE, INV. = 855.00 POTENIAL SUPPLIER: TIFFANYS LANDSCAPE SUPPLY, PLANTERS MIX RAINGARDEN MIDDLE DETAIL NOT TO SCALE 4.9' 12.0' 12.2' 12.0' 4.9' 10:1 SLOPE 3:1 SLOPE~NO SLOPE 3:1 SLOPE 10:1 SLOPE PARKING 10 GElZl..Zl'Z;1" ~1 3 14rnX 144 CATCH BASIN 3 1 1~ E:/I3 1 1 t : ~^ PLANING~SOIL //~/2'0~ PLANTING SOIL CRTERIA (SEE NOTES FOR CRITERIA) / EQUAL PARTS: 6' HDPE DUAL WALLED TOP S014SAND,ORGANIC MULCH. PERFORATED PIPE, INV. = 855.00 POTENIAL SUPPLIER: TIFFANYS LANDSCAPE SUPPLY, PLANTERS MIX RAINGARDEN SOUTH DETAIL PREPARED BY: NOT TO SCALE ~'l~ILL)I•1R~IS CREEK CONSOLIING STORM SEWER DESIGN Woolpert St. Vincent Sports Performance Center July 2008 Project: St. Vincent Sports Performance Date: 7/12/2008 Location: Carmel, IN Prepared By: JRS Runoff Coefficient - C Inlet: 200 Surface Description C Area C x Area Grass 0.25 1.27 0.3175 Pavement 0.85 0.09 0.0765 Rooftop 0.90 0.00 0 0 Total: 1.36 0.39 C = 0.29 Inlet. 201 Surface Description C Area C x Area Grass 0.25 0.49 0.1225 Pavement 0.85 0.03 0.0255 Rooftop 0.90 0.00 0 0 Total: 0.52 0.15 C = 0.28 Inlet: 202 Surface Description C Area C x Area Grass 0.25 0.23 0.0575 Pavement 0.85 0.21 0.1785 Rooftop 0.90 0.36 0.324 0 Total: 0.80 0.56 C = 0.70 Inlet: 2 Surface Description C Area C x Area Grass 0.25 0.12 0.03 Pavement 0.85 0.16 0.136 Rooftop 0.90 0.26 0.234 0 Total: 0.54 0.40 C = 0.74 Inlet: 52 Surface Description C Area C x Area Grass 0.25 0.05 0.0125 Pavement 0.85 0.19 0.1615 Rooftop 0.90 0.00 0 0 Total: 0.24 0.17 C = 0.73 Inlet: 203 Surface Description C Area C x Area Grass 0.25 0.08 0.02 Pavement 0.85 0.20 0.17 Rooftop 0.90 0.35 0.315 0 Total: 0.63 0.51 C = 0.80 Inlet: 204 Inlet: 205 Surface Description C Area C x Area Grass 0.25 0.06 0.015 Pavement 0.85 0.19 0.1615 Rooftop 0.90 0.00 0 0 Total: 0.25 0.18 Surface Description Pavement Rooftop C I Area I C x Area 0.85 I 0.00 I 0 0.90 0.44 0.396 0 I C = 0.90 I Inlet: 230 Surface Description C Area C x Area Grass 0.25 0.00 0 Pavement 0.85 0.11 0.0935 Rooftop 0.90 0.00 0 0 Total: 0.11 0.09 C = 0.85 Inlet: 231 Surface Description C Area C x Area Grass 0.25 0.24 0.06 Pavement 0.85 0.15 0.1275 Rooftop 0.90 0.01 0.009 0 Total: 0.40 0.20 C = 0.49 Inlet: 233 Surface Description C Area C x Area Grass 0.25 0.58 0.145 Pavement 0.85 0.10 0.085 Rooftop 0.90 0.02 0.018 0 Total: 0.70 0.25 C = 0.35 Inlet: 234 Surface Description C Area C x Area Grass 0.25 0.00 0 Pavement 0.85 0.06 0.051 Rooftop 0.90 0.00 0 0 Total: 0.06 0.05 C = 0.85 Inlet: 236 Surface Description C Area C x Area Grass 0.25 0.12 0.03 Pavement 0.85 0.07 0.0595 Rooftop 0.90 0.01 0.009 0 Total: 0.20 0.10 C = 0.49 Inlet: 237 Surface Description C Area C x Area Grass 0.25 0.00 0 Pavement 0.85 0.05 0.0425 Rooftop 0.90 0.00 0 0 Total: 0.05 0.04 C = 0.85 Project: St. Vincent Sports Performance Location: Carmel, IN Prepared ey: JRS Date: 7/1212008 Str. #200 Str. #231 Str. #233 Str. #236 Overland Flow: #201 202 Surface descri lion table 3-1 ........... Grass Grass Grass Grass Brush Brush Mannin 's rou hness coeff., n (table 3-1 .. 0.15 0.15 0.15 0.15 0.24 0.24 Flow len th, L total L<=100ft........ft. 100 60 100 100 100 100 Two- r 24hr rainfall, P2 ...............in. 2.66 2.66 2.66 2.66 2.66 2.66 Land slo e, s ........................ft/ft 0.010 0.020 0.200 0.050 0.060 0.050 0.007 (nL)^0.8 ,~~E~~r nc-~i ~~~ ~`~~ cs ~m~«~ mss, ~~„°°.~'i'~'~ ~`' ~ ~a ~~~E Tt = --------------- Computed Tt........hr ~ 0 236fi~ ~0 119 ~' ' 0 Ok1 ° ~0 124 ~ ~0~168 ~ . , Oi181 ~ P2^0 5 S^0 4 ca-~~ 7 ~ ~ i~ ~ ~ ~ H ~ ` „ ~ ~ ~ ~ 4 ^ „ ~ ~~~` . , „ . ~r n . > . ° = r..~ . ~ . , ~ ~ ,: Shallow Concentrated Flow Surface descri lion PAVED or UNPAVED un aved un aved aved aved un aved aved Flow len th, L .........................ft. 352 0 112 64 96 132 Watercourse slo e, s .................ft/ft 0.051 0.000 0.010 0.015 0.030 0.022 Avera a veloci , V fi ure 3-1 ......ft/s 3.644 0.000 2.033 2.490 2.795 3.015 Tt = U 3600 V ...........Com uted Tt..hr. ~;Oi027~~ ~0000~ a~,0?015,~s ~g0?007` ~it0.01.0~, ;as0:`0;J2;' Channel Flow: Bottom Width ....................ft 0 1 0 0 0 0 De th ....................ft 0 1 0 0 0 0 Left Side Slo a ?:1 0 10 0 0 0 0 Ri ht Side Slo a ?:1 0 3 0 0 0 0 Cross sectional flow area, a..........ft^2 0 7.5 0 0 0 0 Wetted erimeter, Pw ....................ft 0.00 14.21 0.00 0.00 0.00 0.00 H draulic radius, r=a/Pw Com ute r....ft 0.00 0.53 0.00 0.00 0.00 0.00 Channel slo e,s ......................ft/ft 0.01 0.01 0.01 0.01 0.01 0.01 Mannin 's rou hness coeff.,n.. 0.15 0.15 0.15 0.15 0.15 0.15 V = 1.49 r^213 s^1/2 /n Com uted V...fUs 0.00 0.65 0.00 0.00 0.00 0.00 Flow len th, L ........................ft. 0 260 0 0 0 0 Tt = L/ 3600 V ...........Com uted Tt..hr. ,ix 0:000' ~O:j1',1~1~j °;~D000_~ ~;Oi000~ ;~0€000, ;O.OQO~=; Pioe Flow: Veloci ........................................ft/s Len th ...........................................ft Tt=U(3600v ........... .......Com uted Tt hr x•~0000,~' x'.0:000 ;. „:DODO a ;°`0:000_ ~0000~ x,0000; Tntal Time of r;nnnentratinn~ Watershed or subarea Tc or Tt.....hr 1„0e263~ 0230 ,Ad0i087~'t ,0?131, 0'178, ;':0?193 Watershed or subarea Tc or Tt.....min ~~;..16 _ ~ s t5;14`~,~ ,,~t,~5~"~ ;~:,8~~x ~„ 11;--,~ c~. 12x; • • • • • • • • • • • • • • ~. • • • • • • f-IEENIft~ STttil~TicP-~.S ~~ 9 l00 90 80 70 60 50 (J 40 w 30 a w 20• ~ V i \ W ~ 10 Q ~ 9 ~ \ 8 '7 = 6 ~ . 5 ~ ~ ~ _ r .R ',. 4 w 8 Discharge vs Depth On Grate 7 6 • 5 Q4 w Q aW. 3 O f- u.. d W .1 O.'. w O Q w .Q 1 .9 .8 ,7 r Q CJ N_ ~ sTe zoZ =,vt[T L-4PAC17iE5 ST. V~NCeniT 7/i~ ~og ~,STg ~3L~ . sT IZ 2 31 3 2 c~~l 1 r„m, u.....~. c..~,.,,ti..~TR 2317, 233~Z3b~237i 201 •10 ~9 ~8 7 6 5 ~ 4 ~ w 3 -= Q C9 2~ W Q x F- a. 1 W .9~ ,g ~ w .7 -- .6 ST42t73 .3