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HomeMy WebLinkAboutDrainage ReportMB 111 1 DRAINAGE REPORT FOR FIRST NATIONAL BANK @ GREEN'S PRAIRIE ROAD COLLEGE STATION, TEXAS APRIL2007 MBESI# 1067-0004 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 •Email: McClureBrowne@Verizon.net CERTIFICATION Addendum to the Drainage Report for Greens Prairie Center -Phase 1 Lot 1, Block 2 Design Report MBESI # 1067-0004 I, Jeffery L. Robertson, Registered Professional Engineer No. 94745, State of Texas, certify that this addendum report for the drainage design of Greens Prairie Center, Phase 1, was prepared by me in accordance with the .• ~~isi~n.\~f the City of College Station Drainage Design Guidelines. ~~OF TE:-t. \\ ?~ ............... "1.s-,,, ;~ .·· * ·· .. 1C ,, ~* / \ *--~' ' ~ * :' ························· ~ ~···········RY L ROBER'TSq~ .. ~ ~ JEFFE .: ........ ·······:er~ ~-····~··········94745 .: LJ.J ~ Date ~ ~-~ • • .. !J.j .,, l(?n.':o>.~-1.1 s<;;,<:>./ ~ E ,aJi~:i'·.. CEN •• • -"(j - SUMMARY ;.,:_ ••,r,s.s;c;N·~~ ~;-==-,,,,,,,, ....... This addendum to the Original Drainage Report for Greens Prairie Center, Phase 1 analyzes the proposed storm drain and culvert systems in Lot 1, Block 2 of the subdivision. No changes in the overall runoff or detention of the original system have been made. The changes in this addendum are limited to pipe sizes and inlet locations. GENERAL INFORMATION Area encompassed by Lot 1,Block 2: Anticipated land use: 5.08 acres Bank Building Notes on surrounding development: Lot 1, Block is surrounded by undeveloped land to the east and south. William D. Fitch Parkway and Arrington Road border the tract to the north and west, respectively. DESCRIPTION OF DRAINAGE SYSTEMS Primary System: The majority of the site is wooded with dense undergrowth. The topography slopes gently southward toward Arrington Road. The primary drainage channel for this area is Spring Creek. Secondary System: Runoff from the site will be captured in the proposed curb and gutter system where it will be captured by inlets and conveyed through underground pipes to the outfall just upstream of Arrington Road. Applicable Exhibits: Addendum A-1 Drainage Area Map (Proposed Conditions) SECONDARY STORM DRAIN DESIGN Design Storm: 5-yr & 10-yr Return Period Design Methodology Hydrology: Software Model: Time of Concentration: Runoff Coefficients: Hydraulics: Software Model: Drainage Report Addendum (Lot 1, Block 2) Greens Prairie Center Rational Formula & NRCS Runoff method Excel Spreadsheet & HydroCAD 8.00 10 min. 0 .40 -Undeveloped area 0.55 -Residential areas 0.90 -Paved areas Manning's Equation Excel Spreadsheet Page 1 of2 Manning 's N: 0.012 (HDPE pipe) Applicable Exhibits : C-1 Rational Formula Drainage Area Calculations (w/ Bank Branch Only) Rational Formula Drainage Area Calculations (Ultimate Development) Inlet Computations C-2 C-3 C-4 C-5 C-6 Pipe Size Calculations (5-year) Pipe Size Calculations (10-year) Pipe Size Calculations (Ultimate Development) DETENTION REQUIREMENTS General Note: Detention for the Greens Prairie Center has been provided on Lot 1, Block 1 of the development. The original report did not set up an individual drainage area for portion of the basin upstream of Arrington Road. In order to compare the proposed conditions to the original report, we have applied the 92 .5 curve number to the entire 14.46 acre drainage area upstream of Arrington Road (See Exhibit D). From this analysis it has been determined that the runoff from Lot 1, Block 2 easily meets what is allowed as shown below. Post Develooment vs. Allowed Runoff Comoarison Allowed Runoff Rate Proposed Runoff (w/ Bank Develooment Onlv) 10-vear 59.1 cfs 34.3 cfs 25-year 70 .9 cfs 43.4 cfs 50-year 79.3 cfs 50.0 cfs 100-vear 89.4 cfs 57.8 cfs Applicable Exhibits: B HydroCAD Output Summary EROSION AND SEDIMENTATION CONTROLS Control Measures : Silt fence Hydromulch seeding Inlet protection Construction entrance/exit SWPPP: The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements. Drainage Report Addendum (Lot 1, Block 2) Greens Prairie Center Page 2 of2 EXHIBIT A EXHIBIT B 10670004 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcats) 13.180 75 (2) 14.460 93 Pavement (1) 1.280 98 (2) 28.920 Page 1 4/13/2007 10670004 Prepared by {enter your company name here} Type Ill 24-hr 10 Rainfal/=7.40" Page2 4/13/2007 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time span=2.00-24.00 hrs, dt=0.05 hrs, 441 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: {new Subcat) Runoff Area=14.460 ac Runoff Depth>6.54" Flow Length=1 ,643' Slope=0.0100 '/' Tc=29.1 min CN=93 Runoff=59.11 cfs 7.881 af Subcatchment 2: {new Subcat) Runoff Area=14.460 ac Runoff Depth>4.68" Flow Length=1 ,643' Slope=0.0100 '/' Tc=51.8 min CN=77 Runoff=34.29 cfs 5.639 af Total Runoff Area = 28.920 ac Runoff Volume= 13.520 af Average Runoff Depth = 5.61" 95.57% Pervious Area= 27.640 ac 4.43% Impervious Area= 1.280 ac 10670004 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: (new Subcat) Type Ill 24-hr 10 Rainfall=l.40" Page3 4/13/2007 Runoff = 59.11 cfs @ 12.38 hrs, Volume= 7.881 af, Depth> 6.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 Rainfall=7.40" Area (ac) CN Description 14.460 93 Pavement 14.460 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.1 1,643 0.0100 0.94 Lag/CN Method, Subcatchment 2: (new Subcat) Runoff = 34.29 cfs@ 12.70 hrs, Volume= 5.639 af, Depth> 4.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs , dt= 0.05 hrs Type 11124-hr 10 Rainfall=7.40" Area (ac) CN Description 1.280 98 13.180 75 14.460 77 Weighted Average 13.180 Pervious Area 1.280 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51 .8 1,643 0.0100 0.53 Lag/CN Method, 10670004 Prepared by {enter your company name here} Type Ill 24-hr 25 Rainfall=B. BO" Page4 4/13/2007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=2.00-24.00 hrs, dt=0.05 hrs, 441 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: (new Subcat) Runoff Area=14.460 ac Runoff Depth>?.92" Flow Length=1 ,643' Slope=0.0100 '/' Tc=29.1 min CN=93 Runoff=?0.93 cfs 9.549 af Subcatchment 2: (new Subcat) Runoff Area=14.460 ac Runoff Depth>5.96" Flow Length=1 ,643' Slope=0.0100 '/' Tc=51 .8 min CN=77 Runoff=43.41 cfs 7.177 af Total Runoff Area= 28.920 ac Runoff Volume= 16.725 af Average Runoff Depth= 6.94" 95.57% Pervious Area= 27.640 ac 4.43% Impervious Area= 1.280 ac 10670004 Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: (new Subcat) Type Ill 24-hr 25 Rainfall=B. 80" Page 5 4/13/2007 Runoff = 70.93 cfs@ 12.38 hrs, Volume= 9.549 af, Depth> 7.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 Rainfall=8.80" Area (ac) CN Description 14.460 93 Pavement 14.460 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.1 1,643 0.0100 0.94 Lag/CN Method, Subcatchment 2: (new Subcat) Runoff = 43.41 cfs@ 12.70 hrs, Volume= 7.177 af, Depth> 5.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 Rainfall=8.80" Area (ac) CN Description 1.280 98 13.180 75 14.460 77 Weighted Average 13.180 Pervious Area 1.280 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51 .8 1,643 0.0100 0.53 Lag/CN Method, 10670004 Prepared by {enter your company name here} Type Ill 24-hr 50 Rainfal/=9. 80" Page 6 4/13/2007 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time span=2.00-24.00 hrs, dt=0.05 hrs, 441 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: (new Su beat) Runoff Area=14.460 ac Runoff Depth>8.91" Flow Length=1,643' Slope=0.0100 '/' Tc=29.1 min CN=93 Runoff=79.33 cfs 10.742 af Subcatchment 2: (new Subcat) Runoff Area=14.460 ac Runoff Depth>6.88" Flow Length=1 ,643' Slope=0.0100 '/' Tc=51 .8 min CN=77 Runoff=49.96 cfs 8.294 af Total Runoff Area= 28.920 ac Runoff Volume= 19.036 af Average Runoff Depth= 7.90" 95.57% Pervious Area= 27.640 ac 4.43% Impervious Area= 1.280 ac 10670004 Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: (new Subcat) Type Ill 24-hr 50 Rainfaf/=9.80" Page 7 4/13/2007 Runoff = 79.33 cfs@ 12.38 hrs, Volume= 10.742 af, Depth> 8.91 " Runoff by SCS TR-20 method, UH=SCS , Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 Rainfall=9.80" Area (ac) CN Description 14.460 93 Pavement 14.460 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.1 1,643 0.0100 0.94 Lag/CN Method, Subcatchment 2: (new Subcat) Runoff = 49.96 cfs@ 12.69 hrs, Volume= 8.294 af, Depth> 6.88" Runoff by SCS TR-20 method , UH=SCS , Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 Rainfall=9.80" Area (ac) CN Description 1.280 98 13.180 75 14.460 77 Weighted Average 13.180 Pervious Area 1.280 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51 .8 1,643 0.0100 0.53 Lag/CN Method, 10670004 Prepared by {enter your company name here} Type Ill 24-hr 100 Rainfal/=11.00" Page 8 4/13/2007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=2.00-24.00 hrs, dt=0.05 hrs, 441 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: (new Subcat) Runoff Area=14.460 ac Runoff Depth>10.10" Flow Length=1,643' Slope=0.0100 '/' Tc=29.1 min CN=93 Runoff=89.40 cfs 12.175 af Subcatchment 2: (new Subcat) Runoff Area=14.460 ac Runoff Depth>8.01 " Flow Length=1 ,643' Slope=0.0100 '/' Tc=51 .8 min CN=77 Runoff=57.83 cfs 9.650 af Total Runoff Area= 28.920 ac Runoff Volume= 21.825 af Average Runoff Depth= 9.06" 95.57% Pervious Area= 27.640 ac 4.43% Impervious Area= 1.280 ac 10670004 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Type Ill 24-hr 100 Rainfal/=11 .00" Page 9 4/13/2007 Subcatchment 1: (new Subcat) Runoff = 89.40 cfs@ 12.38 hrs, Volume= 12.175 af, Depth>10.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type_ 111 24-hr 100 Rainfall= 11 . 00" Area (ac) CN Description 14.460 93 Pavement 14.460 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.1 1,643 0.0100 0.94 Lag/CN Method, Subcatchment 2: (new Subcat) Runoff = 57.83 cfs@ 12.69 hrs, Volume= 9.650 af, Depth> 8.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr 100 Rainfall=11 .00" Area (ac) CN Description 1.280 98 13.180 75 14.460 77 Weighted Average 13.180 Pervious Area 1.280 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51 .8 1,643 0.0100 0.53 Lag/CN Method, EXHIBIT C c( w c 0:: w ..I c( c( Q. c( w w 0 F I- C> 0:: ..I z c( w z w ~ ..I iii c( w :E c ~ ~ iii w cw ~ 0 z 0:: w c I-::> c( 0:: Q. NO. AC. 0.4 0.55 0.9 1 1.66 0.00 0.00 1.66 2 0.61 0.00 0.00 0.61 3 0.79 0.00 0.00 0.79 4 5.23 5.23 0.00 0.00 5 5.55 5.55 0.00 0.00 6 0.09 0.00 0.00 0.09 7 0.53 0.53 0.00 0.00 EXHIBIT C-1 Rational Formula Drainage Area Calculations (w/ Bank Brank Only) FNB Greens Prairie s:: s:: 0 0 s:: s:: ..I ..I LL LL 0 0 c c ..I ..I c( z z LL LL ~ 0 ~~ ~ 0:: ~ 0:: ..I ~..I 0 ~ ~ ~ C> ~ 0:: C> 0:: ..I 0 u Wz w ..I ::> z ::>..I ..I w C> ~ >w > c( ~ ii II) N ID C> ... 0 ..I 0 LL C> ~ C> : 0 ::> ~ a !!? a :!:: a ft. ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs In/Hr cfs 1.49 1.0 1.0 642.0 12.0 2.7 4.0 10.0 6.33 9.5 7.7 11 .5 8.6 12.9 0.55 1.0 1.0 730.0 14.0 2.7 4.4 10.0 6.33 3.5 7.7 4.2 8.6 4.7 0.71 1.0 1.0 380.0 8.0 2.9 2.2 10.0 6.33 4.5 7.7 5.5 8.6 6.1 2.09 200.0 1.0 1167.0 13.0 1.4 16.0 16.0 5.02 10.5 6.2 12.9 7.0 14.6 2.22 200.0 1.0 1438.0 11.0 1.3 20.5 20.5 4.37 9.7 5.4 12.0 6.1 13.6 0.08 1.0 1.0 580.0 18.0 3.5 2.8 10.0 6.33 0.5 7.7 0.6 8.6 0.7 0.21 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.3 7.7 1.6 8.6 1.8 ID ID N ~ ~ a In/Hr cfs In/Hr 9.9 14.7 11 .1 9.9 5.4 11.1 9.9 7.0 11.1 8.0 16.7 9.0 7.0 15.6 8.0 9.9 0.8 11 .1 9.9 2.1 11.1 Ii! a cfs 16.7 6.1 7.9 18.9 17.7 0.9 2.4 C> C> C> C> ... :!:: a In/Hr cfs 12.5 18.7 12.5 6.9 12.5 8.9 10.2 21 .3 9.0 20.0 12.5 1.0 12.5 2.7 4/13/2007 10670004-dra.xls Exhibit C-1 c( w c 0:: w ..J c( c( D. c( w w 0 F= I- C> 0:: ..J z c( w z w c( ..J > w :::e z ~ w c( c w ~ iii cw > ~ z 0:: w c( c :::> c( 0:: D. NO. AC. 0.4 0.66 0.9 1 1.66 0.00 0.00 1.66 2 0.61 0.00 0.00 0.61 3 0.79 0.00 0.00 0.79 4 5.23 0.00 0.00 5.23 5 5.55 0.00 0.00 5.55 6 0.09 0.00 0.00 0.09 7 0.53 0.53 0.00 0.00 EXHIBIT C-2 Rational Formula Drainage Area Calculations (Ultimate Development) FNB Greens Prairie :: :: 0 0 :: :: ..J ..J IL IL 0 0 c c ..J ..J c( z z IL IL ~ 0 ~~ ~ 0:: ~ 0:: ..J ~ ..J 0 ~ ~ ~ 0:: C> 0:: ..J ~ C) 0 u Wz w ..J :::> z :::> ..J ..J w 0 ~ >w > c( w ii VI N in 0 .... 0 ..J 0 IL C> ~ C> ~ > 0 :::> !:::! a !!? a :!: a ft. ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs In/Hr cfs 1.49 1.0 1.0 642.0 12.0 2.7 4.0 10.0 6.33 9.5 7.7 11 .5 8.6 12.9 0.55 1.0 1.0 730.0 14.0 2.7 4.4 10.0 6.33 3.5 7.7 4.2 8.6 4.7 0.71 1.0 1.0 380.0 8.0 2.9 2.2 10.0 6.33 4.5 7.7 5.5 8.6 6.1 4.71 200.0 1.0 1167.0 13.0 1.4 16.0 16.0 5.02 23.6 6.2 29.1 7.0 32.8 5.00 200.0 1.0 1438.0 11 .0 1.3 20.5 20.5 4.37 21 .8 5.4 27.0 6.1 30.6 0.08 1.0 1.0 580.0 18.0 3.5 2.8 10.0 6.33 0.5 7.7 0.6 8.6 0.7 0.21 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.3 7.7 1.6 8.6 1.8 in in a §! !:::! In/Hr cfs In/Hr 9.9 14.7 11 .1 9.9 5.4 11 .1 9.9 7.0 11.1 8.0 37.6 9.0 7.0 35.1 8.0 9.9 0.8 11 .1 9.9 2.1 11 .1 0 in a cfs. 16.7 6.1 7.9 42.6 39.8 0.9 2.4 0 0 0 0 .... :!: a In/Hr cfs 12.5 18.7 12.5 6.9 12.5 8.9 10.2 48.0 9.0 45.0 12.5 1.0 12.5 2.7 4/13/2007 10670004-dra.xls Exhibit C-2 < lli! 0 w ..J < i3 D.. < w 0 F I- 0 0:: ..J z < w z w < w ..J ~~ ::E z ~ c w ~ iii > ~ z 0:: w < 0 :::> < 0:: D.. NO. AC. 0.4 0.65 0.9 1 1.66 0.00 0.00 1.66 2 0.61 0.00 0.00 0.61 3 0.79 0.00 0.00 0.79 4 5.23 5.23 0.00 0.00 5 5.55 5.55 0.00 0.00 6 0.09 0.00 0.00 0.09 7 0.53 0.53 0.00 0.00 EXHIBITC-2 Rational Formula Drainage Area Calculations (w/ Bank Brank Only) FNB Greens Prairie 3: 3: 0 0 3: 3: ..J ..J IL IL 0 0 0 0 ..J ..J < z z IL IL ~ 0 ~ iE ~ 0:: iE 0:: 0 u ..J ~ ..J I-{:. ~ 0:: ..J ~o 9 WO u w ..J w 0 0 >z >< :::> z :::> ..J w ii II) a .,, 0 .,... I-o~ 0 IL o~ 0 (t > 0 :::> ~ !!? a :!: a ft. ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs In/Hr cfs 1.49 1.0 1.0 642.0 12.0 2.7 4.0 10.0 6.33 9.5 7.7 11 .5 8.6 12.9 0.55 1.0 1.0 730.0 14.0 2.7 4.4 10.0 6.33 3.5 7.7 4.2 8.6 4.7 0.71 1.0 1.0 380.0 8.0 2.9 2.2 10.0 6.33 4.5 7.7 5.5 8.6 6.1 2.09 200.0 1.0 1167.0 13.0 1.4 16.0 16.0 5.02 10.5 6.2 12.9 7.0 14.6 2.22 200.0 1.0 1438.0 11 .0 1.3 20.5 20.5 4.37 9.7 5.4 12.0 6.1 13.6 0.08 1.0 1.0 580.0 18.0 3.5 2.8 10.0 6.33 0.5 7.7 0.6 8.6 0.7 0.21 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.3 7.7 1.6 8.6 1.8 .,, .,, a ~ ~ In/Hr cfs In/Hr 9.9 14.7 11.1 9.9 5.4 11 .1 9.9 7.0 11.1 8.0 16.7 9.0 7.0 15.6 8.0 9.9 0.8 11 .1 9.9 2.1 11.1 0 .,, a cfs 16.7 6.1 7.9 18.9 17.7 0.9 2.4 0 0 0 0 .,... :!: a In/Hr cfs 12.5 18.7 12.5 6.9 12.5 8.9 10.2 21 .3 9.0 20.0 12.5 1.0 12.5 2.7 4113/2007 10670004-dra.xls Exhibit C-2 ~ . C-' 0 <z ~~ ~< 1 2 3 4 5 6 = Qj -< ~ Qj Q ~ = ~ -... Qj = ~ -o~ 0 = Qj -= Qj ~ = = ... = -~ cfs na I 12.9 na I 4.7 na I 6.1 na I 32.8 na I 30.6 na I 0.7 -Qj ~ 0 t' -= u 0 0.0 0.0 0.0 0.0 0.0 0.0 ~ = ~ ... = 0 -= ... Q E-c -= ... "O ~ ~ Qj -... 00 12.9 I 27 4.7 I 27 6.1 I 27 32.8 I 27 30.6 I 27 0.7 I 27 EXHIBIT C-3 INLET COMPUTATIONS FNB Greens Prairie ... Qj ~ ... 00 "O ~ Qj o' --·s Qj C" Q. Qj Q ~ 00 2.7% 0.4% 0.6% 17.6% 15.3% 0.0% e z ... Qj ;s ~ ;s ... = 0 -= ... Q E-c 1 I 12.9 2 I 4.7 3 I 6.1 4 I 32.8 5 I 30.6 6 I 0.7 DESCRIPTION Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ ~ -Qj ~ ~ -0 C" ~ ~ "O Qj "O ·~ -~ ~ --= . Qj ... ~ ~ Q. • 0 Qj 00 t' ~ t • as ~ = "O • u = ~ 0 ~ u as -·s C" ~ = Qj -< "O Qj "O ·~ -~ = Qj -< Curb Inlet I Grate Inlet cfs I ft I ft I I ft I cfs I sq-ft I sq-ft 2.33 I 5.53 I 5 I 1.2 2.33 I 2.03 I 5 I O 2.331 2.63 I 5 I O 2.33114.061 10 I 9.5 2.33113.111 10 I 7.3 2.331 0.30 I 5 I O 4/13/2007 10670004-dra.xls Exhibit C-3 e 0 < ""' ~ u Q z ~ -~ ~ VJ ~ ~ = ~ .~ ~ ~ "' ~ 0 0 u ~ ~ ~ ~ ~ # # Ac. min yr 1 2 1.5 10.0 10 2 3 2.0 10.1 10 3 6 2.8 10.3 10 4 6 2.1 16.0 10 5 6 2.2 20.5 10 6 out 7.1 21.5 10 EXHIBIT C-4 PIPE SIZE CALCULATIONS (5-year) FNB Greens Prairie = .~ = « "' ~ bl) « ~ ·;; ~ ~ Cl. Cl. "Cl ~ "' ii; Q ~ ~ QJ --Cl. ""' VJ "' "Cl ii; ~ = = QJ ..... -.... ~ .:: "Cl ~ "'« Q f:;i;l ,J .:, ~ ~ -~ Q u N =-"Cl Q Q Q ·c ~ :;;;;> ~ < r;;: z r;:; ~ ~ ;;... VJ cfs cfs # cfs % " fps 12.9 12.9 1 12.9 0.28 24 4.1 17.6 17.6 1 17.6 0.51 24 5.6 23.5 23.5 1 23.5 0.91 24 7.5 14.6 14.6 1 14.6 0.04 36 2.1 13.6 13.6 1 13.6 0.04 36 1.9 42.7 42.7 1 42.7 0.15 42 4.4 •See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) ~ e = "Cl ~ ~ ~ = = = ~ ~ 13 ~ ~ @ z ~ ~ ~ f:;i;l ""' u ~ ~ ~ = ' min min ' ' 13 0.05 10.05 76 0.23 10.28 187 0.42 10.70 47 0.38 16.35 110 0.96 21.47 111 0.42 21 .89 4/13/2007 10670004-dra.xls Exhibit C-4 ~ 0 < Eo-1 u 0 z liiil -g ..;i ~ Eo-1 < = ~ . ~ Eo-1 ..;i <I> ~ 0 0 u fl.I Eo-1 Eo-1 Eo-1 ~ # # Ac. min yr 1 2 1.5 10.0 10 2 3 2.0 10.1 10 3 6 2.8 10.3 10 4 6 2.1 16.0 10 5 6 2.2 20.5 10 6 out 7.1 21.5 10 EXHIBIT C-5 PIPE SIZE CALCULATIONS (10-year) FNB Greens Prairie = .~ = « <I> fl.I ell « ~ ·~ fl.I fl.I fl.I <I> Q. Q. 'C ~ fl.I ~ .s fl.I -Q. i.. ~ <I> 'C ~ fl.I = :s fl.I -=--0 ..... <I>« .... 'C ~ 0 ... ~ ~ .:, ~ ~ -= 0 u =-'C 0 ~ .s ·c -liiil ~~ < r; ~ ~ ~ > cfs cfs # cfs % " fps 12.9 12.9 1 12.9 0.28 24 4.1 17.6 17.6 1 17.6 0.51 24 5.6 23.5 23.5 1 23.5 0.91 24 7.5 14.6 14.6 1 14.6 0.04 36 2.1 13.6 13.6 1 13.6 0.04 36 1.9 42.7 42.7 1 42.7 0.15 42 4.4 • See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) fl.I e = ~ Eo-1 ~ Qj z e liiil ..;i Eo-1 I min 13 0.05 76 0.23 187 0.42 47 0.38 110 0.96 111 0.42 'C ·Eo-1 = = ~ liiil Eo-1 @ ~ -u liiil Eo-1 = min I I 10.05 10.28 10.70 16.35 21.47 21.89 4/13/2007 10670004-dra.xls Exhibit C-5 • 0 < E-4 u z r.il ~ ~ E-4 i!i < r.il E-4 g 0 0 E-4 E-4 # # Ac. 1 2 1.5 2 3 2.0 3 6 2.8 4 6 4.7 5 6 5.0 6 out 12.5 C.J E-4 EXHIBIT C-6 PIPE SIZE CALCULATIONS (Ultimate Development) FNB Greens Prairie = .~ = ... "' ~ ~ ... E ~ ·;i ~ ~ ~ "' Q. Q. "" ~ ~ ~ Q Q ~ 00 = --Q. s.. V.l "" .... "' ~ ~ ~ = E-4 :s .§i .... 1;; ... .... ~ Q ~ .... "" ii:: .:., ii:: Q ii:: -~ ..J z C.J "' ~ Q c ~ =-"" Q Q ·c ~ r.il r.il ~ :;;J ~ <; z ~ ~ rJ:J > ~ ~ e .... E-4 Qj ~ s.. E-4 min yr cfs cfs # cfs % " fps ' min 10.0 10 12.9 12.9 1 12.9 0.28 24 4.1 13 0.05 10.1 10 17.6 17.6 1 17.6 0.51 24 5.6 76 0.23 10.3 10 23.5 23.5 1 23.5 0.91 24 7.5 187 0.42 16.0 10 32.8 32.8 1 32.8 0.21 36 4.6 47 0.17 20.5 10 30.6 30.6 1 30.6 0.18 36 4.3 110 0.43 20.9 10 76.0 76.0 1 76.0 0.48 42 7.9 111 0.24 •See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) "" E-4 = ~ ~ r.il @ ~ ~ r.il C.J E-4 = min ' ' 10.05 10.28 10.70 16.15 20.94 21 .17 4/13/2007 10670004-dra.xls Exhibit C-6