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HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT FOR HIDDEN SPRINGS SUBDIVISION, PHASE I COLLEGE STATION, TEXAS o o FEBRUARY 2007 MBESI# 1056-0005 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. I r 1008 Woodcreek Drive,Suite 103 •College Station,Texas 77845 979)693-3838•Fax:(979)693-2554•Email:McClureBrowne@Verizon.net I Q q Hidden Springs, Phase I Drainage Report MBES1#1056-0005 SUMMARY This storm drainage report is intended to analyze the drainage infrastructure proposed for the development of the Hidden Springs Subdivision, Phase I. The existing and proposed conditions are included to show how the design will achieve the desired drainage objectives of Brazos County and the City of College Station. GENERAL INFORMATION Area encompassed by this phase: 76.13 acres Anticipated land use:Single family residential Anticipated number oflots: 30 lots Notes on surrounding development: FM 2154 (Wellborn Road) borders the site on the west. The area surrounding the site to the south is developed, while the area to the east and north is undeveloped. FLOOD HAZARD INFORMATION FEMA F7RMMap#: 48041CO200 C Effective Date: July 2, 1992 Comments:A portion ofthe property is located in Flood Zone A(no elevations determined). Applicable Exhibits: A—Excerpt of FEMA FIRM DESCRIPTION OF DRAINAGE SYSTEMS Primary System: The site is mostly clear with some trees. Phase 1 slopes toward Peach Creek which flows to the Navasota River. Secondary System: Runoff from the residential lots will be captured in roadside ditches where it will be conveyed to the natural streams that flow through the site. Corrugated metal pipes will be used as culverts at road crossings. Applicable Exhibits: B-1 —Drainage Area Map B-2—Floodplain Exhibit EOFr •%11. .... . -f tit5'5' SECONDARY STORM DRAIN DESIGN i * f? c ti Design Storm: 25-yr Return Period(Culverts) JEFFE Y L.ROBERTSON 100-yr Return Period(Floodplain&Culverts) o : 94745 !cc13 Design Methodology ti 0... ioENSE Hydrology: Culverts-Rational Formula g41 Sst Ca Floodplain—SCS Method(HydroCAD Software) h O`AL Time ofConcentration: minimum = 10 min. RunoffCoefficients: 0.40 - Undeveloped area 4.) Vfc„ 0.55 - Residential areas 0.90 - Paved areas Curve Numbers: Undeveloped Land—75 (type D soils) Impervious Cover—98 (type D soils) Hydraulics: HEC-RAS Software Model: Excel Spreadsheet Manning's N: 0.024(corrugated metal) Drainage Report Page 1 of 2 Hidden Springs,Phase I Applicable Exhibits: C HydroCAD Output D-1 HEC-RAS Output(Peach Creek) D-2 HEC-RAS Output(West Tributary) E Rational Method Calculations F-1 Culvert#3 Analysis F-2 Culvert#4 Analysis G-1 Channel#1 Analysis G-2 Channel#2 Analysis EROSION AND SEDIMENTATION CONTROLS Control Measures: Silt fence Hydro-mulch seeding Rock Filter Dams Straw Bale Barriers Construction entrance/exit SWPPP: The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements. w I I r Drainage Report Page 2 of 2 Hidden Springs,Phase I i 1 1 1 1 1 1 1 EXHIBIT A 1 1 1 1 1 1 1 1 r-- \\ 1:=P -; • li 3 2 10t4 Sjt\ 11.77.':'.!.: '. .'.. '' r 14. iii li k. 1 01*. .3 J ... 4NTA,,,..-'_:;--;.,, 6. 4 4,,,,,\,-,,,,, ,,. -,/Ti .m,..,, ,..,s-, _-:tii,ts, r.,, L,;.... 1-to:, HIDDEN SPRING PHASE 1 7...,:e R L_i . A H I •- N.' sl 5_,...„.„.......N 1 I EXHIBIT A Flood Insurance Rate Mop Excerpt Brazos County, Texas and Incorporated Areas Map Numbers: 48041 CO200C Effective Date: July 2, 1992 N.T.S. I II I I 1 1 1 1 1 1 1 1 1 EXHIBIT B 1 1 1 1 1 1 1 1 1 EXHIBIT C East Tributary-Prop Prepared by {enter your company name here) Page 1 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Area Listing (all nodes) Area (acres) CN Description (subcats) 1,178.610 75 (1,2,3,4,5,6,7,8,9) 0.120 98 Impervious Area from Lot Development (2) 1.490 98 Lot Development (4,5,6) 1.340 98 Road (4,5,8) 27.970 98 Roads (1,7) 1,209.530 1 1 1 East Tributary-Prop Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here} Page 2 HydroCAD®8.00 s/n 004323 C>2006 HydroCAD Software Solutions LLC 2/8/2007 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-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: (new Subcat) Runoff Area=1,067.150 ac Runoff Depth>7.57" Flow Length=19,572' Slope=0.0328 '/' Tc=213.7 min CN=76 Runoff=1,547.50 cfs 673.589 af Subcatchment 2: (new Subcat) Runoff Area=8.100 ac Runoff Depth>7.78" Flow Length=1,429' Slope=0.0469'/' Tc=22.7 min CN=75 Runoff=46.73 cfs 5.254 af Subcatchment 3: (new Subcat) Runoff Area=4.090 ac Runoff Depth>7.80" Flow Length=881' Slope=0.0877 '/' Tc=11.3 min CN=75 Runoff=30.75 cfs 2.658 af Subcatchment 4: (new Subcat) Runoff Area=17.270 ac Runoff Depth>7.91" Flow Length=1,665' Slope=0.0319 7' Tc=30.2 min CN=76 Runoff=89.22 cfs 11.380 af Subcatchment 5: (new Subcat) Runoff Area=13.380 ac Runoff Depth>8.06" Flow Length=1,071' Slope=0.0351 '/' Tc=19.6 min CN=77 Runoff=84.43 cfs 8.983 af Subcatchment 6: (new Subcat) Runoff Area=7.170 ac Runoff Depth>7.93" Flow Length=1,005' Slope=0.0457 '/' Tc=16.8 min CN=76 Runoff=47.30 cfs 4.736 af Subcatchment 7: (new Subcat) Runoff Area=52.190 ac Runoff Depth>7.73" Flow Length=3,175' Slope=0.0279 '1' Tc=55.7 min CN=75 Runoff=194.10 cfs 33.639 af Subcatchment 8: (new Subcat) Runoff Area=16.560 ac Runoff Depth>7.78" Flow Length=1,647' Slope=0.0386 '/' Tc=28.0 min CN=75 Runoff=87,15 cfs 10.731 af Subcatchment 9: (new Subcat) Runoff Area=23.620 ac Runoff Depth>7.76" Flow Length=2,547' Slope=0.0481 '/' Tc=35.6 min CN=75 Runoff=111.24 cfs 15.284 af Link N1: Combine 1 and 2 Inflow=1,651.03 cfs 678.843 af Primary=1.651.03 cfs 678.843 af Link N2: Combine N1 and 3 Inflow=1,652.73 cfs 681.501 af Primary=1 652.73 cfs 681.501 af Link N3: Combine N2 and 4 Inflow=1,660.56 cfs 692.881 af Primary=1,660.56 cfs 692.881 af Link N4: Combine N3 and 5 Inflow=1,666.49 cfs 701.864 af Primary=1,666.49 cfs 701.864 af Link N5: Combine N4 and 6 Inflow=1,669.69 cfs 706.600 af Primary=1,669.69 cfs 706.600 af Link N6: Combine N5 and 7 Inflow=1,699.25 cfs 740.239 af Primary=1,699.25 cfs 740.239 af East Tributary-Prop Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here) Page 3 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Link N7: Combine N6 and 8 Inflow=1,706.91 cfs 750.970 af Primary=1,706.91 cfs 750.970 of Link N8: Combine N7 and 9 Inflow=1,718.27 cfs 766.253 af Primary=1,718.27 cfs 766.253 af Total Runoff Area= 1,209.530 ac Runoff Volume= 766.253 af Average Runoff Depth = 7.60" 97.44% Pervious Area = 1,178.610 ac 2.56% Impervious Area = 30.920 ac East Tributary-Prop Type III 24-hr 100 Rainfali=11.00" Prepared by {enter your company name here} Page 4 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Subcatchment 1: (new Subcat) Runoff = 1,647.50 cfs @ 14.89 hrs, Volume=673.589 af, Depth> 7.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 1,039.490 75 27.660 98 Roads 1,067.150 76 Weighted Average 1,039.490 Pervious Area 27.660 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 213.7 19,572 0.0328 1.53 Lag/CN Method, Contour Length= 762,229' Interval= 2' Subcatchment 2: (new Subcat) Runoff = 46.73 cfs @ 12.31 hrs, Volume= 5.254 af, Depth> 7.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 7.980 75 0.120 98 Impervious Area from Lot Development 8.100 75 Weighted Average 7.980 Pervious Area 0.120 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 22.7 1,429 0.0469 1.05 Lag/CN Method, Contour Length= 8,279' Interval= 2' Subcatchment 3: (new Subcat) Runoff = 30.75 cfs © 12.16 hrs, Volume= 2.658 af, Depth> 7.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 4.090 75 4.090 Pervious Area East Tributary-Prop Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here} Page 5 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 11.3 881 0.0877 1.30 Lag/CN Method, Contour Length= 7,812' Interval= 2' Subcatchment 4: (new Subcat) Runoff = 89.22 cfs @ 12.41 hrs, Volume= 11.380 af, Depth> 7.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 0.450 98 Road 0.620 98 Lot Development 16.200 75 17.270 76 Weighted Average 16.200 Pervious Area 1.070 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 30.2 1,665 0.0319 0.92 Lag/CN Method, Contour Length= 12,009' Interval= 2' Subcatchment 5: (new Subcat) Runoff = 84.43 cfs @ 12.26 hrs, Volume= 8.983 af, Depth> 8.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 0.570 98 Road 0.620 98 Lot Development 12.190 75 13.380 77 Weighted Average 12.190 Pervious Area 1.190 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 19.6 1,071 0.0351 0.91 Lag/CN Method, Contour Length= 10,230' Interval= 2' East Tributary-Prop Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here) Page 6 HydroCAD®8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 2/8/2007 Subcatchment 6: (new Subcat) Runoff = 47.30 cfs @ 12.23 hrs, Volume= 4.736 af, Depth> 7.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 0.250 98 Lot Development 6.920 75 7.170 76 Weighted Average 6.920 Pervious Area 0.250 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 16.8 1,005 0.0457 0.99 Lag/CN Method, Contour Length= 7,137' Interval= 2' Subcatchment 7: (new Subcat) Runoff = 194.10 cfs @ 12.74 hrs, Volume= 33.639 af, Depth> 7.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 0.310 98 Roads 51.880 75 52.190 75 Weighted Average 51.880 Pervious Area 0.310 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 55.7 3,175 0.0279 0.95 Lag/CN Method, Contour Length= 31,686' Interval= 2' Subcatchment 8: (new Subcat) Runoff = 87.15 cfs @ 12,38 hrs, Volume= 10.731 af, Depth> 7.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 0.320 98 Road 16.240 75 16.560 75 Weighted Average 16.240 Pervious Area East Tributary-Prop Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here} Page 7 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 0.320 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 28.0 1,647 0.0386 0.98 Lag/CN Method, Contour Length= 13,918' Interval= 2' Subcatchment 9: (new Subcat) Runoff = 111.24 cfs @ 12.48 hrs, Volume= 15.284 af, Depth> 7.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 23.620 75 23.620 Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 35.6 2,547 0.0481 1.19 Lag/CN Method, Contour Length= 24,722' Interval= 2' Link N1: Combine 1 and 2 Inflow Area = 1,075.250 ac, Inflow Depth > 7.58" for 100 event Inflow = 1,651.03 cfs @ 14.90 hrs, Volume=678.843 af Primary = 1,651.03 cfs @ 14.90 hrs, Volume=678.843 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link N2: Combine N1 and 3 Inflow Area = 1,079.340 ac, Inflow Depth > 7.58" for 100 event Inflow = 1,652.73 cfs @ 14.90 hrs, Volume=681.501 af Primary = 1,652.73 cfs @ 14.90 hrs, Volume=681.501 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link N3: Combine N2 and 4 Inflow Area = 1,096.610 ac, Inflow Depth > 7.58" for 100 event Inflow = 1,660.56 cfs @ 14.90 hrs, Volume=692.881 af Primary = 1,660.56 cfs @ 14.90 hrs, Volume=692.881 af, Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs w East Tributary-Prop Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here} Page 8 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Link N4: Combine N3 and 5 Inflow Area = 1,109.990 ac, Inflow Depth > 7.59" for 100 event Inflow = 1,666.49 cfs @ 14.75 hrs, Volume=701.864 af Primary = 1,666.49 cfs @ 14.75 hrs, Volume=701.864 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link N5: Combine N4 and 6 Inflow Area = 1,117.160 ac, Inflow Depth > 7.59" for 100 event Inflow = 1,669.69 cfs @ 14.75 hrs, Volume=706.600 af Primary = 1,669.69 cfs @ 14.75 hrs, Volume=706.600 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link N6: Combine N5 and 7 Inflow Area = 1,169.350 ac, Inflow Depth > 7.60" for 100 event Inflow = 1,699.25 cfs @ 14.76 hrs, Volume=740.239 af Primary = 1,699.25 cfs @ 14.76 hrs, Volume=740.239 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link N7: Combine N6 and 8 Inflow Area = 1,185.910 ac, Inflow Depth > 7.60" for 100 event Inflow = 1,706.91 cfs @ 14.76 hrs, Volume=750.970 af Primary = 1,706.91 cfs @ 14.76 hrs, Volume=750.970 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link N8: Combine N7 and 9 Inflow Area = 1,209.530 ac, Inflow Depth > 7.60" for 100 event Inflow = 1,718.27 cfs @ 14.75 hrs, Volume=766.253 af Primary = 1,718.27 cfs @ 14.75 hrs, Volume=766.253 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs West Tributary-Prop 2 Prepared by {enter your company name here) Page 1 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Area Listing (all nodes) Area (acres) CN Description (subcats) 771.990 75 (A,B,C,D,E,F) 6.430 98 (A) 0.250 98 Impervious Area from Lot Development (C) 1.730 98 Lot Development (C,D,E,F) 3.900 98 Road (E,F) 0.650 98 Roads (B) 1.310 98 Street Area (D) 786.260 West Tributary-Prop 2 Type III 24-hr 25 Rainfall=8.80" Prepared by {enter your company name here} Page 2 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 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-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: (new Subcat) Runoff Area=494.700 ac Runoff Depth>5.36" Flow Length=8,829' Slope=0.0062 '1 Tc=267.6 min CN=75 Runoff=473.35 cfs 221.092 af Subcatchment B: (new Subcat) Runoff Area=50.000 ac Runoff Depth>5.57" Flow Length=4,084' Slope=0.0050 '/' Tc=160.8 min CN=75 Runoff=69.06 cfs 23.194 af Subcatchment C: (new Subcat) Runoff Area=9.720 ac Runoff Depth>5.87" Flow Length=720' Slope=0.0230 '/' Tc=18.2 min CN=76 Runoff=46.59 cfs 4.757 af Subcatchment D: (new Subcat) Runoff Area=22.970 ac Runoff Depth>5.98" Flow Length=1,356' Slope=0.0162 '/' Tc=34.9 min CN=77 Runoff=84.55 cfs 11.439 af Subcatchment E: (new Subcat) Runoff Area=196.230 ac Runoff Depth>5.62" Flow Length=5,285' Slope=0.0121 'I' Tc=127.1 min CN=75 Runoff=320.01 cfs 91.825 af Subcatchment F: (new Subcat) Runoff Area=12.640 ac Runoff Depth>5.85" 1 Flow Length=1,397' Slope=0.0122 '/' Tc=42.4 min CN=76 Runoff=41.45 cfs 6.157 af Pond 1P: (new Pond) Peak Elev=273.16' Storage=2.167 af Inflow=507.57 cfs 260.100 af 54.0" x 100.0' Culvert Outflow=505.64 cfs 260.074 af Pond 2P: (new Pond) Peak Elev=278.07' Storage=2.732 af Inflow=501.94 cfs 248.873 af Outflow=501.38 cfs 248.661 af Pond 3P: (new Pond) Peak EIev=285.08' Storage=7.093 af Inflow=473.35 cfs 221.092 af Outflow=464.97 cfs 220.922 af Link NA: Combine 1 and 2 Inflow=499.50 cfs 244.116 af Primary=499.50 cfs 244.116 af Link NB: Combine N1 and 3 Inflow=507.57 cfs 260.100 af Primary=507.57 cfs 260.100 af Link NC: Combine N2 and 4 Inflow=616.93 cfs 351.898 af Primary=616.93 cfs 351.898 af Link ND: Combine N3 and 5 Inflow=621.32 cfs 358.055 af Primary=621.32 cfs 358.055 af Total Runoff Area= 786.260 ac Runoff Volume= 358.463 af Average Runoff Depth = 5.47" 98.19% Pervious Area= 771.990 ac 1.81% Impervious Area = 14.270 ac West Tributary-Prop 2 Type III 24-hr 25 Rainfall=8.80" Prepared by {enter your company name here) Page 3 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Subcatchment A: (new Subcat) Runoff = 473.35 cfs @ 15.73 hrs, Volume=221.092 af, Depth> 5.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Rainfall=8.80" Area (ac) CN Description 6.430 98 488.270 75 494.700 75 Weighted Average 488.270 Pervious Area 6.430 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 267.6 8,829 0.0062 0.55 Lag/CN Method, Subcatchment B: (new Subcat) Runoff = 69.06 cfs @ 14.11 hrs, Volume= 23.194 af, Depth> 5.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Rainfall=8.80" Area (ac) CN Description 49.350 75 0.650 98 Roads 50.000 75 Weighted Average 49.350 Pervious Area 0.650 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 160.8 4,084 0.0050 0.42 Lag/CN Method, Subcatchment C: (new Subcat) Runoff = 46.59 cfs @ 12.25 hrs, Volume= 4.757 af, Depth> 5.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Rainfall=8.80" Area (ac) CN Description 9.100 75 0.250 98 Impervious Area from Lot Development 0.370 98 Lot Development 9.720 76 Weighted Average 9.100 Pervious Area 0.620 Impervious Area West Tributary-Prop 2 Type III 24-hr 25 Rainfall=8.80" Prepared by {enter your company name here) Page 4 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 18.2 720 0.0230 0.66 Lag/CN Method, Subcatchment D: (new Subcat) Runoff = 84.55 cfs @ 12.47 hrs, Volume= 11.439 af, Depth> 5.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Rainfall=8.80" Area (ac) CN Description 1.310 98 Street Area 0.870 98 Lot Development 20.790 75 22.970 77 Weighted Average 20.790 Pervious Area 2.180 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 34.9 1,356 0.0162 0.65 Lag/CN Method, Subcatchment E: (new Subcat) Runoff = 320.01 cfs @ 13.69 hrs, Volume= 91.825 af, Depth> 5..62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Rainfall=8.80" Area (ac) CN Description 3.590 98 Road 0.370 98 Lot Development 192.270 75 196.230 75 Weighted Average 192.270 Pervious Area 3.960 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 127.1 5,285 0.0121 0.69 Lag/CN Method, Subcatchment F: (new Subcat) Runoff = 41.45 cfs @ 12.58 hrs, Volume= 6.157 af, Depth> 5.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Rainfall=8.80" West Tributary-Prop 2 Type III 24-hr 25 Rainfall=8.80" Prepared by {enter your company name here) Page 5 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Area (ac) CN Description 0.310 98 Road 0.120 98 Lot Development 12.210 75 12.640 76 Weighted Average 12.210 Pervious Area 0.430 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 42.4 1,397 0.0122 0.55 Lag/CN Method, Pond 1P: (new Pond) Inflow Area = 577.390 ac, Inflow Depth > 5.41" for 25 event Inflow = 507.57 cfs @ 15.89 hrs, Volume=260.100 af Outflow = 505.64 cfs @ 16.07 hrs, Volume=260.074 af, Atten= 0%, Lag= 10.6 min Primary = 505.64 cfs © 16.07 hrs, Volume=260.074 af Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 273.16' @ 16.07 hrs Surf.Area= 2.312 ac Storage= 2.167 af Plug-Flow detention time= 1.4 min calculated for 260.074 af (100% of inflow) Center-of-Mass det. time= 1.3 min ( 1,005.0- 1,003.7 ) Volume Invert Avail.Storage Storage Description 1 272.00' 46.730 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet) acres)acre-feet)acre-feet) 272.00 1.410 0.000 0.000 274.00 2.960 4.370 4.370 276.00 4.580 7.540 11.910 278.00 6.850 11.430 23.340 280.00 16.540 23.390 46.730 Device Routing Invert Outlet Devices 1 Primary 267.00' 54.0" x 100.0' long Culvert X 5.00 Ke= 0.500 Outlet Invert= 266.50' S= 0.0050 'I' Cc= 0.900 n= 0.020 Primary OutFlow Max=505.64 cfs @ 16.07 hrs HW=273.16' TW=271.42' (Fixed TW Elev= 271.42') L1=Culvert (Inlet Controls 505.64 cfs @ 6.36 fps) Pond 2P: (new Pond) Inflow Area = 554.420 ac, Inflow Depth > 5.39" for 25 event Inflow = 501.94 cfs @ 15.82 hrs, Volume=248.873 af Outflow = 501.38 cfs @ 15.91 hrs, Volume=248.661 af, Atten= 0%, Lag= 5.2 min Primary = 501.38 cfs @ 15.91 hrs, Volume=248.661 af West Tributary-Prop 2 Type III 24-hr 25 Rainfall=8.80" Prepared by {enter your company name here} Page 6 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 278.07' @ 15.91 hrs Surf.Area= 2.010 ac Storage= 2.732 af Plug-Flow detention time= 3.1 min calculated for 248.097 af (100% of inflow) Center-of-Mass det. time= 2.7 min ( 1,011.7 - 1,009.0 ) Volume Invert Avail.Storage Storage Description 1 274.00' 7.743 af Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet) acres)acre-feet)acre-feet) acres) 274.00 0.000 0.000 0.000 0.000 275.00 0.280 0.093 0.093 0.280 276.00 0.420 0.348 0.441 0.420 277.00 1.000 0.689 1.130 1.001 278.00 1.980 1.462 2.593 1.981 279.00 2.430 2.201 4.794 2.431 280.00 3.500 2.949 7.743 3.502 Device Routing Invert Outlet Devices 1 Primary 274.00' 60.0" x 100.0' long Culvert X 6.00 Ke= 0.500 Outlet Invert= 273.75' S= 0.0025 Cc= 1.000 n= 0.014 2 Primary 278.00' 60.0' long x 25.0' 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=501.23 cfs @ 15.91 hrs HW=278.07' TW=4.07' (TW follows 274.00' below HW) 4L1=Culvert (Barrel Controls 498.26 cfs @ 6.61 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.97 cfs @ 0.71 fps) Pond 3P: (new Pond) Inflow Area = 494.700 ac, Inflow Depth > 5.36" for 25 event Inflow = 473.35 cfs @ 15.73 hrs, Volume=221.092 af Outflow = 464.97 cfs @ 15.93 hrs, Volume=220.922 af, Atten= 2%, Lag= 12.4 min Primary = 464.97 cfs @ 15.93 hrs, Volume=220.922 af Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 285.08' @ 15.93 hrs Surf.Area= 4.735 ac Storage= 7.093 af Plug-Flow detention time= 7.4 min calculated for 220.421 af (100% of inflow) Center-of-Mass det. time= 7.1 min ( 1,021.1 - 1,014.0 ) Volume Invert Avail.Storage Storage Description 1 281.00' 67.246 af Custom Stage Data (Conic) Listed below (Recalc) West Tributary-Prop 2 Type III 24-hr 25 Rainfall=8.80" Prepared by {enter your company name here) Page 7 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet) acres)acre-feet)acre-feet) acres) 281.00 0.000 0.000 0.000 0.000 282.00 0.430 0.143 0.143 0.430 284.00 2.820 2.901 3.044 2.820 286.00 6.740 9.280 12.324 6.741 288.00 13.120 19.509 31.833 13.122 290.00 22.730 35.413 67.246 22.733 Device Routing Invert Outlet Devices 1 Primary 281.00' 6.00' W x 6.00' H x 100.0' long Culvert X 3.00 Ke= 0.500 Outlet Invert= 280.00' S= 0.0100 '/' Cc= 0.900 n= 0.014 2 Primary 288.00' 40.0' long x 20.0' 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=464.93 cfs @ 15.93 hrs HW=285.08' (Free Discharge) 1=Culvert (Barrel Controls 464.93 cfs @ 8.43 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Link NA: Combine 1 and 2 Inflow Area = 544.700 ac, Inflow Depth > 5.38" for 25 event Inflow = 499.50 cfs @ 15.82 hrs, Volume=244.116 af Primary = 499.50 cfs @ 15.82 hrs, Volume=244.116 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link NB: Combine N1 and 3 Inflow Area = 577.390 ac, Inflow Depth > 5.41" for 25 event Inflow = 507.57 cfs @ 15.89 hrs, Volume=260.100 af Primary = 507.57 cfs @ 15.89 hrs, Volume=260.100 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link NC: Combine N2 and 4 Inflow Area = 773.620 ac, Inflow Depth > 5.46" for 25 event Inflow = 616.93 cfs @ 15.15 hrs, Volume=351.898 af Primary = 616.93 cfs @ 15.15 hrs, Volume=351.898 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link ND: Combine N3 and 5 Inflow Area = 786.260 ac, Inflow Depth > 5.46" for 25 event Inflow = 621.32 cfs @ 15.13 hrs, Volume=358.055 af Primary = 621.32 cfs @ 15.13 hrs, Volume=358.055 af, Atten= 0%, Lag= 0.0 min West Tributary-Prop 2 Type III 24-hr 25 Rainfall=8.80" Prepared by {enter your company name here) Page 8 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Primary outflow= Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs i West Tributary-Prop 2 Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here) Page 9 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 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-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: (new Subcat) Runoff Area=494.700 ac Runoff Depth>7.29" Flow Length=8,829' Slope=0.0062 '/' Tc=267.6 min CN=75 Runoff=638.98 cfs 300.530 af Subcatchment B: (new Subcat) Runoff Area=50.000 ac Runoff Depth>7.55" Flow Length=4,084' Slope=0.0050 '/' Tc=160.8 min CN=75 Runoff=93.24 cfs 31.470 af Subcatchment C: (new Subcat) Runoff Area=9.720 ac Runoff Depth>7.92" Flow Length=720' Slope=0.0230 '1 Tc=18.2 min CN=76 Runoff=62.27 cfs 6.419 af Subcatchment D: (new Subcat) Runoff Area=22.970 ac Runoff Depth>8.03" Flow Length=1,356' Slope=0.0162 Tc=34.9 min CN=77 Runoff=112.56 cfs 15.379 af Subcatchment E: (new Subcat) Runoff Area=196.230 ac Runoff Depth>7.62" Flow Length=5,285' Slope=0.0121 '/' Tc=127.1 min CN=75 Runoff=431.48 cfs 124.534 af Subcatchment F: (new Subcat) Runoff Area=12.640 ac Runoff Depth>7.89" Flow Length=1,397' Slope=0.0122 Tc=42.4 min CN=76 Runoff=55.44 cfs 8.310 af Pond 1P: (new Pond) Peak Elev=274.47' Storage=5.838 af Inflow=675.69 cfs 353.240 af 54.0" x 100.0' Culvert Outflow=668.27 cfs 353.206 af Pond 2P: (new Pond) Peak Elev=278.56' Storage=3.779 af Inflow=668.22 cfs 338.140 af Outflow=667.82 cfs 337.861 af Pond 3P: (new Pond) Peak Elev=286.08' Storage=12.899 af Inflow=638.98 cfs 300.530 af Outflow=620.82 cfs 300.251 af Link NA: Combine 1 and 2 Inflow=665.12 cfs 331.722 af Primary=665.12 cfs 331.722 af Link NB: Combine N1 and 3 Inflow=675.69 cfs 353.240 af Primary=675.69 cfs 353.240 af Link NC: Combine N2 and 4 Inflow=808.20 cfs 477.740 af Primary=808.20 cfs 477.740 af Link ND: Combine N3 and 5 Inflow=816.47 cfs 486.050 af Primary=816.47 cfs 486.050 af Total Runoff Area= 786.260 ac Runoff Volume = 486.642 af Average Runoff Depth = 7.43" 98.19% Pervious Area = 771.990 ac 1.81% Impervious Area= 14.270 ac West Tributary-Prop 2 Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here} Page 10 HydroCAD®8.00 s/n 004323 C>2006 HydroCAD Software Solutions LLC 2/8/2007 Subcatchment A: (new Subcat) Runoff = 638.98 cfs @. 15.52 hrs, Volume=300.530 af, Depth> 7.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 6.430 98 488.270 75 494.700 75 Weighted Average 488.270 Pervious Area 6.430 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 267.6 8,829 0.0062 0.55 Lag/CN Method, Subcatchment B: (new Subcat) Runoff = 93.24 cfs © 14.10 hrs, Volume= 31.470 af, Depth> 7.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 49.350 75 0.650 98 Roads 50.000 75 Weighted Average 49.350 Pervious Area 0.650 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 160.8 4,084 0.0050 0.42 Lag/CN Method, Subcatchment C: (new Subcat) Runoff = 62.27 cfs @ 12.25 hrs, Volume= 6.419 af, Depth> 7.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 9.100 75 0.250 98 Impervious Area from Lot Development 0.370 98 Lot Development 9.720 76 Weighted Average 9.100 Pervious Area 0.620 Impervious Area West Tributary-Prop 2 Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here} Page 11 HydroCAD® 8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 18.2 720 0.0230 0.66 Lag/CN Method, Subcatchment D: (new Subcat) Runoff = 112.56 cfs @ 12.47 hrs, Volume= 15.379 af, Depth> 8.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 1.310 98 Street Area 0.870 98 Lot Development 20.790 75 22.970 77 Weighted Average 20.790 Pervious Area 2.180 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 34.9 1,356 0.0162 0.65 Lag/CN Method, Subcatchment E: (new Subcat) Runoff = 431.48 cfs @ 13.68 hrs, Volume=124.534 af, Depth> 7.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" Area (ac) CN Description 3.590 98 Road 0.370 98 Lot Development 192.270 75 196.230 75 Weighted Average 192.270 Pervious Area 3.960 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 127.1 5,285 0.0121 0.69 Lag/CN Method, Subcatchment F: (new Subcat) Runoff = 55.44 cfs © 12.57 hrs, Volume= 8.310 af, Depth> 7.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=11.00" West Tributary-Prop 2 Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here} Page 12 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Area (ac) CN Description 0.310 98 Road 0.120 98 Lot Development 12.210 75 12.640 76 Weighted Average 12.210 Pervious Area 0.430 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 42,4 1,397 0.0122 0.55 Lag/CN Method, Pond 1P: (new Pond) Inflow Area = 577.390 ac, Inflow Depth > 7.34" for 100 event Inflow = 675.69 cfs @ 15.93 hrs, Volume=353.240 af Outflow = 668.27 cfs @ 16.25 hrs, Volume=353.206 af, Atten= 1%, Lag= 19.2 min Primary = 668.27 cfs @ 16.25 hrs, Volume=353.206 af Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 274.47' @ 16.25 hrs Surf.Area= 3.338 ac Storage= 5.838 af Plug-Flow detention time= 3.0 min calculated for 353.206 af (100% of inflow) Center-of-Mass det. time= 2.9 min ( 1,001.8- 998.9 ) Volume Invert Avail.Storage Storage Description 1 272.00' 46.730 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet) acres)acre-feet)acre-feet) 272.00 1.410 0.000 0.000 274.00 2.960 4.370 4.370 276.00 4.580 7.540 11.910 278.00 6.850 11.430 23.340 280.00 16.540 23.390 46.730 Device Routing Invert Outlet Devices 1 Primary 267.00' 54.0" x 100.0' long Culvert X 5.00 Ke= 0.500 Outlet Invert= 266.50' S= 0.0050 '/' Cc= 0.900 n= 0.020 Primary OutFlow Max=668.26 cfs @ 16.25 hrs HW=274.47' TW=271.42' (Fixed TW Elev= 271.42') t-1=Culvert (Inlet Controls 668.26 cfs @ 8.40 fps) Pond 2P: (new Pond) Inflow Area = 554.420 ac, Inflow Depth > 7.32" for 100 event Inflow = 668.22 cfs @ 15.87 hrs, Volume=338.140 af Outflow = 667.82 cfs @ 15.94 hrs, Volume=337.861 af, Atten= 0%, Lag= 4.4 min Primary = 667.82 cfs @ 15.94 hrs, Volume=337.861 af West Tributary-Prop 2 Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here) Page 13 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 278.56' @ 15.94 hrs Surf.Area= 2.228 ac Storage= 3.779 af Plug-Flow detention time= 3.4 min calculated for 337.861 af (100% of inflow) Center-of-Mass det. time= 3.1 min ( 1,007.0 - 1,004.0 ) Volume Invert Avail.Storage Storage Description 1 274.00' 7.743 af Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet) acres)acre-feet)acre-feet) acres) 274.00 0.000 0.000 0.000 0.000 275.00 0.280 0.093 0.093 0.280 276.00 0.420 0.348 0.441 0.420 277.00 1.000 0.689 1.130 1.001 278.00 1.980 1.462 2.593 1.981 279.00 2.430 2.201 4.794 2.431 280.00 3.500 2.949 7.743 3.502 Device Routing Invert Outlet Devices 1 Primary 274.00' 60.0" x 100.0' long Culvert X 6.00 Ke= 0.500 Outlet Invert= 273.75' S= 0.0025 'I' Cc= 1.000 n= 0.014 2 Primary 278.00' 60.0' long x 25.0' 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=667.79 cfs @ 15.94 hrs HW=278.56' TW=4.56' (TW follows 274.00' below HW) I1=Culvert (Barrel Controls 599.18 cfs @ 6.97 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 68.61 cfs © 2.03 fps) Pond 3P: (new Pond) Inflow Area = 494.700 ac, Inflow Depth > 7.29" for 100 event Inflow = 638.98 cfs @ 15.52 hrs, Volume=300.530 af Outflow = 620.82 cfs @ 16.01 hrs, Volume=300.251 af, Atten= 3%, Lag= 29.6 min Primary = 620.82 cfs @ 16.01 hrs, Volume=300.251 af Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 286.08' @ 16.01 hrs Surf.Area= 6.966 ac Storage= 12.899 af Plug-Flow detention time= 9.9 min calculated for 300.251 af(100% of inflow) Center-of-Mass det. time= 9.5 min ( 1,016.4 - 1,006.9 ) Volume Invert Avail.Storage Storage Description 1 281.00' 67.246 af Custom Stage Data (Conic) Listed below (Recalc) I West Tributary-Prop 2 Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here) Page 14 HydroCAD® 8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet) acres)acre-feet)acre-feet) acres) 281.00 0.000 0.000 0.000 0.000 282.00 0.430 0.143 0.143 0.430 284.00 2.820 2.901 3.044 2.820 286.00 6.740 9.280 12.324 6.741 288.00 13.120 19.509 31.833 13.122 290.00 22.730 35.413 67.246 22.733 Device Routing Invert Outlet Devices 1 Primary 281.00' 6.00' W x 6.00' H x 100.0' long Culvert X 3.00 Ke= 0.500 Outlet Invert= 280.00' S= 0.0100 '1 Cc= 0.900 ri= 0.014 2 Primary 288.00' 40.0' long x 20.0' 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 6 2.64 2.63 Primary OutFlow Max=620.78 cfs @ 16.01 hrs HW=286.08' (Free Discharge) 4E1=Culvert (Barrel Controls 620.78 cfs @ 9.05 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Link NA: Combine 1 and 2 Inflow Area = 544.700 ac, Inflow Depth > 7.31" for 100 event Inflow = 665.12 cfs @ 15.88 hrs, Volume=331.722 af Primary = 665.12 cfs @ 15.88 hrs, Volume=331.722 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link NB: Combine N1 and 3 Inflow Area = 577.390 ac, Inflow Depth > 7.34" for 100 event Inflow = 675.69 cfs @ 15.93 hrs, Volume=353.240 af Primary = 675.69 cfs @ 15.93 hrs, Volume=353.240 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link NC: Combine N2 and 4 Inflow Area = 773.620 ac, Inflow Depth > 7.41" for 100 event Inflow = 808.20 cfs @ 14.25 hrs, Volume=477.740 af Primary = 808.20 cfs @ 14.25 hrs, Volume=477.740 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs Link ND: Combine N3 and 5 Inflow Area = 786.260 ac, Inflow Depth > 7.42" for 100 event Inflow = 816.47 cfs @ 14.16 hrs, Volume=486.050 af Primary = 816.47 cfs @ 14.16 hrs, Volume=486.050 af, Atten= 0%, Lag= 0.0 min West Tributary-Prop 2 Type III 24-hr 100 Rainfall=11.00" Prepared by {enter your company name here) Page 15 HydroCAD®8.00 s/n 004323 ©2006 HydroCAD Software Solutions LLC 2/8/2007 Primary outflow = Inflow, Time Span= 2.00-24.00 hrs, dt= 0.05 hrs EXHIBIT D Exhibit D-1 HEC-RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x x KXXXXX XXXX XXXX XX XXXX x x x x x x X x x X x x x x XXXXX XXXXXXX XXXX x xxx xxxx xxxxxx xxxx x x x x x x X X X x x x x x XXXX x X X XXXXXX XXXX x x x x xxxxx PROJECT DATA Project Title: East Tributary 100yr Floodplain Analysis Project File : 1065005.prj Run Date and Time: 2/8/2007 9:35:18 AM Project in English units PLAN DATA Plan Title: Planl East Trib. 100yr Floodplain Analys Plan File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005.p01 Geometry Title: East Tributary Cross-Sections Geometry File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005.901 Flow Title : East Tributary 100yr flows Flow File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005.f01 Plan Summary Information: Number of: Cross Sections = 17 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations 20 Maximum difference tolerance 0.3 Flow tolerance factor 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: East Tributary 100yr flows Flow File : F:11056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005.f01 Flow Data (cfs) River Reach RS * PF 1 * East Tributary Reachl 8746.05 * 1002 * East Tributary Reachl 2898.95 + 1025 * East Tributary Reachl 1776.09 * 1034 * Boundary Conditions River Reach Profile Upstream Downstream * East Tributary Reachl PF 1 Critical * GEOMETRY DATA Geometry Title: East Tributary Cross-Sections Geometry File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005.g01 CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 8746.05 I INPUT I Description: Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev I100284146282149280152278154276.66 156 278 160 280 367 280 373 278 379 277.75 384 278 399 280 418 282 547 284 s um= 3ManningsSta n+Vale++++ to++nnValal+++++S +++ n+IStanValStanStanVal 100 .035 149 .03 160 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 149 160 227 506.32 303 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 282.08 * Element Left OB * Channel * Right OH * Vel Head (ft) 0.05 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 282.03 * Reach Len. (ft)227.00 * 506.32 * 303.00 * Crit W.S. (ft) Flow Area (sq ft) * 3.09 * 39.99 * 548.60 * E.G. Slope (ft/ft) *0.000553 * Area (sq ft) 3.09 * 39.99 * 548.60 * 0 Total (cfs) 1002.00 * Flow (cfs) 2.50 * 99.08 * 900.42 Top Width (ft) 274.44 * Top Width (ft) 3.64 * 11.00 * 259.80 * Vel Total (ft/s) * 1.69 * Avg. Vel. (ft/s) * 0.81 * 2.48 * 1.64 * Max Chl Dpth (ft) * 5.37 * Hydr. Depth (ft) * 0.85 * 3.64 * 2.11 *IConv. Total (cfs) * 42596.7 * Cony. (cfs) 106.3 * 4212.2 * 38278.2 * Length Wtd. (ft) * 370.34 * Wetted Per. (ft) * 4.25 * 12.89 * 260.37 * Min Ch El (ft) 276.66 * Shear (lb/sq ft) * 0.03 * 0.11 * 0.07 * Alpha 1.06 * Stream Power (1b/ft s) * 0.02 * 0.27 * 0.12 * Frctn Loss (ft)0.43 * Cum Volume (acre-ft) * 14.80 • 17.53 * 23.76 * C & E Loss (ft)0.05 * Cum SA (acres) 11.49 * 5.13 * 19.56 *Ia+a+**ata*+*+*******a****+*+*a+*+**********++*+ Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 8239.73 INPUT Description: Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Ste Elev Sta Elev aa**+a******+***********aa**+*********************a******a+++a++ 100 284 242 282 302 280 305 278 308 276 312 275.6 314 - 276 321 278 370 280 506 282 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 .035 302 .03 321 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 302 321 534 1044 508 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 281.60 * Element Left OB * Channel * Right OR *IVelHead (ft) 0.53 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 281.07 * Reach Len. (ft)534.00 * 1044.00 * 508.00 * Crit W.S. (ft) Flow Area (sq ft) * 17.10 * 78.49 * 140.09 * E.G. Slope (ft/ft) *0.003683 * Area (sq ft) 17.10 * 78.49 * 140.09 * 0 Total (cfs) 1002.00 * Flow (cfs) 28.99 * 576.46 * 396.54 * ITopWidth (ft) 172.65 * Top Width (ft) 32.04 * 19.00 * 121.61 • Vel Total (ft/s) * 4.25 * Avg. Vel. (ft/s) * 1.70 * 7.34 * 2.83 * Max Chl Dpth (ft) * 5.47 * Hydr. Depth (ft) * 0.53 * 4.13 * 1.15 * Cony. Total (cfs) * 16510.7 * Conv. (cfs) 477.7 * 9498.8 * 6534.2 * Length Wtd. (ft) * 701.93 * Wetted Per. (ft) * 32.05 * 20.55 * 121.66 * Min Ch El (ft) 275.60 * Shear (lb/sq ft) * 0.12 * 0.88 * 0.26 * Alpha 1.90 • Stream Power (lb/ft s) * 0.21 * 6.45 * 0.75 * Frctn Loss (ft)1.78 * Cum Volume (acre-ft) * 14.74 * 16.84 * 21.36 * C 6 E Loss (ft)0.13 * Cum SA (acres) 11.39 * 4.95 * 18.23 * Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: East Tributary IREACH: Reachl RS: 7195.73 INPUT Description: Station Elevation Data num= 11 Ste Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 282 307 280 310 278 313 276 317 274.51 I I OM al ARIP Bea 319 276 351 276 392 278.5 496 278.5 707 280 794 282 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val wow 100 .035 307 .03 319 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 307 319 298 976.37 699 1 .3 gals CROSS SEONOUTPUTProfile #PF E.G. Elev (ft) 279.68 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.10 * Wt. n-Val. 0.030 * 0.035 * W.S. Elev (ft) 279.59 * Reach Len. (ft)298.00 * 976.37 * 699.00 * Crit W.S. (ft) Flow Area (sq ft) * 35.64 * 406.60 * E.G. Slope (ft/ft) *0.001856 * Area (sq ft) 35.64 * 406.60 * 0 Total (cfs) 1002.00 * Flow (cfs) 147.22 * 854.78 * Top Width (ft) 341.22 * Top Width (ft) 11.38 * 329.84 * Vel Total (ft/s) * 2.27 * Avg. Vel. (ft/s) * 4.13 * 2.10 * Max Chl Dpth (ft) * 5.08 * Hydr. Depth (ft) * 3.13 * 1.23 * Cony. Total (cfs) * 23260.4 * Conv. (cfs) 3417.5 * 19842.9 * i Length Wtd. (ft) * 699.28 * Wetted Per. (ft) *aa 13.23 * 329.92 * Min Ch El (ft) 274.51 * Shear (lb/sq ft) * 0.31 * 0.14 * Alpha 1.22 * Stream Power (lb/ft s) * 1.29 * 0.30 * Frctn Loss (ft)1.53 * Cum Volume (acre-ft) * 14.64 * 15.47 * 18.17 *4101* C s E Loss (ft)0.03 * Cum SA (acres) 11.20 * 4.59 * 15.60 Ma Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 6219.36 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 280 118 278 337 276 343 274 348 272 349 271.75 350 272 355 274 360 276 458 278 576 280 MAW Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 .035 343 .03 355 .035 aYY Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 343 355 341 276.21 221 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 278.13 * Element Left OB * Channel * Right OB * lov. Vel Head (ft) 0.36 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 277.77 * Reach Len. (ft)341.00 * 276.21 * 221.00 * Crit W.S. (ft) Flow Area (sq ft) * 187.36 * 59.44 * 90.25 * E.G. Slope (ft/ft) *0.002616 * Area (sq ft) 187.36 * 59.44 * 90.25 * Q Total (cfs) 1002.00 * Flow (cfs) 389.93 * 418.51 * 193.57 * Top Width (ft) 302.92 * Top Width (ft) 199.39 * 12.00 * 91.54 * Vel Total (£t/s) * 2.97 * Avg. Vel. (ft/s) * 2.08 * 7.04 * 2.14 * Max Chl Dpth (ft) * 6.02 * Hydr. Depth (ft) * 0.94 * 4.95 * 0.99 * Conv. Total (cfs) * 19589.0 * Conv. (cfs) 7623.0 * 8181.8 * 3784.2 * a..Length Wtd. (ft) * 271.20 * Wetted Per. (ft) * 199.72 * 12.83 * 91.94 * Min Ch El (ft) 271.75 * Shear (lb/sq ft) * 0.15 * 0.76 * 0.16 * Alpha 2.63 * Stream Power (lb/ft s) * 0.32 * 5.33 * 0.34 * AW Frctn Loss (ft)0.79 * Cum Volume (acre-ft) * 14.00 * 14.41 * 14.19 * C 6 E Loss (ft)0.00 * Cum SA (acres) 10.51 * 4.33 * 12.22 * h4 CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 5943.15 W INPUT Description: oras Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 282 58 280 113 278 202 276 205 274 209 272 214 272 220 274 223 276 330 275.83 385 275.81 420 277.02 463 277.84 573 279.2 1111 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 202 .03 223 .035 Ma seam wrrr.l& IIBitBankSta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 202 223 178 231.67 242 1 .3 CROSS SECTION OUTPUT Profile #PF 1 IE.G. Elev (ft) 277.33 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.35 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 276.98 * Reach Len. (ft)178.00 * 231.67 * 242.00 * Crit W.S. (ft) Flow Area (sq ft) * 21.30 * 76.55 * 197.23 * I E.G. Slope (ft/ft) *0.003307 * Area (sq ft) 21.30 * 76.55 * 197.23 * 0 Total (cfs) 1002.00 * Flow (cfs) 32.28 * 485.88 * 483.84 * Top Width (ft) 260.33 * Top Width (ft) 43.54 * 21.00 * 195.80 * Vel Total (ft/s) * 3.40 * Avg. Vel. (ft/s) * 1.52 * 6.35 * 2.45 * Max Chl Dpth (ft) * 4.98 * Hydr. Depth (ft) * 0.49 * 3.65 * 1.01 * Conv. Total (cfs) * 17424.5 * Conv. (cfs) 561.3 * 8449.4 * 8413.9 * Length Wtd. (ft) * 234.85 * Wetted Per. (ft) * 43.55 * 23.01 * 195.82 *IMinChEl (ft) 272.00 * Shear (1b/sq ft) * 0.10 * 0.69 * 0.21 * Alpha 1.95 * Stream Power (lb/ft s) * 0.15 * 4.36 * 0.51 * Frctn Loss (ft)0.77 * Cum Volume (acre-ft) * 13.18 * 13.97 * 13.46 * C & E Loss (ft)0.03 * Cum SA (acres) 9.56 * 4.22 • 11.49 * CROSS SECTION I RIVER: East Tributary REACH: Reachl RS: 5670 Iescr IDescription: Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 282 47 280 127 278 162 276 195 274 204 272 213 272 221 274 235 276.34 290 276.2 344 275.56 395 274.9 446 275.28 500 276.48 555 276.66 612 277.18 666 277.94 719 278.66 772 279.35 825 280.61 Manning's n Values num= 3 Sta n Val Ste n Val Sta n Val 0 .035 162 .03 235 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 162 235 731 731 731 1 .3 ICROSSSECTIONOUTPUTProfile #PF 1 E.G. Elev (ft) 276.53 * Element Left OH * Channel * Right OH * Vel Head (ft) 0.24 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 276.29 * Reach Len. (ft)731.00 * 731.00 * 731.00 * ICritW.S. (ft) Flow Area (sq ft) * 0.74 * 152.81 * 162.00 * E.G. Slope (ft/ft) *0.003210 * Area (sq ft) 0.74 * 152.81 * 162.00 * Q Total (cfs) 1002.00 * Flow (cfs) 0.49 * 699.09 * 302.42 * Top Width (ft) 314.68 * Top Width (ft) 5.08 * 72.70 * 236.90 * Vel Total (ft/s) * 3.18 * Avg. Vel. (ft/s) * 0.66 * 4.57 * 1.87 * Max Chl Dpth (ft) * 4.29 * Hydr. Depth (ft) * 0.15 * 2.10 * 0.68 * I* Conv. Total (cfs) * 17685.2 * Cony. (cfs) 8.6 * 12338.8 * 5337.8 * Length Wtd. (ft) * 731.00 * Wetted Per. (ft) * 5.09 * 73.42 * 236.92 * Min Ch El (ft) 272.00 * Shear (lb/sq ft) * 0.03 • 0.42 * 0.14 Alpha 1.55 * Stream Power (1b/ft s) * 0.02 * 1.91 * 0.26 * Frctn Loss (ft) 1.39 * Cum Volume (acre-ft) * 13.14 • 13.36 * 12.46 * C & E Loss (ft)0.05 * Cum SA (acres) 9.46 * 3.97 * 10.29 * Warning: Divided flow computed for this cross-section. I Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 4939 INPUT Description: Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev I028432282612807327694272 115 272 120 274 140 272.3 196 273.1 248 273.27 258 274.05 269 274.72 311 273.42 359 275.25 406 275.68 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val i0 .035 73 .03 120 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 73 120 254 254 254 1 .3 ICROSSSECTIONOUTPUTProfile #PF 1 I a* din mum E.G. Elev (ft) 275.10 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.09 * Wt. n-Val. 0.030 * 0.035 * W.S. Elev (ft) 275.01 * Reach Len. (ft)254.00 * 254.00 * 254.00 * Crit W.S. (ft) Flow Area (sq ft) * 97.12 * 354.92 * E.G. Slope (ft/ft) *0.001254 * Area (sq ft) 97.12 * 354.92 * mm Q Total (cfs) 1002.00 * Flow (cfs) 295.58 * 706.42 * Top Width (ft) 274.57 * Top Width (ft) 41.81 * 232.76 * Vel Total (ft/s) * 2.22 * Avg. Vel. (ft/s) * 3.04 * 1.99 * Max Chl Dpth (ft) * 3.01 * Hydr. Depth (ft) * 2.32 * 1.52 * Conv. Total (cfs) * 28300.6 * Cony. (cfs) 8348.5 * 19952.1 * Length Wtd. (ft) * 254.00 * Wetted Per. (ft) * 42.48 * 232.93 * Min Ch El (ft) 272.00 * Shear (lb/sq ft) 0.18 0.12 Alpha 1.12 * Stream Power (lb/ft s) * 0.54 * 0.24 * Frctn Loss (ft)0.63 * Cum Volume (acre-ft) * 13.13 * 11.27 * 8.12 * C & E Loss (ft)0.02 * Cum SA (acres) 9.42 * 3.01 * 6.35 * AS Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. We CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 4685 INPUT Description: Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 11 284 26 282 32 280 36 278 42 276 m" 49 274 57 272 75 272 88 274 211 274.34 262 273.95 304 273.49 340 273.49 373 272.68 384 271.46 386 270.59 388 271.19 393 271.14 410 273.38 472 273.81kliAld 515 274.92 566 276.25 Manning's n Values num. 3 Sta n Val Sta n Val Sta n Val AM 11 .035 49 .03 88 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 49 88 297 285.58 249 1 .3 me CROSS SECTION OUTPUT Profile #PF 1 40 E.G. Elev (ft) 274.45 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.27 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 274.18 * Reach Len. (ft)297.00 * 285.58 * 249.00 * Crit W.S. (ft) Flow Area (sq ft) * 0.05 * 63.89 * 211.30 * E.G. Slope (ft/ft) *0.006980 * Area (sq ft) 0.05 * 63.89 * 211.30 * mm Q Total (cfs) 1002.00 * Flow (cfs) 0.04 * 364.93 * 637.03 * Top Width (ft) 357.39 * Top Width (ft) 0.62 * 39.00 * 317.77 * Vel Total (ft/s) * 3.64 * Avg. Vel. (ft/s) * 0.69 * 5.71 * 3.01 * Max Chl Dpth (ft) * 3.59 * Hydr. Depth (ft) * 0.09 * 1.64 * 0.66 * Conv. Total (cfs) * 11993.4 * Cony. (cfs) 0.4 * 4368.0 * 7625.0 * Length Wtd. (ft) * 278.03 * Wetted Per. (ft) * 0.64 * 39.40 * 318.28 * xtitota Min Ch El (ft) 272.00 * Shear (lb/sq ft) * 0.04 * 0.71 * 0.29 * Alpha 1.33 * Stream Power (lb/ft s) * 0.03 * 4.04 * 0.87 * Frctn Loss (ft)0.37 * Cum Volume (acre-ft) * 13.13 * 10.80 * 6.47 * C & E Loss (ft)0.07 * Cum SA (acres) 9.42 * 2.78 * 4.74 * Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 4567.64 40 INPUT Description: giaa Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 10 282 12 280 23 270 41 270 52 272 104 274 242 272.03 273 272.42 319 273.09 366 272.27 418 273.25 469 272.6 484 272.25 495 270.12 500 269.44 4#8 507 270.23 517 272.58 533 274.82 567 276.27 616 275.61 667 275.31 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val AA 0 .035 484 .03 517 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 484 517 355 344.39 278 1 .3 CROSS SECTION OUTPUT Profile #PF 1 11111 PIM MN I 4*4t*********44***********4******4*************t***44*4******4*******4t********ttt********t4** I E.G. Elev (ft) 274.01 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.04 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 273.97 * Reach Len. (ft)355.00 * 344.39 * 278.00 •ICritW.S. (ft) Flow Area (sq ft) * 603.50 * 106.07 * 6.87 * E.G. Slope (ft/ft) *0.000547 * Area (sq ft) 603.50 * 106.07 * 6.87 * Q Total (cfs) 1002.00 * Flow (cfs) 732.08 * 264.62 * 5.31 * Top Width (ft) 505.06 * Top Width (ft) 462.15 * 33.00 * 9.90 * Vel Total (ft/s) * 1.40 * Avg. Vel. (ft/s) * 1.21 * 2.49 * 0.77 * Max Chl Dpth (ft) * 4.53 * Hydr. Depth (ft) * 1.31 * 3.21 * 0.69 * IConv. Total (cfs) * 42837.0 * Cony. (cfs) 31297.5 * 11312.7 * 226.9 * Length Wtd. (ft) * 322.16 * Wetted Per. (ft) * 463.95 * 33.57 * 10.00 * Min Ch El (ft) 269.44 * Shear (lb/sq ft) * 0.04 * 0.11 * 0.02 * Alpha 1.39 * Stream Power (lb/ft s) * 0.05 * 0.27 * 0.02 * Frctn Loss (ft)0.24 * Cum Volume (acre-ft) * 11.07 * 10.24 * 5.85 C & E Loss (ft)0.00 * Cum SA (acres) 7.84 * 2.54 * 3.81 * Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. ICROSSSECTION RIVER: East Tributary REACH: Reachl RS: 4223.25 Iescr IDescription: Station Elevation Data num= 11 Sta Elev Sta Elev Ste Slav Sta Elev Sta Elev t*tt*t************t*t**t*t*t***a***tt*4***************4***************** 100 278 128 276 137 274 142 272 147 270 I152268.84 157 270 199 272 444 272 469 274 646 276 Manning's n Values num= 3 Ste n Val Sta n Val Ste n Val 100 .05 142 .03 157 .05 IBankSta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 142 157 333 389.16 341 1 .3 CROSS SECTION OUTPUT Profile RPF 1 IE.G. Elev (ft) 273.76 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.07 * Wt. n-Val. 0.050 • 0.030 * 0.050 * W.S. Elev (ft) 273.69 * Reach Len. (ft)333.00 * 389.16 * 341.00 * Crit W.S. (ft) Flow Area (sq ft) * 3.56 * 56.13 * 544.45 * E.G. Slope (ft/ft) *0.001097 * Area (sq ft) 3.56 * 56.13 * 544.45 *I0Total (cfs) 1002.00 * Flow (cfs) 2.98 * 215.78 * 783.24 * Top Width (ft) 327.33 * Top Width (ft) 4.22 * 15.00 * 308.11 * Vel Total (ft/s) * 1.66 * Avg. Vel. (ft/s) * 0.84 * 3.84 * 1.44 * Max Chl Dpth (ft) * 4.85 * Hydr. Depth (ft) * 0.84 * 3.74 * 1.77 * Conv. Total (cfs) * 30247.2 * Cony. (cfs) 90.1 * 6513.7 * 23643.4 * I* Length Wtd. (ft) * 369.84 * Wetted Per. (ft) • 4.55 • 15.65 * 308.22 * Min Ch El (ft) 268.84 * Shear (1b/sq ft) * 0.05 • 0.25 * 0.12 * Alpha 1.75 * Stream Power (lb/ft s) * 0.04 * 0.94 • 0.17 * Frctn Loss (ft)0.89 * Cum Volume (acre-ft) * 8.60 * 9.60 * 4.09 * C & E Loss (ft)0.12 * Cum SA (acres) 5.94 * 2.35 * 2.79 * Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for Iadditionalcrosssections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.3CROSSSECTION RIVER: East Tributary REACH: Reachl RS: 3834.09 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Ste Elev Sta Elev t***tttt*t****t***********4*t***t*4**************tt**4********************4***** 100 277 129 276 161 274 383 272 391 270 412 268 419 267.2 422 268 429 270 435 272 538 272 555 274 735 276 Manning's n Values num= 3 IStenValStanValStanVal 100 .05 391 .03 429 .05 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 391 429 273 310.81 344 1 .3 CROSS SECTION OUTPUT Profile RPF 1 I C E.G. Elev (ft) 272.75 * Element Left OB * Channel * Right OB * Vel Head (ft) 1.32 * Wt. n-Val. 0.050 * 0.030 * 0.050 * W.S. Elev (ft) 271.43 * Reach Len. (ft)273.00 * 310.81 * 344.00 * 1 Crit W.S. (ft) 271.43 * Flow Area (sq ft) 4.07 106.20 3.05 E.G. Slope (ft/ft) *0.009097 * Area (sq ft)4.07 106.20 3.05 Q Total (cfs) 1002.00 * Flow (cfs) 9.02 986.31 6.67 Top Width (ft) 47.98 * Top Width (ft) 5.71 * 38.00 * 4.28 Vel Total (ft/s) * 8.84 * Avg. Vel. (ft/s) * 0.71 2.79 2.22 9.29 * 0.71 2.18 * Max Chl Dpth (ft) 4.23 * Hydr. Depth (ft) Cony. Total (cfs) * 10505.6 * Conv. (cfs) 94.6 * 10341.2 69.9 Length Wtd. (ft) 309.93 * Wetted Per. (ft) 5.88 38.53 4.51 Min Ch El (ft) 267.20 • Shear (lb/sq ft) * 0.39 * 1.57 * 0.38 * Alpha 1.09 * Stream Power (lb/ft s) * 0.87 * 14.54 * 0.84 * Frctn Loss (ft)1.00 * Cum Volume (acre-ft) * 8.57 * 8.87 * 1.95 * C & E Loss (ft)0.31 * Cum SA (acres) 5.90 * 2.12 * 1.57 * SSA 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and wiseassumed values. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for thifadditional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross OM section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there p®y is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: East Tributary Aketw REACH: Reachl RS: 3541 INPUT om Description: Station Elevation Data num= 9 Sta Elev Ste Elev Sta Elev Ste Elev Sta Elev 1SO O 274 78 272 336 270 343 268 373 268.71 385 265.44 394 264 402 271.59 464 273.93 moi Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 46 O .05 336 .03 402 .05 4. Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 336 402 413 380.81 363 1 .3 o.,a CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 271.24 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.28 * Wt. n-Val. 0.050 * 0.030 * W.S. Elev (ft) 270.96 * Reach Len. (ft)413.00 * 380.81 * 363.00 * Crit W.S. (ft) Flow Area (sq ft) * 59.19 * 220.05 * a.. E.G. Slope (ft/ft) *0.001645 * Area (sq ft) 59.19 * 220.05 * Q Total (cfs) 1002.00 * Flow (cfs) 43.68 * 958.32 * Top Width (ft) 188.91 * Top Width (ft) 123.58 * 65.33 * Vel Total (ft/s) * 3.59 * Avg. Vel. (ft/s) * 0.74 * 4.36 * Max Chl Dpth (ft) * 6.96 * Hydr. Depth (ft) * 0.48 * 3.37 * Conv. Total (cfs) * 24702.2 * Conv. (cfs) 1076.9 * 23625.3 * Length Wtd. (ft) * 391.09 * Wetted Per. (ft) * 123.58 * 68.95 * Min Ch El (ft) 264.00 * Shear (lb/sq ft) * 0.05 * 0.33 * Alpha 1.41 * Stream Power (lb/ft s) * 0.04 * 1.43 * Y Frctn Loss (ft)0.52 * Cum Volume (acre-ft) * 8.37 * 7.71 * 1.93 * C 6 E Loss (ft)0.04 * Cum SA (acres) 5.50 * 1.75 * 1.55 * mu CROSS SECTION Am RIVER: East Tributary REACH: Reachl RS: 3281 wr INPUT Description: ION Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Ste Elev Ste Elev MS 0 272 9 270 101 268 152 268 189 267.48 191 264.4 199 263.8 200 264.06 209 270.4 306 273.23 383 276.131gmManning's n Values num= 3 Sta n Val Sta n Val Sta n Val AO O .05 189 .03 209 .05 axw Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 189 209 382 382 382 1 .3 gme a I CROSS SECTION OUTPUT Profile #PF 1 iii****+********+ii**************i****************************************iii*****i**i********* E.G. Elev (ft) 270.68 * Element Left OB • Channel * Right OB • Vel Head (ft) 0.13 * Wt. n-Val. 0.050 * 0.030 * 0.050 *IW.S. Elev (ft) 270.55 * Reach Len. (ft)382.00 * 382.00 * 382.00 * Crit W.S. (ft) Flow Area (sq ft) * 376.80 * 97.26 * 0.37 * E.G. Slope (ft/ft) *0.001080 * Area (sq ft) 376.80 * 97.26 * 0.37 * Q Total (cfs) 1002.00 * Flow (cfs) 596.55 * 405.39 * 0.06 * Top Width (ft) 207.51 * Top Width (ft) 182.46 * 20.00 * 5.05 * Vel Total (ft/s) * 2.11 * Avg. Vel. (ft/s) * 1.58 * 4.17 * 0.17 • Max Ch1 Dpth (ft) * 6.75 * Hydr..Depth (ft) * 2.07 * 4.86 * 0.07 * Conv. Total (cfs) * 30491.4 * Cony. (cfs) 18153.2 * 12336.3 * 1.9 * Length Wtd. (ft) * 382.00 * Wetted Per. (ft) * 182.55 * 23.74 * 5.05 • Min Ch El (ft) 263.80 * Shear (lb/sq ft) * 0.14 * 0.28 * 0.00 * Alpha 1.91 * Stream Power (lb/ft s) * 0.22 * 1.15 * 0.00 * Frctn Loss (ft)0.13 * Cum Volume (acre-ft) * 6.30 * 6.32 * 1.93 *IC & E Loss (ft)0.03 * Cum SA (acres) 4.05 * 1.37 * 1.53 * Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 3142.47 Iescr Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Ste Elev Ste Elev 100 273 155 272 233 270 276 268 409 268 I418266437265.13 477 266 509 268 566 270 597 272 662 274 Manning's n Values num= 3 Ste n Val Sta n Val Ste n Val i**4******#**+*+++i++ii+***+*++*++i*iii++iii++*i 100 .05 409 .03 509 .05 Bank Sta: Left Right Lengths: Left Channel Right Coeff. Contr. Expan. 409 509 258 243.52 235 1 .3 CROSS SECTION OUTPUT Profile #PF 1 i*******+!**Y*********i******++******iii*i*********•**i+i****+**i****+i******+****+****i*** E.G. Elev (ft) 270.52 * Element Left OB * Channel * Right OH * Vel Head (ft) 0.03 * Wt. n-Val. 0.050 * 0.030 * 0.050 * W.S. Elev (ft) 270.49 * Reach Len. (ft)258.00 * 243.52 * 235.00 * Crit W.S. (ft) Flow Area (sq ft) * 399.93 * 433.67 * 86.79 * E.G. Slope (ft/ft) *0.000160 * Area (sq ft) 399.93 * 433.67 * 86.79 * 0 Total (cfs) 1002.00 *Flow (cfs) 242.23 * 720.12 * 39.66 * Top Width (ft) 359.71 * Top Width (ft) 195.11 * 100.00 * 64.60 * Vel Total (ft/s) * 1.09 * Avg. Vel. (ft/s) * 0.61 * 1.66 * 0.46 * Max Ch1 Dpth (ft) * 5.36 * Hydr. Depth (ft) * 2.05 * 4.34 * 1.34 * Conv. Total (cfs) * 79317.0 * Cony. (cfs) 19174.6 * 57003.4 * 3139.0 * I* Length Wtd. (ft) * 245.41 * Wetted Per. (ft) * 195.16 * 100.31 * 64.65 * Min Ch El (ft) 265.13 * Shear (lb/sq ft) * 0.02 * 0.04 * 0.01 * Alpha 1.75 * Stream Power (lb/ft s) * 0.01 • 0.07 • 0.01 * Frctn Loss (ft)0.11 * Cum Volume (acre-ft) * 2.90 * 4.00 * 1.55 * C & E Loss (ft)0.09 * Cum SA (acres) 2.39 * 0.85 * 1.23 Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for Iadditionalcrosssections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION I RIVER: East Tributary REACH: Reachl RS: 2898.95 Iescr IDescription: Station Elevation Data num= 13 Sta Elev Ste Elev Sta Elev Sta Elev Sta Elev 100 276 121 274 174 272 358 268.9 397 268.29 I416267.33 420 263.69 429 263.3 434 267.62 441 267.32 479 269.16 538 271.46 618 275.32 Manning's n Values num= 3 Sta n Val Ste n Val Ste n Val 100 .05 416 .03 434 .05 IBankSta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 416 434 608 675.05 615 1 .3 CROSS SECTION OUTPUT Profile #PF 1 IE.G. Elev (ft) 270.32 • Element Left OH * Channel • Right OB * I en la enr MY Vel Head (ft) 0.89 * Wt. n-Val. 0.050 0.030 0.050 W.S. Elev (ft) 269.43 * Reach Len. (ft)608.00 * 675.05 * 615.00 * Crit W.S. (ft) 269.43 * Flow Area (sq ft) * 71.60 * 88.93 • 59.83 * E.G. Slope (ft/ft) *0.004483 * Area (sq ft) 71.60 * 88.93 * 59.83 * Q Total (cfs) 1025.00 * Flow (cfs) 122.84 * 771.37 * 130.79 * Top Width (ft) 159.31 * Top Width (ft) 89.41 • 18.00 * 51.90 * Vel Total (ft/s) * 4.65 * Avg. Vel. (ft/s) * 1.72 * 8.67 * 2.19 Max Chl Dpth (ft) * 6.13 * Hydr. Depth (ft) * 0.80 * 4.94 * 1.15 * Cony. Total (cfs) * 15308.2 * Conv. (cfs) 1834.6 * 11520.3 * 1953.3 * Length Wtd. (ft) * 662.28 * Wetted Per. (ft) * 89.44 * 21.02 * 51.96 * Min Ch El (ft) 263.30 * Shear (lb/sq ft) 0.22 1.18 0.32 Alpha 2.66 * Stream Power (lb/ft s) * 0.38 10.27 0.70 Frctn Loss (ft)2.35 * Cum Volume (acre-ft)1.50 2.53 1.15 C6Eoss (f ************* •***** * * * *************** ******* *********t) 0.0umSA (acre ) 550 0.91 Warning: The energy equation could not be balanced within the specified numberof iterations. The kill program selected the water surface that had the least amount of error between computed and assumed values. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION IISP RIVER: East Tributary REACH: Reachl RS: 2223.90 INPUT Des**• ******* ******** ***• ****** ***** ***** ***** * ***** ****. Station Elevation Data num 11 Sta Elev Ste Elev Sta Elev Sta Elev Sta Elev 100 *267 155 *266 175 264 180 262 185 260 189 259.35 193 260 201 262 212 264 244 266 337 267 Manning's n Values num= 3 sa4 Ste n Val Sta n Val Ste n Val 100 .05 180 .03 201 .05 Hank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 180 201 444 447.81 432 1 .3 Otik CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 266.55 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.81 * Wt. n-Val. 0.050 * 0.030 * 0.050 * W.S. Elev (ft) 265.74 * Reach Len. (ft)444.00 * 447.81 • 432.00 * 4oso, Crit W.S. (ft) Flow Area (sq ft) * 28.86 * 110.16 * 54.40 * E.G. Slope (ft/ft) *0.002875 * Area (sq ft) 28.86 * 110.16 * 54.40 * Q Total (cfs) 1025.00 * Flow (cfs) 53.69 * 863.25 * 108.06 * v. Top Width (ft) 82.27 * Top Width (ft) 22.41 * 21.00 * 38.86 * Vel Total (ft/s) * 5.30 * Avg. Vel. (ft/s) * 1.86 * 7.84 * 1.99 * Max Chl Dpth (ft) * 6.39 * Hydr. Depth (ft) * 1.29 * 5.25 * 1.40 * R.,. Conv. Total (cfs) * 19115.5 * Cony. (cfs) 1001.3 * 16099.1 * 2015.2 * Length Wtd. (ft) * 446.10 * Wetted Per. (ft) * 22.88 * 21.74 * 39.09 * Min Ch El (ft) 259.35 * Shear (lb/sq ft) * 0.23 * 0.91 0.25 Alpha 1.86 * Stream Power (lb/ft s) * 0.42 * 7.13 * 0.50 * Frctn Loss (ft)1.72 * Cum Volume (acre-ft) * 0.80 * 0.99 * 0.35 C & E Loss (ft)0.00 * Cum SA (acres) 0.77 * 0.22 * 0.27 * deb Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross v.section. This may indicate the need for additional cross sections. CROSS SECTION i RIVER: East Tributary REACH: Reachl RS: 1776.09 INPUT ow Description: Station Elevation Data num= 10 Sta Elev Ste Elev Sta Elev Sta Elev Ste Elev 61 266 100 264 229 262 235 260 241 258 245 260 250 262 266 264 291 264 366 266 aro Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 61 .05 229 .03 250 .05 AN Bank Sta: Left Right Coeff Contr. Expan. 229 250 1 .3 a* CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 264.83 * Element Left OB * Channel • Right OB * r*a IN 1 I Vel Head (ft) 0.84 * Wt. n-Val. 0.050 * 0.030 \* 0.050 * I W.S. Elev (ft) 263.99 * Reach Len. (ft) Crit W.S. (ft) 263.99 * Flow Area (sq ft) * 128.16 * 82.86 * 15.90 E.G. Slope (ft/ft) *0.005412 Area (sq ft) 128.16 * 82.86 * 15.90 *IQTotal (cfs) 1034.00 * Flow (cfs) 279.57 * 719.94 * 34.50 * Top Width (ft) 165.53 * Top Width (ft) 128.58 * 21.00 * 15.95 * Vel Total (ft/s) * 4.56 Avg. Vel. (ft/s) * 2.18 * 8.69 * 2.17 * Max Ch1 Dpth (ft) * 5.99 * Hydr. Depth (ft) * 1.00 * 3.95 * 1.00 * Conv. Total (cfs) * 14055.0 * Cony. (cfs) 3800.1 * 9785.9 * 468.9 * Length Wtd. (ft) * Wetted Per. (ft) * 128.59 * 22.51 * 16.07 *IMinChEl (ft) 258.00 * Shear (lb/sq ft) * 0.34 * 1.24 * 0.33 * Alpha 2.60 * Stream Power (1b/ft s) * 0.73 • 10.81 * 0.73 * Frctn Loss (ft)Cum Volume (acre-ft) * C & E Loss (ft)Cum SA (acres) 1SUMMARYOFMANNING'S N VALUES River:East Tributary Reach * River Sta. * nl * n2 * n3 *IReachl8746.05 * .035* .03* .035* Reachl 8239.73 * .035* .03* .035* Reachl 7195.73 * .035* .03* .035* Reachl 6219.36 * .035* .03* .035* Reachl 5943.15 * .035* .03* .035* Reachl 5670 035* .03* .035* Reachl 4939 035* .03* .035* Reachl 4685 035* .03* .035* Reachl 4567.64 * .035* .03* .035* Reachl 4223.25 * .05* .03* .05*I*Reachl 3834.09 * .05* .03* .05* Reachl 3541 05* .03* .05* Reachl 3281 05* .03* .05* Reachl 3142.47 * .05* .03* .05* Reachl 2898.95 * .05* .03* .05* Reachl 2223.90 * .05* .03* .05*IReachl1776.09 • .05* .03* .05* SUMMARY OF REACH LENGTHS IRiver: East Tributary Reach * River Sta. * Left * Channel * Right * Reachl 8746.05 * 227* 506.32* 303*IReachl8239.73 * 534* 1044* 508* Reachl 7195.73 * 298* 976.37* 699* Reachl 6219.36 * 341* 276.21* 221* Reachl 5943.15 * 178* 231.67* 242* Reachl 5670 731* 731* 731* Reachl 4939 254* 254* 254* Reachl 4685 297* 285.58* 249* Reachl 4567.64 * 355* 344.39* 278* Reachl 4223.25 * 333* 389.16* 341* Reachl 3834.09 * 273* 310.81* 344* Reachl 3541 413* 380.81* 363* I*Reachl 3281 382* 382* 382* Reachl 3142.47 * 258* 243.52* 235* Reachl 2898.95 * 608* 675.05* 615* Reachl 2223.90 * 444* 447.81* 432* Reachl 1776.09 * I SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: East Tributary Reach * River Sta. * Contr. * Expan. *IReachl8746.05 * .1* .3* Reachl 8239.73 * .1* .3* Reachl 7195.73 * .1* .3* IReachl6219.36 * .1* .3* Reachl 5943.15 * .1* .3* Reachl 5670 * .1* .3* Reachl 4939 * .1* .3* Reachl 4685 * .1* .3* Reachl 4567.64 * .1* .3* 111*Reachl 4223.25 * .1* .3* Reachl 3834.09 * .1* .3* Reachl 3541 * .1* .3* Reachl 3281 * .1* .3* Reachl 3142.47 * .1* .3* Reachl 2898.95 * .1* .3* IReachl2223.90 * .1* .3* Reachl 1776.09 * .1* .3* I t0a OM a arm Profile Output Table- Standard Table 1 map Reach • River Sta * Profile • Q Total •Min Ch El • W.S. Elev* Crit W.S. * E.G. Elev• E.G. Slope •Vel Chnl * Flow Area • Top Width • Froude 8 Chl • cfa) • (ft) * (ft) * (ft) 0 (ft) • (ft/ft) • (ft/s) • (sq ft) * (ft) * fare Reachl * 8746.05 * PF 1 • 1002.00 • 276.66 * 282.03 • 282.08 • 0.000553 * 2.48 * 591.68 * 274.44 •0.23 • Reachl * 8239.73 • OF 1 • 1002.00 • 275.60 * 281.07 • 281.60 • 0.003683 * 7.34 • 235.69 • 172.65 •0.64 • Reachl • 7195.73 * PF 1 * 1002.00 * 274.51 * 279.59 * 279.68 • 0.001856 • 4.13 • 442.24 * 341.22 •0.41 • Reachl * 6219.36 * PF 1 • 1002.00 * 271.75 * 277.77 * 278.13 • 0.002616 • 7.04 • 337.05 • 302.92 •0.56 * Reachl * 5943.15 * OF 1 * 1002.00 * 272.00 • 276.98 * 277.33 • 0.003307 * 6.35* 295.08 • 260.33 •0.59 • Reachl • 5670 * PF 1 • 1002.00 • 272.00 • 276.29 • 276.53 ' 0.003210 • 4.57 * 315.55 * 314.68 •0.56* Reachl • 4939 * PF 1 * 1002.00 • 272.00 • 275.01 • 275.10 • 0.001254 * 3.04 • 452.04 • 274.57 •0.35 • ti Reachl * 4685 • PF 1 • 1002.00 • 272.00 * 274.18 • 274.45 • 0.006980 * 5.71 • 275.24 * 357.39 0 0.79 • Reachl * 4567.64 • PF 1 * 1002.00 * 269.44 * 273.97 0 0 274.01 • 0.000547 • 2.49 a 716.43 • 505.06'0.25 • Reachl * 4223.25 * OF 1 * 1002.00 * 268.84 • 273.69 • 273.76 * 0.001097 * 3.84 * 604.14 * 327.33 •0.35 • Reachl • 3834.09 * OF 1 * 1002.00 • 267.20 * 271.43 * 271.43 • 272.75 * 0.009097 * 9.29 • 113.32 • 47.98 •0.98 • Reachl • 3541 * PF 1 • 1002.00 * 264.00 * 270.96 • 271.24 * 0.001645 • 4.36* 279.24 • 188.91 •0.42 • Reachl • 3281 a PF 1 • 1002.00 * 263.80 • 270.55 • 270.68 • 0.001080 * 4.17 * 474.43 • 207.51 •0.33 • Reachl • 3142.47 * PF 1 • 1002.00 * 265.13 • 270.49 • 270.52 • 0.000160 • 1.66 • 920.39 * 359.71 *0.14 • Me Reachl • 2898.95 • PF 1 • 1025.00 * 263.30 0 269.43 * 269.43 • 270.32 • 0.004483 • 8.67 * 220.36 * 159.31 *0.69 • Reachl * 2223.90 • OF 1 • 1025.00 * 259.35 * 265.74 a 266.55 • 0.002875 • 7.84 * 193.42 • 82.27 *0.60 • Reachl * 1776.09 * PF 1 * 1034.00 * 258.00 * 263.99 * 263.99 • 264.83 • 0.005412 • 8.69 • 226.92 • 165.53 *0.77 • he 404 404 414 itioo 0116 40* OA Vim N4 Mb 44aw. HEC-RAS Plan:Plant River.East Tributary Reach:Reachl Profile:PF 1 wat Reach River Ste Profile Q Total MinCh El W.S.Bev _ CMW.S. E.G.Bev E.G.Slope Vel CM FlowArea Top Wdth Froude#Cl' cfs) (ft)ft) (ft) (ft) (ft/ft) (Ns) (soft) (ft) iReachl8746.05 PF 1 1002.00 276.66 282.03 282.08 0.000553 2.48 591.68 274.44 0.23 Reachl 8239.73 PF 1 1002.00 275.60 281.07 281.60 0.003683 7.34 235.69 172.65 0.64 Reachl 7195.73 PF 1 1002.00 274.51 279.59 279.68 0.001856 4.13 442.24 341.22 0.41 ow Reachl 6219.36 PF 1 1002.00 271.75 277.77 278.13 0.002616 7.04 337.05 302.92 0.56 Reachl 5943.15 PF 1 1002.00 272.00 276.98 277.33 0.003307 6.35 295.08 260.33 0.59 Reachl 5670 PF 1 1002.00 272.00 276.29 276.53 0.003210 4.57 315.55 314.68 0.56 Reachl 4939 PF 1 1002.00 272.00 275.01 275.10 0.001254 3.04 452.04 274.57 0.35 Reachl 4685 PF 1 1002.00 272.00 274.18 274.45 0.006980 5.71 275.24 357.39 0.79 Wq Reachl 4567.64 PF 1 1002.00 269.44 273.97 274.01 0.000547 2.49 716.43 505.06 0.25 Reachl 4223.25 PF 1 1002.00 268.84 273.69 273.76 0.001097 3.84 604.14 327.33 0.35 Reachl 3834.09 PF 1 1002.00 267.20 271.43 271.43 272.75 0.009097 9.29 113.32 47.98 0.98 Reach1 3541 PF 1 1002.00 264.00 270.96 271.24 0.001645 4.36 279.24 188.91 0.42 Reachl 3281 PF 1 1002.00 263.80 270.55' 270.68 0.001080 4.17 474.43 207.51 0.33 q Reachl 3142.47 PF 1 1002.00 265.13 270.49 270.52 0.000160 1.66 920.39 359.71 0.14 Reachl 2898.95 PF 1 1025.00 263.30 269.43 269.43 270.32 0.004483 8.67 220.36 159.31 0.69 Reachl 2223.90 PF 1 1025.00 259.35 265.74 266.55 0.002875 7.84 193.42 82.27 0.60 Reachl 1776.09 PF 1 1034.00 258.00 263.99 263.99 264.83 0.005412 8.69 226.92 165.53 0.77 I IMP mkt ani KW ae PK' EXHIBIT D-2 HEC-RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X x xxxxxx xxxx xxxx xx xxxx x x x x x x x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx xxxx x x x x x x x x x x x x x x XXXX X x x xxxxxx xxxx x x x x xxxxx il PROJECT DATA Project Title: West Tributary 100yr Floodplain Analysis Project File : 1065005West.prj Run Date and Time: 1/23/2007 10:52:18 AM Project in English units I PLAN DATA Plan Title: Planl West Tributary Plan File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.p01 Geometry Title: West Tributary 100yr Geometry File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.g01 Flow Title : 100yr Flow Flow File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.f01 r Plan Summary Information: Number of: Cross Sections = 14 Multiple Openings = 0 Culverts = 2 Inline Structures = 0 Bridges 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations 20 Maximum difference tolerance 0.3 Flow tolerance factor 0.001 1 4' Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow I FLOW DATA Flow Title: 100yr Flow Flow File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.f01 Flow Data (cfs) River Reach RS * PF 1 PF 2 * West Tributary Reachl 6703 * 465 621 * West Tributary Reachl 5645 499 665 * West Tributary Reachl 4100 501 676 * West Tributary Reachl 3235.61 * 617 808 • West Tributary Reachl 2626.36 * 621 816 • Boundary Conditions River Reach Profile Upstream Downstream * 1 gm West Tributary Reachl PF 1 Critical * GEOMETRY DATA I4,'Geometry Title: West Tributary 100yr Geometry File : F:\1056 - John Duncum\0005 - 63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.g01 CROSS SECTION 1 iii RIVER: West Tributary R I IINPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Ste Elev Sta Elev I100288119286133284147282263280 275 278 278 277.46 282 278 286 280 547 282 624 284 Manning's n Values num= 3 IStanValStanValStanVal 100 .035 263 .03 286 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 263 286 324 618.89 308 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 282.69 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.01 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 282.68 * Reach Len. (ft)324.00 * 618.89 * 308.00 *ICritW.S. (ft) Flow Area (sq ft) * 196.68 * 93.56 * 447.82 * E.G. Slope (ft/ft) *0.000091 * Area (sq ft) 196.68 * 93.56 * 447.82 * Q Total (cfs) 465.00 * Flow (cfs) 110.36 * 110.50 * 244.14 * Top Width (ft) 431.01 * Top Width (ft) 120.77 * 23.00 * 287.24 * Vel Total (ft/s) * 0.63 * Avg. Vel. (ft/s) * 0.56 * 1.18 * 0.55 * Max Chl Dpth (ft) * 5.22 * Hydr. Depth (ft) * 1.63 * 4.07 * 1.56 * Conv. Total (cfs) * 48684.4 * Conv. (cfs) 11554.1 * 11568.9 * 25561.3 * Length Wtd. (ft) * 502.04 * Wetted Per. (ft) * 120.84 * 23.72 * 287.26 *iiiiMinChEl (ft) 277.46 * Shear (lb/sq ft) * 0.01 * 0.02 * 0.01 * Alpha 1.42 * Stream Power (lb/ft s) * 0.01 * 0.03 * 0.00 * Frctn Loss (ft)0.15 * Cum Volume (acre-ft) * 1.53 * 14.22 * 4.03 * C s E Loss (ft)0.05 * Cum SA (acres) 1.55 * 7.24 * 5.47 *IP tatWarning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft) 282.95 * Element Left OB * Channel • Right OB * Vel Head (ft) 0.01 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 282.94 * Reach Len. (ft)324.00 * 618.89 * 308.00 * Crit W.S. (ft) Flow Area (sq ft) * 228.08 * 99.50 * 523.22 * E.G. Slope (ft/ft) *0.000108 * Area (sq ft) 228.08 * 99.50 * 523.22 * Q Total (cfs) 621.00 * Flow (cfs) 151.93 * 133.00 * 336.07 * Top Width (ft) 442.75 * Top Width (ft) 122.58 * 23.00 * 297.17 * Vel Total (ft/s) * 0.73 * Avg. Vel. (ft/s) * 0.67 * 1.34 * 0.64 • Max Chl Dpth (ft) * 5.48 * Hydr. Depth (ft) * 1.86 * 4.33 * 1.76 * Conv. Total (cfs) * 59847,5 * Conv. (cfs) 14642.1 * 12817.7 * 32387.6 * Length Wtd. (ft) * 485.47 * Wetted Per. (ft) * 122.66 * 23.72 * 297.19 *IMinChEl (ft) 277.46 * Shear (lb/sq ft) * 0.01 * 0.03 * 0.01 * Alpha 1.34 • Stream Power (lb/ft s) * 0.01 * 0.04 * 0.01 * Frctn Loss (ft)0.16 * Cum Volume (acre-ft) * 2.08 * 17.35 * 6.38 * C & E Loss (ft)0.04 * Cum SA (acres) 1.92 * 7.46 * 7.01 * Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than I0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: West Tributary IREACH: Reachl RS: 6262 INPUT Description: Station Elevation Data num- 13 IIISteElevStaElevStaElevStaElevStaElev 100 288 123 286 134 284 237 282 258 280 269 279.6 272 280 303 282 373 282 402 282 411 284 420 286 429 288 Manning's n Values num= 3 Sta n Val Sta n Val Ste n Val 100 .035 237 .03 303 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 237 303 346 446.36 355 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 282.49 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.47 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 282.02 * Reach Len. (ft)346.00 * 446.36 * 355.00 * Crit W.S. (ft) 281.87 * Flow Area (sq ft) * 0.01 * 84.28 • 2.23 * E.G. Slope (ft/ft) *0.008962 * Area (sq ft) 0.01 * 84.28 * 2.23 * Q Total (cfs) 465.00 * Flow (cfs) 0.00 * 464.28 * 0.71 * Top Width (ft) 166.26 * Top Width (ft) 1.16 * 66.00 * 99.10 * Vel Total (ft/s) * 5.37 * Avg. Vel. (ft/s) • 0.20 * 5.51 * 0.32 *IMaxChlDpth (ft) * 2.42 * Hydr. Depth (ft) * 0.01 * 1.28 * 0.02 * te. 41111 AM Conv. Total (cfs) * 4911.9 * Cony. (cfs) 0.0 * 4904.3 • 7.5 * Length Wtd. (ft) * 435.93 * Wetted Per. (ft) * 1.16 * 66.19 * 99.10 * Min Ch El (ft) 279.60 * Shear (lb/sq ft) * 0.01 * 0.71 * 0.01 1611' Alpha 1.05 * Stream Power (lb/ft s) * 0.00 * 3.92 a 0.00 * Frctn Loss (ft)3.09 * Cum Volume (acre-ft) * 0.80 * 12.96 * 2.44 * OM s*E*Loss'(f+)*************0.0**** a* um*SA*(acres)***************+10*******6.60 •4.11 Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross M""section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft) 282.75 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.43 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 282.31 * Reach Len. (ft)346.00 * 446.36 * 355.00 Crit W.S. (ft) 282.31 * Flow Area (sq ft) * 2.55 * 103.57 * 31.38 * E.G. Slope (ft/ft) `0.006750 * Area (sq ft) 2.55 * 103.57 * 31.38 * 41160 Q Total (cfs) 621.00 * Flow (cfs) 2.59 568.02 50.39 Top Width (£t) 182.62 * Top Width (ft) 16.21 * 66.00 * 100.42 * Vel Total (ft/s) * 4.52 * Avg. Vel. (ft/s) * 1.02 * 5.48 * 1.61 * Max Ch1 Dpth (ft) * 2.71 * Hydr. Depth (ft) * 0.16 * 1.57 * 0.31 * Cony. Total (cfs) * 7558.7 * Conv. (cfs) 31.6 * 6913.9 * 613.3 * Length Wtd. (ft) * 426.04 * Wetted Per. (ft) * 16.21 * 66.19 * 100.45 * old Min Ch El (ft) 279.60 * Shear (lb/sq ft) 0.07 0.66 0.13 Alpha 1.36 * Stream Power (lb/ft s) * 0.07 * 3.62 * 0.21 * Frctn Loss (ft)2.25 * Cum Volume (acre-ft) * 1.22 * 15.90 * 4.42 * C & E Loss (ft)0.03 * Cum SA (acres) 1.40 * 6.82 * 5.60 * MO Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical 14611 depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: West Tributary REACH: Reachl RS: 5645 INPUT w Description: Station Elevation Data num= 12 Ma Sta Elev Sta Elev Sta Elev Sta E*evSta Elev a ****+ ++****** **** +++***** ******aa******* **** +***** a **** a 100 286 209 284 280 282 290 280 298 278 305 276 306 274.56 307 276 330 278 385 278.5 662 280 766 282 Sia Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 .035 298 .03 330 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. at 298 330 278 335.73 245 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 279.39 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.43 * Wt. n-Val. 0.035 * 0.030 * 0.035 * 4)46 W.S. Elev (ft) 278.96 * Reach Len. (ft)278.00 * 335.73 * 245.00 * Crit W.S. (ft) 278.96 * Flow Area (sq ft) * 1.83 66.08 58.23 E.G. Slope (ft/ft) *0.005826 * Area (sq ft) 1.83 * 66.08 * 58.23 * 0 Total (cfs) 499.00 * Flow (cfs) 3.56 • 390.03 * 105.41 * Top Width (ft) 175.31 * Top Width (ft) 3.83 * 32.00 * 139.48 * Vel Total (ft/s) * 3.96 * Avg. Vel. (ft/s) * 1.94 * 5.90 * 1.81 * Aika Max Ch1 Dpth (ft) * 4.40 * Hydr. Depth (ft) * 0.48 •• 2.06 * 0.42 * Conv. Total (cfs) * 6537.5 * Cony. (cfs) 46.7 5109.8 1381.0 Length Wtd. (ft) * 322.88 • Wetted Per. (ft) * 3.95 * 33.87 * 139.48 • Min Ch El (ft) 274.56 * Shear (lb/sq ft) * 0.17 * 0.71 * 0.15 * Alpha 1.79 * Stream Power (lb/ft s) * 0.33 * 4.19 * 0.27 Frctn Loss (ft)0.51 * Cum Volume (acre-ft) * 0.79 * 12.19 * 2.19 * C &w E*Loss*(ft)*************0 *0* ***Cum*SA*(a**•*)************+***O6* ******6**0************** x* Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Oil Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical arw depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. OWN CROSS SECTIONOUPProfi* *Profile E.G. Elev (ft) 279.64 * Element Left OB * Channel * Right OB * 40,0 Vel Head (ft) 0.34 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (£t) 279.30 * Reach Len. (ft)278.00 * 335.73 245.00 Crit W.S. (ft) Flow Area (sq ft) • 3.38 * 77.03 * 116.78 * 4S W I E.G. Slope (ft/ft) *0.004304 * Area (sq ft) 3.38 * 77.03 • 116.78 * I Q Total (cfs) 665.00 * Flow (cfs) 6.92 * 432.86 • 225.22 * Top Width (ft) 239.87 * Top Width (ft) 5.20 * 32.00 * 202.67 *Vel Total (ft/s) * 3.37 * Avg. Vel. (ft/s) * 2.05 * 5.62 * 1.93 •Max Chl Dpth (ft) * 4.74 * Hydr. Depth (ft) * 0.65 * 2.41 * 0.58 *Cony. Total (cfs) * 10136.2 * Cony. (cfs) 105.5 * 6597.8 * 3432.9 *Length Wtd. (ft) * 310.99 * Wetted Per. (ft) * 5.36 * 33.87 * 202.68 *Min Ch El (ft) 274.56 * Shear (lb/sq ft) * 0.17 • 0.61 * 0.15 Alpha 1.92 * Stream Power (lb/ft s) * 0.35 • 3.43 * 0.30 * Frctn Loss (ft)0.34 * Cum Volume (acre-ft) * 1.20 * 14.98 * 3.82 * C & E Loss (ft)0.08 * Cum SA (acres) 1.32 * 6.32 * 4.37 * Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: West Tributary REACH: Reachl RS: 5300 Iescr Description: Station Elevation Data num= 10 Sta Elev Sta Elev Ste Elev Ste Elev Sta Elev O 281 100 280 113 277 129 275 138 274 139 274 149 275 168 277 197 278 374 279 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val O .035 113 .03 168 .035 IBankSta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 113 168 198 198 198 1 .3 CROSS SECTION OUTPUT Profile #PF 1 iii*************************************** E.G. Elev (ft) 278.58 * Element Left OH * Channel * Right OB * Vel Head (ft) 0.11 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 278.47 * Reach Len. (ft)198.00 * 198.00 * 198.00 Crit W.S. (ft) Flow Area (sq ft) * 4.69 • 166.39 * 47.77 *E.G. Slope (ft/ft) *0.000729 * Area (sq ft) 4.69 * 166.39 * 47.77 * Q Total (cfs) 499.00 * Flow (cfs) 4.30 * 463.73 * 30.97 *ITopWidth (ft) 173.70 * Top Width (ft) 6.37 * 55.00 * 112.33 * Vel Total (ft/s) * 2.28 • Avg. Vel. (ft/s) * 0.92 * 2.79 * 0.65 * Max Chl Dpth (ft) * 4.47 * Hydr. Depth (ft) * 0.74 • 3.03 * 0.43 * Conv. Total (cfs) * 18475.7 * Cony. (cfs) 159.3 * 17169.7 * 1146.6 * Length Wtd. (ft) * 198.00 * Wetted Per. (ft) * 6.54 * 55.33 * 112.34 * Min Ch El (ft) 274.00 * Shear (lb/sq ft) * 0.03 • 0.14 * 0.02 *IAlpha1.39 * Stream Power (1b/ft s) * 0.03 * 0.38 * 0.01 * Frctn Loss(ft)0.01 * Cum Volume (acre-ft) * 0.77 * 11.29 * 1.90 C & E Loss (ft)0.03 * Cum SA (acres) 1.04 * 5.77 * 2.43 * iii************iii******************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than I0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft) 279.22 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.09 * Wt. n-Val. 0.035 * 0.030 * 0.035 *W.S. Elev (ft) 279.14 * Reach Len. (ft)198.00 * 198.00 * 198.00 *Crit W.S. (ft) Flow Area (sq ft) * 9.89 * 203.02 * 160.16 * E.G. Slope (ft/ft) *0.000488 * Area (sq ft)9.89 * 203.02 * 160.16 * Q Total (cfs) 665.00 * Flow (cfs) 9.53 * 528.51 * 126.96 * Top Width (ft) 270.26 * Top Width (ft) 9.26 • 55.00 * 206.00 Vel Total (ft/s) * 1.78 * Avg. Vel. (ft/s) * 0.96 * 2.60 * 0.79 * Max Chl Dpth (ft) * 5.14 * Hydr. Depth (ft) * 1.07 * 3.69 * 0.78 * Conv. Total (cfs) * 30097.7 * Conv. (cfs) 431.4 * 23920.3 * 5746.1 * Length Wtd. (ft) * 198.00 * Wetted Per. (ft) * 9.50 * 55.33 * 206.16 * Min Ch El (ft) 274.00 * Shear (lb/sq ft) * 0.03 * 0.11 * 0.02 * Alpha 1.74 * Stream Power (lb/ft s) • 0.03 * 0.29 • 0.02 * Frctn Loss (ft)0.01 * Cum Volume (acre-ft) * 1.16 * 13.90 * 3.04 * C & E Loss (ft)0.02 * Cum SA (acres) 1.27 * 5.99 * 3.22 * Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than0.7 or greater than 1.4. This may indicate the need for additional cross sections. ifCROSSSECTION RIVER: West Tributary i REACH: Reachl RS: 5102MI INPUT illiDescription: Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Ste Elev iii**t `+**** 0 284 52 76 282 84 281 86 280 AW, 4011 W r 89 279 93 278 103 277 112 276 188 276 232 275 236 274 320 273.5 360 273.5 380 274 407 280 500 281 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 112 .03 380 .035 awe Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 112 380 105 105 105 1 .3 OiM CROSS SEC * **TIONOUTPUTP+ * *Profile E.G. Elev (ft) 278.54 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.00 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 278.54 * Reach Len. (ft)105.00 * 105.00 * 105.00 * ONO Crit W.S. (ft) 274.40 * Flow Area (sq ft) * 29.31 * 1042.29 * 46.34 * E.G. Slope (ft/ft) *0.000014 * Area (sq ft) 29.31 * 1042.29 46.34 Q Total (cfs) 499.00 * Flow (cfs) 5.79 * 480.62 * 12.59 * Top Width (ft) 309.58 * Top Width (ft) 21.15 * 268.00 * 20.42 * Vel Total (ft/s) 0.45 * Avg. Vel. (ft/s) 0.20 0.46 + 0.27 Max Chl Dpth (ft) 5.04 * Hydr. Depth (ft) • 1.39 3.89 2.27 Conv. Total (cfs) *132508.9 * Conv. (c£s) 1538.2 *127627.4 3343.9 Length Wtd. (ft) * 105.00 * Wetted Per. (ft) 21.33 268.14 20.92 Min Ch El (ft) 273.50 * Shear (lb/sq ft) * 0.00 * 0.00 * 0.00 * Alpha 1.04 * Stream Power (lb/ft s) * 0.00 * 0.00 * 0.00 * 11.11 Frctn Loss (ft) Cum Volume (acre-ft)0.70 8.54 1.68 C & E Loss (ft)Cum SA (acres) 0.98 * 5.03 * 2.12 * i all CROSS+SECTION*OUTPUT**Profile*$PF*2.+***+++++*«*+++++««+*+++++«+++++*++++++**+++++**++++*++*+** E.G. Elev (ft) 279.19 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.00 * Wt. n-Val. 0.035 * 0.030 * 0.035 * 44 W.S. Elev (ft) 279.18 * Reach Len. (ft)105.00 * 105.00 * 105.00 * Crit W.S. (ft) 274.55 * Flow Area (sq ft) 43.80 * 1215.49 60.48 E.G. Slope (ft/ft) *0.000015 * Area (sq ft) 43.80 * 1215.49 * 60.48 * Q Total (cfs) 665.00 * Flow (cfs) 10.76 * 635.85 18.39 Top Width (ft) 314.89 * Top Width (ft) 23.55 268.00 23.33 * Vel Total (ft/s) * 0.50 * Avg. Vel. (ft/s) * 0.25 * 0.52 * 0.30 * mo Max Chl Dpth (ft) * 5.68 * Hydr. Depth (ft) * 1.86 * 4.54 * 2.59 * Cony. Total (cfs) *172457.9 * Cony. (cfs) 2791.4 *164898.1 4768.3 Length Wtd. (ft) * 105.00 * Wetted Per. (ft) * 23.81 * 268.14 * 23.90 * Min Ch El (ft) 273.50 * Shear (lb/sq ft) * 0.00 * 0.00 • 0.00 A,*. Alpha 1.04 * Stream Power (lb/ft s) * 0.00 * 0.00 * 0.00 * Frctn Loss (ft)Cum Volume (acre-ft) * 1.03 * 10.68 2.54 5 *C*G*E*Loss*(Pt)*+***+++«*«***+++++**Cum*SA*(acres)++++*+++++*****+20*+++**+5 .+ +***+++2.69*++ I all CULVERT rWr+ RIVER: West Tributary REACH: Reachl RS: 5050 INPUT Description: Distance from Upstream XS = 20 aue Deck/Roadway Width 30 Weir Coefficient 3 Upstream Deck/Roadway Coordinates num= 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 46* 0 280 195 278.75 215 278.75 600 280 Upstream Bridge Cross Section Data Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 40 0 284 52 283 76 282 84 281 86 280 89 279 93 278 103 277 112 276 188 276 232 275 236 274 320 273.5 360 273.5 380 274 Nom 407 280 500 281 m Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val moo 0 .035 112 .03 380 .035 Bank Sta: Left Right Coeff Contr. Expan. i Ili 112 380 1 .3 Downstream Deck/Roadway Coordinates wa num= 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Me 0 280 270 278.75 290 278.75 600 280 Downstream Bridge Cross Section Data Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev oolo Wm 1 I 0 282 45 281 69 280 85 279 100 278 146 277 226 276 256 275 260 274 263 273 302 273 306 275 323 276 367 277 IManning's n Values num= 3 Sta n Val Ste n Val Sta n Val 0 .035 226 .03 323 .035 Bank Sta: Left Right Coeff Contr. Expan.I2263231 .3 Upstream Embankment side slope 4 horiz. to 1.0 vertical Downstream Embankment side slope 4 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 IElevationatwhichweirflowbegins Energy head used in spillway design Spillway height used in design Weir crest shape Broad Crested Number of Culverts = 1 ICulvertNameShapeRiseSpan Culvert #1 Circular 4 FHWA Chart # 1 - Concrete Pipe Culvert FHWA Scale # 1 - Square edge entrance with headwall Solution Criteria = Highest U.S. EG ICulvertUpstrmDistLengthTopnBottomnDepthBlockedEntranceLossCoefExitLossCoef 20 60 .014 .014 0 1 5 Number of Barrels = 6 Upstream Elevation = 274.1 Centerline Stations Sta. Sta. Sta. Ste. Sta. Sta. I324330337343350356 Downstream Elevation = 274 Centerline Stations Sta. Ste. Sta. Sta. Sta. Sta. 267 273 280 286 293 299 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert 81 IQCulvGroup (cfs) * 499.00 * Culv Full Len (ft) * Barrels 6 * Cult'Vel US (ft/s) * 7.50 * Q Barrel (cfs) 83.17 * Culv Vel DS (ft/s) * 8.98 * E.G. US. (ft) 278.54 * Culv Inv El Up (ft) * 274.10 * IW.S. US. (ft) a 278.54 * Culv Inv El Do (ft) * 274.00 * E.G. DS (ft) 275.75 * Culv Frctn Ls (ft) * 0.26 * W.S. DS (ft) 275.46 * Culv Exit Loss (ft) * 2.27 * Delta EG (ft) 2.79 * Culv Entr Loss (ft) * 0.27 * Delta WS (ft) 3.07 * Q Weir (cfs) E.G. IC (ft) 278.54 a Weir Sta Lft (ft) * IE.G. OC (ft) 278.36 * Weir Sta Rgt (ft) * Culvert Control a Inlet * Weir Submerg Culv WS Inlet (ft) * 277.40 * Weir Max Depth (ft) * a Culv WS Outlet (ft) * 276.76 * Weir Avg Depth (ft) * Culv Nml Depth (ft) * 4.00 * Weir Flow Area (sq ft) aCulvCrtDepth (ft) * 2.76 * Min El Weir Flow (ft) a 278.76 *INote: The normal depth exceeds the height of the culvert. The program assumes that the normal depth is equal to the height of the culvert. Note: During subcritical analysis, critical depth was assumed at the outlet of the culvert because the tailwater energy was below critical energy. ICULVERTOUTPUTProfile #PF 2 Culv Group: Culvert #1 Q Culv Group (cfs) a 588.08 a Culv Full Len (ft) * Barrels 6 * Cult' Vel US (ft/s) * 8.19 * Q Barrel (cfs) 98.01 * Culv Vel DS (ft/s) * 9.69 a E.G. US. (ft) 279.19 * Culv Inv El Up (ft) * 274.10 * W.S. US. (ft) 279.18 * Culv Inv El Dn (ft) * 274.00 * E.G. DS (ft) a 276.01 * Culv Frctn Ls (ft) * 0.31 a W.S. DS (ft) a 275.56 * Culv Exit Loss (ft) * 2.45 * Delta EG (ft) 3.18 * Culv Entr Loss (ft) * 0.42 * Delta WS (ft) 3.62 * Q Weir (cfs) a 76.92 * IE.G. IC (ft) 279.19 * Weir Ste Lft (ft) * 127.79 * E.G. OC (ft) 279.08 * Weir Sta Rgt (ft) * 347.69 * Culvert Control Inlet * Weir Submerg 0.00 * Culv WS Inlet (ft) * 277.73 * Weir Max Depth (ft) * 0.43 * Culv WS Outlet (ft) * 277.00 * Weir Avg Depth (ft) a 0.24 a Culv Nml Depth (ft) * 4.00 * Weir Flow Area (sq ft) * 51.68 *ICulvCrtDepth (ft) * 3.00 * Min El Weir Flow (ft) a 278.76 a Note: The normal depth exceeds the height of the culvert. The program assumes that the normal depth is equal to the height of the culvert. Note: During subcritical analysis, critical depth was assumed at the outlet of the culvert because the tailwater energy was below critical energy. CROSS SECTION RIVER: West Tributary REACH: Reachl RS: 4997 tom ife S 1111110 INPUT xa. Description: Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev Mil 0 *++282++*++*95*++**281***+++69*+***280+++*.*85++ *++279+*+*+100++++ ***278 146 277 226 276 256 275 260 274 263 273 302 273 306 275 323 276 367 277 Manning's n Values num= 3 vaso Sta n Val Sta n Val Sta n Val 0 .035 226 .03 323 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 226 323 112 112 112 1 .3 ow CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 275.75 * Element Left OS * Channel * Right OB * Vel Head (ft) 0.28 * Wt. n-Val. 0.030 W.S. Elev (ft) 275.46 * Reach Len. (ft)112.00 * 112.00 * 112.00 * 04 Crit W.S. (ft) Flow Area (sq ft) * 116.79 * E.G. Slope (ft/ft) *0.003948 * Area (sq ft) 116.79 * Q Total (cfs) 499.00 * Flow (cfs) 499.00 Top Width (ft) 71.83 * Top Width (ft) 71.83 * Vel Total (ft/s) * 4.27 * Avg. Vel. (ft/s) * 4.27 * Max Chl Dpth (ft) * 2.46 * Hydr. Depth (ft) * 1.63 * 4sOW Conv. Total (cfs) * 7941.2 * Conv. (cfs) 7941.2 Length Wtd. (ft) * 112.00 * Wetted Per. (ft) * 72.61 * Min Ch El (ft) 273.00 * Shear (lb/sq ft) * 0.40 W., Alpha 1.00 * Stream Power (lb/ft s) * 1.69 * Frctn Loss (ft)0.23 * Cum Volume (acre-ft) * 0.66 * 7.15 * 1.63 * C & E Loss (ft)0.07 * Cum SA (acres) 0.96 * 4.62 * 2.10 4r 2 y 1++** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 Oft E.G. Elev (£t) 276.01 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.45 * Wt. n-Val. 0.030 * ywo W.S. Elev (ft) 275.56 * Reach Len. (ft)112.00 * 112.00 * 112.00 * Crit W.S. (ft) Flow Area (sq ft) * 124.02 E.G. Slope (ft/ft) *0.006229 * Area (sq ft) 124.02 * MY Q Total (cfs) 665.00 * Flow (cfs) 665.00 Top Width (ft) 76.41 * Top Width (ft) 76.41 * Vel Total (ft/s) * 5.36 * Avg. Vel. (ft/s) * 5.36 m Max Chl Dpth (ft) * 2.56 * Hydr. Depth (ft) * 1.62 * Cony. Total (cfs) * 8425.9 * Conv. (cfs) 8425.9 Length Wtd. (ft) * 112.00 * Wetted Per. (ft) * 77.19 * 164 Min Ch El (ft) 273.00 * Shear (lb/sq ft) * 0.62 * Alpha 1.00 * Stream Power (lb/ft s) * 3.35 * Frctn Loss (ft)0.36 * Cum Volume (acre-ft) * 0.98 * 9.06 * 2.46 * C+6*E**oss*(+*)******+**************Cum*SA*(ac*e*)***+**+******++.17*******4.84******++* 8**** yr Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION A**" RIVER: West Tributary REACH: Reachl RS: 4615 INPUT Description: Station Elevation Data num= 4 AW Sta Elev Sta Elev Sta Elev Sta Elev 0 280 30 274 187 274 258 277 Manning's n Values num= 3 Sta n Val Ste n Val Sta n Val lee 0 .035 0 .03 258 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 258 341 341 341 1 .3 tor• CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 275.45 * Element Left OB * Channel * Right OH * 0.0 Vel Head (ft) 0.06 * Wt. n-Val. 0.030 * W.S. Elev (ft) 275.39 * Reach Len. (ft)341.00 * 341.00 * 341.00 * Crit W.S. (ft) Flow Area (sq ft) * 245.36 * E.G. Slope (ft/ft) *0.001258 * Area (sq ft) 245.36 * Q Total (cfs) 499.00 * Flow (cfs) 499.00 * Top Width (ft) 196.76 * Top Width (ft) 196.76 * W. Vel Total (ft/s) * 2.03 * Avg. Vel. (ft/s) * 2.03 * Max Chl Dpth (ft) * 1.39 * Hydr. Depth (ft) * 1.25 * Conv. Total (cfs) * 14071.0 * Cony. (cfs) 14071.0 * SW OW 4W I Length Wtd. (ft) * 341.00 * Wetted Per. (ft) * 196.93 * I Min Ch El (ft) 274.00 • Shear (lb/sq ft) • 0.10 * Alpha 1.00 * Stream Power (lb/ft s) * 0.20 * Frctn Loss (ft)1.05 * Cum Volume (acre-ft) * 0.66 * 6.68 * 1.63 * IC6ELoss (ft)0.02 * Cum SA (acres) 0.96 * 4.28 * 2.10 * Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross Isection. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft) 275.54 * Element Left 013 * Channel * Right OH * Vel Head (ft) 0.10 * Wt. n-Val. 0.030 * W.S. Elev (ft) 275.44 * Reach Len. (ft)341.00 * 341.00 * 341.00 • Crit W.S. (ft) Flow Area (sq ft) * 255.74 * E.G. Slope (ft/ft) *0.001965 * Area (sq ft) 255.74 * Q Total (cfs) 665.00 * Flow (cfs) 665.00 * Top Width (ft) 198.27 * Top Width (ft) 198.27 * Vel Total (ft/s) * 2.60 * Avg. Vel. (ft/s) * 2.60 * IMaxChlDpth (ft) * 1.44 * Hydr. Depth (ft) * 1.29 * Cony. Total (cfs) * 15000.9 * Conv. (cfs) 15000.9 * Length Wtd. (ft) * 341.00 * Wetted Per. (ft) * 198.44 * Min Ch El (ft) 274.00 * Shear (lb/sq ft) * 0.16 * Alpha 1.00 * Stream Power (lb/ft s) * 0.41 * Frctn Loss (ft)0.71 * Cum Volume (acre-ft) * 0.98 * 8.57 * 2.46 C 6 E Loss (ft)0.00 * Cum SA (acres) 1.17 * 4.48 * 2.67 * CROSS SECTION RIVER: West Tributary IREACH: Reachl RS: 4274 INPUT Description: Station Elevation Data num= 6 IStaElevStaElevStaElevStaElevStaElev 0 280 82 274 247 273 255 273 270 274 369 275 Manny Values nV **+++ 3 IStaStanValStanValStanVal 0 *.035 •82 * .03 270 *•*.035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 82 270 174 174 174 1 .3 ICROSSSECTIONOUTPUTProfile #PF 1 E.G. Elev (ft) 274.38 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.31 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 274.08 * Reach Len. (ft)174.00 * 174.00 * 174.00 * Crit W.S. (ft) 274.08 * Flow Area (sq ft) * 0.04 * 112.38 * 0.29 * E.G. Slope (ft/ft) *0.015952 * Area (sq ft) 0.04 * 112,38 * 0.29 Q Total (cfs) 499.00 * Flow (cfs) 0.02 * 498.80 * 0.18 * Top Width (ft) 196.62 * Top Width (ft) 1.05 * 188.00 * 7.57 Vel Total (ft/s) * 4.43 * Avg. Vel. (ft/s) * 0.61 * 4.44 * 0.61 * Max Chl Dpth (ft) * 1.08 * Hydr. Depth (ft) * 0.04 0.60 * 0.04 *IConv. Total (cfs) • 3950.8 * Cony. (cfs) 0.2 * 3949.2 * 1.4 * Length Wtd. (ft) * 174.00 * Wetted Per. (ft) • 1.05 • 188.04 * 7,57 * Min Ch El (ft) 273.00 * Shear (lb/sq ft) * 0.04 • 0.60 * 0.04 • Alpha 1.00 * Stream Power (lb/ft s) * 0.02 * 2.64 * 0.02 * Frctn Loss (ft)0.22 * Cum Volume (acre-ft) * 0.66 * 5.28 * 1.62 * C & E Loss (ft)0.07 * Cum SA (acres) 0.95 * 2.77 * 2.07 *IWarning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than I0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. ICROSSSECTIONOUTPUTProfile #PF 2 E.G. Elev (ft) 274.84 * Element Left OH * Channel * Right OB * Vel Head (ft) 0.11 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 274.73 * Reach Len. (ft)174.00 * 174.00 * 174.00 Crit W.S. (ft) Flow Area (sq ft) * 3.63 * 235.02 * 26.29 *IE.G. Slope (ft/ft) *0.002207 * Area (sq ft) 3.63 • 235.02 * 26.29 * Q Total (cfs) 665.00 * Flow (cfs) 3.69 * 634.56 * 26.76 * Top Width (ft) 270.11 * Top Width (ft) 9.96 * 188.00 * 72.15 * Vel Total (ft/s) * 2.51 * Avg. Vel. (ft/s) * 1.02 * 2.70 * 1.02 * Max Chl Dpth (ft) * 1.73 * Hydr. Depth (ft) * 0.36 • 1.25 * 0.36 * Conv. Total (cfs) * 14154.7 * Conv. (cfs) 78.5 * 13506.7 * 569.5 *ILengthWtd. (ft) * 174.00 * Wetted Per. (ft) * 9.99 * 188.04 * 72.16 * I eg. pm 4W1 Min Ch El (ft) 273.00 * Shear (lb/sq ft) * 0.05 * 0.17 0.05 * Alpha 1.11 * Stream Power (1b/ft s) * 0.05 * 0.47 * 0.05 * Frctn Loss (ft)0.09 * Cum Volume (acre-ft) * 0.97 * 6.65 * 2.36 * ate C & E Loss (ft)0.02 * Cum SA (acres) 1.13 * 2.97 * 2.38 * WS Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION Aa. RIVER: West Tributary REACH: Reachl RS: 4100 INPUT Description: Station Elevation Data num= 7 4tlii6 Sta Elev Sta Elev Sta Elev Ste Elev Sta Elev 0 276 55 275 89 268.5 119 268.5 143 275 173 276 318 277 Manning's n Values num= 3 Nr* Sta n Val Sta n Val Ste n Val 0 .035 55 .03 173 .035 1. Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 55 173 100 100 100 1 .3 mW CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 273.10 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.08 * Wt. n-Val. 0.030 * W.S. Elev (ft) 273.02 * Reach Len. (ft)100.00 * 100.00 * 100.00 * am* Crit W.S. (ft) 270.36 * Flow Area (sq ft) * 227.03 * E.G. Slope (ft/ft) *0.000425 * Area (sq ft) 227.03 * Q Total (cfs) 501.00 * Flow (cfs) 501.00 Top Width (ft) 70.37 * Top Width (ft) 70.37 * Vel Total (£t/s) * 2.21 * Avg. Vel. (ft/s) * 2.21 * Max Chl Dpth (ft) * 4.52 * Hydr. Depth (ft) * 3.23 * arke Cony. Total (cfs) * 24315.4 * Conv. (cfs) 24315.4 * Length Wtd. (ft) * 100.00 * Wetted Per. (ft) * 71.40 * Min Ch El (ft) 268.50 * Shear (lb/sq ft) * 0.08 * Alpha 1.00 * Stream Power (lb/ft s) * 0.19 * Frctn Loss (ft)Cum Volume (acre-ft) * 0.66 * 4.60 * 1.62 * C i E Loss (ft)Cum SA (acres) 0.95 * 2.26 * 2.06 * CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft) 274.73 * Element Left OB * Channel * Right OB * Vel Head (ft) 0.06 * Wt. n-Val. 0.030 * fthe W.S. Elev (ft) 274.68 * Reach Len. (ft)100.00 * 100.00 * 100.00 * Crit W.S. (ft) 270.72 * Flow Area (sq ft) * 355.51 * E.G. Slope (ft/ft) *0.000224 * Area (sq ft) 355.51 * r** Q Total (cfs) 676.00 * Flow (cfs) 676.00 * Top Width (ft) 85.11 * Top Width (ft) 85.11 * Vel Total (ft/s) * 1.90 * Avg. Vel. (ft/s) * 1.90 * amos Max Chl Dpth (ft) 6.18 * Hydr. Depth (ft) 4.18 Cony. Total (cfs) * 45172.6 * Cony. (cfs) 45172.6 * Length Wtd. (ft) * 100.00 * Wetted Per. (ft) * 86.52 * Min Ch El (ft) 268.50 * Shear (lb/sq ft) * 0.06 * Alpha 1.00 * Stream Power (lb/ft s) * 0.11 * Frctn Loss (ft)Cum Volume (acre-ft) * 0.96 * 5.47 * 2.31 * C & E Loss (ft)Cum SA (acres) 1.11 * 2.43 * 2.24 * CULVERT 411 RIVER: West Tributary REACH: Reachl RS: 4050 INPUT Description: Distance from Upstream XS = 20 IMMI Deck/Roadway Width 30 Weir Coefficient 2.6 Upstream Deck/Roadway Coordinates num= 2 Ste Hi Cord Lo Cord Sta Hi Cord Lo Cord Ailt 0 275.35 350 275.35 Upstream Bridge Cross Section Data ate Station Elevation Data num= 7 Sta Elev Sta Elev Ste Elev Sta Elev Sta Elev ti 0 276 55 275 89 268.5 119 268.5 143 275 173 276 318 277 no' Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1 I I0 .035 55 .03 173 .035 Bank Sta: Left Right Coeff Contr. Expan. I551731 .3 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 275.35 700 275.35 IDownstreamBridgeCrossSectionData Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 278 20 277 65 276 81 275 86 274 92 273 105 272 117 271 130 271 172 270 176 270 205 272 217 272 277 267.5 307 267.5 345 271 410 272 436 273 591 274 675 275 Manning's n Values num= 3 Sta n Val Ste n Val Sta n Val 0 .035 217 03 •**410 .035 Bank Sta: Left Right Coeff Contr. Expan. 217 410 1 .3 Upstream Embankment side slope 0 horiz. to 1.0 vertical Downstream Embankment side slope 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins Energy head used in spillway design ISpillwayheightusedindesign Weir crest shape Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span ICulvert #1 Circular 4 FHWA Chart # 2 - Corrugated Metal Pipe Culvert FHWA Scale # 2 - Mitered to conform to slope Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 20 60 .024 .024 0 5 1 INumberofBarrels = 6 Upstream Elevation = 268.5 Centerline Stations Sta. Sta.. Sta. Sta. Sta. Sta. 86.69 93.19 100.69 108.19 115.69 122.19 Downstream Elevation = 267.5 Centerline Stations Sta. Sta. Sta. Sta. Sta. Sta. 274.48 280.98 288.48 295.98 303.48 310.98 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) * 501.00 * Culv Full Len (ft) * IBarrels6 * Culv Vel US (ft/s) * 7.72 * Q Barrel (cfs) 83.50 * Culv Vel DS (ft/s) * 6.78 * E.G. US. (ft) 273.10 * Culv Inv El Up (ft) * 268.50 * W.S. US. (ft) 273.02 * Culv Inv El Dn (ft) * 267.50 * E.G. DS (ft) 271.33 • Culv Frctn Ls (ft) * 0.63 * IW.S. DS (ft) 271.29 * Culv Exit Loss (ft) * 0.68 * Delta EG (ft) 1.77 * Culv Entr Loss (ft) * 0.46 * Delta WS (ft) 1.73 * Q Weir (cfs) E.G. IC (ft) 272.99 * Weir Sta Lft (ft) E.G. OC (ft) 273.10 * Weir Ste Rgt (ft) * Culvert Control Outlet * Weir Submerg ICulvWSInlet (ft) * 271.71 * Weir Max Depth (ft) * Culv WS Outlet (ft) * 271.29 * Weir Avg Depth (ft) * Culv Nml Depth (ft) * 2.79 * Weir Flow Area (sq ft) * Culv Crt Depth (ft) * 2.77 * Min El Weir Flow (ft) * 275.36 . * CULVERT OUTPUT Profile #PF 2 Culv Group: Culvert #1 IQCulvGroup (cfs) * 676.00 * Culv Full Len (ft) * 60.00 * Barrels 6 * Culv Vel US (ft/s) * 8.97 * Q Barrel (cfs) 112.67 * Culv Vel DS (ft/s) * 8.97 * E.G. US. (ft) 274.73 * Culv Inv El Up (ft) * 268.50 * IW.S. US. (ft) 274.68 * Culv Inv El Dn (ft) * 267.50 * E.G. DS (ft) 271.65 * Culv Frctn Ls (ft) * 1.26 * W.S. DS (ft) 271.60 * Culv Exit Loss (ft) * 1.20 * Delta EG (ft) 3.08 * Culv Entr Loss (ft) * 0.62 * Delta WS (ft) 3.07 * Q Weir (cfs) E.G. IC (ft) 275.27 • Weir Ste Lft (ft) * IE.G. OC (ft) 274.73 * Weir Sta Rgt (ft) * Culvert Control Outlet * Weir SubmergCulvWSInlet (ft) * 272.50 * Weir Max Depth (ft) * Culv WS Outlet (ft) * 271.50 * Weir Avg Depth (ft) * Culv Nml Depth (ft) * 4.00 * Weir Flow Area (sq ft) Culv Crt Depth (ft) * 3.21 * Min El Weir Flow (ft( * 275.36 * I I rf a. gili Note: The normal depth exceeds the height of the culvert. The program assumes that the normal depth is equal to the height of the culvert. aa. Note: During the supercritical calculations a hydraulic jump occurred inside of the culvert. Note: The culvert inlet is submerged and the culvert flows full over part or all of its length. Therefore, the culvert inlet equations are not valid and the supercritical result has been discarded. The MOM outlet answer will be used. CROSS SECTIONRM. ON RIVER: West Tributary REACH: Reachl RS: 4000 INPUT Description: Station Elevation Data num= 20 480 Ste****Elev*****Sta****Elev*****Ste****Elev*****Ste****Eiev*****S+a****Eley 0 278 20 277 65 276 81 275 86 274 92 273 105 272 117 271 130 271 172 270 176 270 205 272 217 272 277 267.5 307 267.5 345 271 410 272 436 273 591 274 675 275 MO Manning's n Values num= 3 Ste n Val Ste n Val Sta n Val a*++**************************a******a**+**** 0 .035 217 .03 410 .035 a4if Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 217 410 281 281 281 1 .3 CROSSSECTIONOUTPUTProfile #PF1+*++* a++**+++++*+**+*+**+++**+++++**++++++*++++++a**++++a+++ E.G. Elev (ft)*** ** + a**+ * ** 271.33 * Element Left OB * Channel * Right OB * sM Vel Head (ft) 0.04 * Wt. n-Val. 0.035 * 0.030 * W.S. Elev (ft) 271.29 * Reach Len. (ft)281.00 * 281.00 281.00 Crit W.S. (ft) Flow Area (sq ft) * 54.65 * 289.67 * E.G. Slope (ft/ft) *0.000391 * Area (sq ft) 54.65 * 289.67 * Q Total (cfs) 501.00 * Flow (cfs) 35.22 * 465.78 * Top Width (ft) 218.53 * Top Width (ft) 81.18 * 137.36 * O Vel Total (ft/s) * 1.46 * Avg. Vel. (ft/s) * 0.64 * 1.61 * Max Chl Dpth (ft) * 3.79 * Hydr. Depth (ft) * 0.67 * 2.11 Cony. Total (cfs) * 25340.9 * Cony. (cfs) 1781.4 * 23559.5 * Length Wtd. (ft) * 281.00 * Wetted Per. (ft) * 81.24 * 137.66 * Min Ch El (ft) 267.50 * Shear (lb/sq ft) * 0.02 0.05 Alpha 1.15 * Stream Power (lb/ft s) * 0.01 * 0.08 * Frctn Loss (ft)0.16 * Cum Volume (acre-ft) * 0.60 * 4.01 * 1.62 * C & E Loss (ft)0.00 * Cum SA (acres) 0.86 * 2.02 2.06 Warning: Divided flow computed for this cross-section.Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than gyi 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile MPF 2 E.G. Elev (ft) 271.65 * Element Left OB * Channel * Right OB Vel Head (ft) 0.05 * Wt. n-Val. 0.035 * 0.030 * Oo W.S. Elev (ft) 271.60 * Reach Len. (ft)281.00 * 281.00 * 281.00 * Crit W.S. (ft) Flow Area (sq ft) * 81.35 * 336.49 E.G. Slope (ft/ft) *0.000496 * Area (sq ft) 81.35 * 336.49 * Q Total (cfs) 676.00 * Flow (cfs) 72.15 * 603.85 * Top Width (ft) 251.34 * Top Width (ft) 89.47 * 161.87 Vel Total (ft/s) * 1.62 * Avg. Vel. (ft/s) * 0.89 * 1.79 * 466 Max Chl Dpth (ft) * 4.10 * Hydr. Depth (ft) * 0.91 * 2.08 * Conv. Total (cfs) * 30350.1 * Conv. (cfs) 3239.4 * 27110.7 * Length Wtd. (ft) * 281.00 * Wetted Per. (ft) * 89.56 * 162.19 * Min Ch El (ft) 267.50 * Shear (lb/sq ft) * 0.03 * 0.06 * Alpha 1.13 * Stream Power (lb/ft s) * 0.02 * 0.12 * Frctn Loss (ft)0.17 * Cum Volume (acre-ft) * 0.87 * 4.68 * 2.31 * AO C & E Loss (ft)0.00 * Cum SA (acres) 1.01 * 2.14 * 2.24 * aesi Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: West Tributary REACH: Reachl RS: 3718.67 INPUT OW Description: Station Elevation Data num= 14 Ste Elev Sta Elev Sta Elev Ste Elev Sta Elev W. 100 276 196 274 299 272 309 270 319 268 322 267.64 324 268 347 270 457 270.5 564 270 MO 575 269.75 586 270 703 272 778 274 Manning's n Values num= 3 mot. Sta n Val Sta n Val Sta n Val 100 .035 299 .03 347 .035 IIIIII ow I I Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 299 347 264 483.06 249 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 271.17 * Element Left OS * Channel * Right OB *Vel Head (ft) 0.05 * Wt. n-Val. 0.030 * 0.035 *W.S. Elev (ft) 271.11 * Reach Len. (ft)264.00 * 483.06 * 249.00 + Crit W.S. (ft) Flow Area (sq ft) * 89.36 * 251.24 * IE.G. Slope (ft/ft) *0.000924 * Area (sq ft) 89.36 * 251.24 *0 Total (cfs) 501.00 * Flow (cfs) 215.66 * 285.34 *Top Width (ft) 347.78 * Top Width (ft) 43.57 * 304.21 *Vel Total (ft/s) * 1.47 * Avg. Vel. (ft/s) * 2.41 * 1.14 *Max Chl Dpth (ft) * 3.47 * Hydr. Depth (ft) * 2.05 *. 0.83 * Conv. Total (cfs) * 16485.3 * Conv. (cfs) 7096.1 * 9389.1 * Length Wtd. (ft) * 423.32 * Wetted Per. (ft) * 44.02 * 304.22 +Min Ch El (ft) 267.64 * Shear (lb/sq ft) * 0.12 * 0.05 * Alpha 1.50 * Stream Power (lb/ft s) * 0.28 * 0.05 * Frctn Loss (ft)1.06 * Cum Volume (acre-ft) * 0.42 * 2.79 * 0.81 * C & E Loss (ft)0.08 * Cum SA (acres) 0.59 * 1.43 * 1.07 * Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for IIIadditionalcrosssections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft) 271.48 + Element Left 013 * Channel * Right OH *Vel Head (ft) 0.05 * Wt. n-Val. 0.030 * 0.035 * W.S. Elev (ft) 271.43 * Reach Len. (ft)264.00 * 483.06 * 249.00 * Crit W.S. (ft) Flow Area (sq ft) * 103.46 * 350.89 *E.G. Slope (ft/ft) *0.000756 * Area (sq ft) 103.46 * 350.89 * Q Total (cfs) 676.00 * Flow (cfs) 243.09 * 432.91 * Top Width (ft) 367.96 * Top Width (ft) 45.16 * 322.80 *Vel Total (ft/s) * 1.49 * Avg. Vel. (ft/s) * 2.35 * 1.23 *Max Chl Dpth (ft) * 3.79 * Hydr. Depth (ft) * 2.29 * 1.09 *Cony. Total (cfs) * 24591.6 * Cony. (cfs) 8843.3 + 15748.3 * Length Wtd. (ft) * 414.78 * Wetted Per. (ft) * 45.64 * 322.82 * Min Ch El (ft) 267.64 * Shear (lb/sq ft) * 0.11 * 0.05 *Alpha 1.34 * Stream Power (1b/ft s) * 0.25 * 0.06 *Frctn Loss (ft)0.87 * Cum Volume (acre-ft) * 0.60 * 3.26 * 1.18 *IC & E Loss (ft)0.09 * Cum SA (acres) 0.72 * 1.48 * 1.20 * Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: West Tributary REACH: Reachl RS: 3235.61 INPUT Description: Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 274 310 272 455 270 468 268 488 266.32 506 268 513 270 526 272 556 274 621 276 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val I100 .035 455 .03 513 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 455 513 125 173.73 178 1 .3 CROSS SECTION OUTPUT Profile #PF 1 IIE.G. Elev (ft) 270.02 * Element Left OB * Channel * Right OH * Vel Head (ft) 0.84 * Wt. n-Val. 0.030 * W.S. Elev (ft) 269.18 * Reach Len. (ft)125.00 * 173.73 178.00 * Crit W.S. (ft) 269.18 * Flow Area (sq ft) * 83.79 * E.G. Slope (ft/ft) *0.011169 * Area (sq ft) 83.79 * Q Total (cfs) 617.00 * Flow (cfs) 617.00 * Top Width (ft) 49.81 * Top Width (ft) 49.81 * Vel Total (ft/s) * 7.36 * Avg. Vel. (ft/s) * 7.36 * Max Chl Dpth (ft) * 2.86 * Hydr. Depth (ft) * 1.66 * Conv. Total (cfs) * 5838.3 * Cony. (cfs) 5838.3 * Length Wtd. (ft) * 173.15 * Wetted Per. (ft) * 50.22 * Min Ch El (ft) 266.32 * Shear (lb/sq ft) * 1.16, Alpha 1.00 * Stream Power (lb/ft s) * 8.57 * Frctn Loss (ft)0.55 * Cum Volume (acre-ft) + 0.42 * 1.83 * 0.10 * C & E Loss (ft)0.21 * Cum SA (acres) 0.59 * 0.92 * 0.20 * 1 I ow ea me dal Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. MI Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there WM is not a valid subcritical answer. The program defaulted to critical depth. Ili ROSSSECTIONOUTPUTP*of * **ileHPF2************************************««***+****************** E.G.* Elev (ft)** *** * 270.51 * Element Left OH * Channel * Right OB * 010. Vel Head (ft) 0.98 * Wt. n-Val. 0.030 * W. S. Elev (ft) 269.53 * Reach Len. (ft) 125.00 173.73 178.00 Crit W.S. (ft) 269.53 * Flow Area (sq ft) * 101.96 * Yea E.G. Slope (ft/ft) *0.010918 * Area (sq ft) 101.96 * Q Total (cfs) 808.00 * Flow (cfs) 808.00 * Top Width (ft) 53.34 * Top Width (ft) 53.34 * Vel Total (ft/s) 7.92 * Avg. Vel. (ft/s) sa.x 7.92 Max Chl Dpth (ft) * 3.21 * Hydr. Depth (ft) 1.91 * Conv. Total (cfs) * 7732.8 * Conv. (cfs) 7732.8 * aha Length Wtd. (ft) * 172.76 * Wetted Per. (ft) * 53.82 * Min Ch El (ft) 266.32 * Shear (lb/sq ft) * 1.29 Alpha 1.00 * Stream Power (1b/£t s) * 10.23 * Frctn Loss (ft)0.53 * Cum Volume (acre-ft) * 0.60 2.12 0.17* CsELoss (ft) 0.25CumSA (ac* ****«***+***** ******* *******aces) 0.93 * 0.28 * Ma Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than iiii 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. I, Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. 4000 CROSS SECTION RIVER: West Tributary REACH: Reach( RS: 3061.88 YM INPUT Description: Station Elevation Data num. 12 Sta Elev Sta Elev Ste Elev Ste Elev Sta Elev 40 100 272 296 270 370 268 388 266 390 265.64 393 266 468 268 529 270 540 272 553 274 577 276 620 278 Alm Manning's n Values num 3 Sta n Val Sta n Val Sta n Val Ma 100 .035 370 .03 468 .035 low Sank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 370 468 447 435.52 449 1 .3 We CROSS SEC+ * ** *IONOUTPUTProfile #P E.G. Elev (ft) 269.07 * Element Left OH * Channel * Right OB * Vel Head (ft) 0.14 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 268.93 * Reach Len. (ft)447.00 * 435.52 * 449.00 Crit W.S. (ft) Flow Area (sq ft) * 16.07 * 195.23 * 13.24 * E.G. Slope (ft/ft) *0.001480 * Area (sq ft) 16.07 * 195.23 * 13.24 Q Total (cfs) 617.00 * Flow (cfs) 15.77 588.23 13.00 Top Width (ft) 160.90 * Top Width (ft) 34.48 * 98.00 * 28.42 * Vel Total (ft/s) * 2.75 * Avg. Vel. (ft/s) * 0.98 * 3.01 * 0.98 * Max Chl Dpth (ft) * 3.29 * Hydr. Depth (ft) * 0.47 * 1.99 * 0.47 * Conv. Total (cfs) * 16037.2 * Cony. (cfs) 409.9 * 15289.6 337.8 Yee Length Wtd. (ft) * 437.71 * Wetted Per. (ft) * 34.49 * 98.19 * 28.44 * Min Ch El (ft) 265.64 * Shear (lb/sq ft) * 0.04 0.18 0.04 Alpha 1.15 * Stream Power (1b/ft s) * 0.04 * 0.55 * 0.04 * OMe Frctn Loss (ft)1.25 * Cum Volume (acre-ft)0.40 1.27 0.07 * C* a* E*Loss***(ft)*************0.04********SA*(acre*)******+*******0 5•** *****0.62** ********5** * NW Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile SPF 2 E.G. Elev (ft) 269.41 * Element Left OB * Channel * Right OB * 110 Vel Head (ft) 0.16 * Wt. n-Val. 0.035 * 0.030 * 0.035 * W.S. Elev (ft) 269.26 * Reach Len. (ft)447.00 * 435.52 * 449.00 Crit W.S. (ft) Flow Area (sq ft) * 29.31 * 227.26 * 24.16 * 110, I- Ys I E.G. Slope (ft/ft) *0.001431 * Area (sq ft) 29.31 * 227.26 * 24.16 * I Q Total (cfs) 808.00 * Flow (cfs) 34.56 * 744.95 • 28.49 *Top Width (ft) 182.97 * Top Width (ft) 46.57 * 98.00 * 38.39 *Vel Total (ft/s) * 2.88 * Avg. Vel. (ft/s) * 1.18 * 3.28 * 1.18 * IMaxChlDpth (ft) * 3.62 * Hydr. Depth (ft) * 0.63 * 2.32 * 0.63 *Cony. Total (cfs) * 21362.0 * Conv. (cfs) 913.7 * 19695.1 * 753.1 *Length Wtd. (ft) * 438.20 * Wetted Per. (ft) * 46.59 * 98.19 * 38.41 *Min Ch El (ft) 265.64 * Shear (lb/sq ft) * 0.06 * 0.21 * 0.06 *Alpha 1.21 * Stream Power (1b/ft s) * 0.07 * 0.68 * 0.07 *Frctn Loss (ft)1.26 • Cum Volume (acre-ft) * 0.56 * 1.46 * 0.12C & E Loss (ft)0.05 * Cum SA (acres) 0.65 * 0.63 * 0.20 Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need foradditionalcrosssections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than0.7 or greater than 1.4. This may indicate the need for additional cross sections.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: West Tributary 1REACH: Reachl RS: 2626.36 INPUT Description: Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Ste Elev Sta Elev iii*************************•****************************** 100 270 126 268 144 266 175 266 225 268336268338266340264343263.64 348 264359266366268382270421272509274 IManning's n Values num 3 Sta n Val Sta n Val Sta n Val 100 .035 336 .03 366 .035 Bank Sta: Left Right Coeff Contr. Expan. 336 366 1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 267.77 * Element Left OB * Channel * Right OB *Vel Head (ft) 0.58 * Wt. n-Val. 0.035 * 0.030 * W.S. Elev (ft) 267.20 * Reach Len. (ft) Crit W.S. (ft) 267.20 * Flow Area (sq ft) * 61.41 * 58.78 * E.G. Slope (ft/ft) *0.007622 * Area (sq ft) 61.41 * 58.78 * Q Total (cfs) 621.00 * Flow (cfs) 205.16 * 415.84 * Top Width (ft) 98.05 * Top Width (£t) 71.67 * 26.38 * Vel Total (ft/s) 5.17 * Avg. Vel. (ft/s) * 3.34 * 7.07 * Max Chl Dpth (ft) * 3.56 * Hydr. Depth (ft) * 0.86 * 2.23 * Conv. Total (cfs) * 7113.2 * Conv. (cfs) 2349.9 * 4763.2 * Length Wtd. (ft) * Wetted Per. (ft) * 71.76 * 28.09 * Min Ch El (ft) 263.64 * Shear (lb/sq ft) * 0.41 * 1.00 * Alpha 1.39 * Stream Power (lb/ft s) * 1.36 * 7.04 * IP Frctn Loss (ft)Cum Volume (acre-ft) • NikC* E Loss( I )Cum SA (acres) ss* t ****************************************************************************** Warning: Divided flow computed for this cross-section. ImpCROSSSECTIONOUTPUTProfile #PF 2 sitE.G. Elev (ft) 268.11 * Element Left OS * Channel * Right OB *Vel Head (ft) 0.66 * Wt. n-Val. 0.035 * 0.030 * W.S. Elev (ft) 267.44 * Reach Len. (ft) Crit W.S. (ft) 267.44 * Flow Area (sq ft) * 80.19 * 65.45 * IE.G. Slope (ft/ft) *0.008334 * Area (sq ft) 80.19 * 65.45 * Q Total (cfs) 816.00 * Flow (cfs) 310.78 * 505.22 • Top Width (ft) 107.58 * Top Width (ft) 80.09 * 27.50 * Vel Total (ft/s) * 5.60 * Avg. Vel. (ft/s) * 3.88 * 7.72 * Max Chl Dpth (ft) * 3.80 * Hydr. Depth (ft) * 1.00 * 2.38 * Conv. Total (cfs) • 8938.7 * Cony. (cfs) 3404.4 * 5534.3 * ILengthWtd. (ft) * Wetted Per. (ft) * 80.20 * 29.34 * Min Ch El (ft) 263.64 * Shear (lb/sq ft) * 0.52 * 1.16 * Alpha 1.36 * Stream Power (lb/ft s) * 2.02 * 8.96 * Frctn Loss (ft)Cum Volume (acre-ft) * C E E Loss (ft)Cum SA (acres) Warning: Divided flow computed for this cross-section. SUMMARY OF MANNING'S N VALUES IRiver:West Tributary Reach * River Sta. * nl * n2 * n3 • Reachl 6703 035* .03* .035* Reachl 6262 035* .03* .035* MY We Reachl 5645 035* .03* .035* Reachl 5300 035* .03* .035* Reachl 5102 035* .03* .035* rias Reachl 5050 Culvert * Reachl 4997 035* .03* .035* WWI Reachl 4615 035* .03* .035* Reachl 4274 035* .03* .035* Reachl 4100 035* .03* .035* Reachl 4050 Culvert * w.. Reachl 4000 035* .03* .035* Reachl 3718.67 * .035* .03* .035* Wra Reachl 3235.61 * .035* .03* .035* Reachl 3061.88 035* .03* .035* Reachl 2626.36 * .035* .03* .035* i SUMMARY OF REACH LENGTHS w, River: West Tributary hi Reach * River Sts. * Lef** Channel* nigh** ** Reachl *************6703* *********** **.324*** *618.89* ** 308* Reachl 6262 346* 446.36* 355* Reachl 5645 278* 335.98* 245* Reachl 5300 198* 198* 198* Reachl 5102 105* 105* 105* Reachl 5050 Culvert Reachl 4997 112* 112* 112 Reachl 4615 341* 341* 341* Reachl 4274 100* 100* 174* Reachl 4100 100* 100* 100* Reachl 4050 Culvert Reachl 4000 281* 281* 281* Reachl 3718.67 * 264* 483.06* 249 Reachl 3235.61 * 125* 173.73* 178* 7* 435.52*Rea}*.*.**+++*+*.+*.* *****8•++++*****+++9+**+++*++**+****+**99* +++++++.++++Reachl 2626.36 * River: West* TributarON+AND*EXPANS*ON**OEFF***EN.S. r++** River: West Tributary Reach * River Sta. * Contr. Expan. 5.01* Reachl 6703 * .1* .3* Reachl 6262 * .1* .3* Reachl 5645 * .1* .3* Irk Reachl 5300 * .1* .3* Reachl 5102 * .1* .3* Reachl 5050 *Culvert * Reachl 4997 * .1* .3* Reachl 4615 1* .3*I E Reachl 4274 1* .3* Reachl 4100 1* .3* Reachl 4050 *Culvert Reachl 4000 • .1* .3* Reachl 3718.67 * .1* .3* Reachl 3235.61 * .1* .3* Reachl 3061.88 * .1* .3* a Reachl 2626.36 * .1* .3* Profile Output Table - Standard Table 1 Reach • River Stet • Profile * Q Total * Min Ch E1 • W.S. E1ev* Crit W.S. * E.G. Elev* E.G. Slope *Vel Chnl * Flow Area * Top Width • Froude M Ch1 cfa) • (ft) • (ft) • (ft) * (ft) • (ft/ft) • (ft/a) • (sq ft) • (ft) WR Reachl • 6703 • PF 1 * 465.00 • 277.46 • 282.68 * 282.69 * 0.000091 • 1.18 • 738.06• 431.01 • 0.10 • Reachl * 6703 • PF 2 • 621.00. 277.46 * 282.94 • 282.95 * 0.000108 • 1.34 * 850.80 • 442.75 * 0.11 WO Reachl * 6262 * PF 1 * 465.00 • 279.60 * 282.02 * 281.87 * 282.49 * 0.008962 * 5.51 • 86.53 * 166.26 •0.86 list Reachl * 6262 * PF 2 • 621.00 * 279.60 * 282.31 . 282.31 * 282.75 * 0.006750 * 5.48 * 137.50 * 182.62 * 0.77 Reachl * 5645 • PF 1 ` 499.00 * 274.56 * 278.96 • 278.96 * 279.39 • 0.005826• 5.90 • 126.14 175.31 0.72 Reachl • 5645 • Pr 2 665.00 • 274.56 * 279.30 * 279.64 * 0.004304 • 5.62 . 197.19 • 239.87 *0.64 • Reachl . 5300 • PF 1 • 499.00 * 274.00 * 276.47 • 278.58 * 0.000729 • 2.79 * 218.84 • 173.70 • 0.28 • Reachl • 5300 • OF 2 • 665.00 * 274.00 * 279.14 * 279.22 • 0.000488 • 2.60 * 373.07 • 270.26 . 0.24 Reachl • 5102 * PF 1 • 499.00 • 273.50 * 278.54 * 274.40 * 278.54 * 0.000014 * 0.46* 1117.94 • 309.58 • 0.04 • UM Recoil . 5102 • PF 2 • 665.00 • 273.50 • 279.18 . 274.55 . 279.19 . 0.000015 * 0.52 . 1319.77 . 314.89 . 0.04 Reachl * 5050 • • Culvert • 44r Reachl • 4997 * PF 1 • 499.00 * 273.00 • 275.46* 275.75 * 0.003948 * 4.27 • 116.79 • 71.83 * 0.59 * Iii Reachl • 4997 . PF 2 * 665.00 * 273.00 * 275.56* 276.01 . 0.006229 * 5.36 a 124.02 • 76.41 .0.74 Reachl • 4615 • PF 1 499.00 • 274.00 • 275.39 • 275.45 * 0.001258 * 2.03 245.36 196.76 • 0.32 Reachl * 4615 * PF 2 * 665.00 ' 274.00 • 275.44 * 275.54 . 0.001965 • 2.60 • 255.74 • 198.27 * 0.40 Reachl • 4274 • PF 1 * 499.00 * 273.00 * 274.08 • 274.08 * 274.38 * 0.015952 * 4.44 * 112.71 * 196.62 • 1.01 • III4 Reachl • Reachl *• 4274 4100 * PF 2 • 665.00 * 273.00 ` 274.73 274.84 0.002207 * 2.70 264.94 * 270.11 ` 0.43 PF 1 • 501.00 * 268.50 * 273.02 • 270.36* 273.10 * 0.000425 * 2.21 * 227.03 • 70.37 *0.22 II 1 III Reachl • 4100 * OF 2 • 676.00 * 268.50 • 274.68 • 270.72 • 274.73 • 0.000224 * 1.90 • 355.51 . 85.11 .0.16• IIIy Reachl * 4050 Culvert• Reachl • 4000 • PF 1 * 501.00• 267.50 * 271.29 • 271.33 * 0.000391 * 1.61 * 344.32 * 218.53 •0.20•IIIReachl * 4000 ` PF 2 '` 676.00• 267.50 • 271.60 • 271.65 • 0.000496• 1.79 • 417.84 • 251.34 •0.22 Reachl • 3718.67 * PF 1 * 501.00 • 267.64 • 271.11 * 271.17 • 0.000924 • 2.41 • 340.61 • 347.78 •0.30 •Reachl . 3718.67 • PF 2 ` 676.00• 267.64 . 271.43 * 271.48 * 0.000756 • 2.35 • 454.35 • 367.96 •0.27 • Reachl • 3235.61 • PF 1 • 617.00 • 266.32 • 269.18 • 269.18 • 270.02 • 0.011169 • 7.36 * 83.79 • 49.81 *1.00•Reachl • 3235.61 :.P£2 III 808.00* 266.32 • 269.53 : 269.53 ` 270.51 : 0.010918 * 7.92 * 101.96: 53.34 :1.01 Reachl • 3061.88 • PF 1 * 617.00• 265.64 • 268.93. 269.07 • 0.001480 • 3.01 * 224.54 • 160.90 • 0.38 *Reachl e 3061.88 a OF 2 ` 808.00 • 265.64 • 269.26* 269.41 • 0.001431 • 3.28 • 280.73 • 182.97 •0.38 • Reachl • 2626.36 * PF 1 * 621.00• 263.64 • 267.20 • 267.20 • 267.77 • 0.007622 • 7.07 * 120.19 * 98.05 •0.84 •Reachl • 2626.36 * OF 2 • 816.00 • 263.64 * 267.44 * 267.44 * 268.11 • 0.008334 • 7.72 * 145.64 * 107.58 • 0.88 • III 1 1 1 1 1 III 1 1 III 1 1 1 1 West Tributary 100yr Floodplain Analysis Plan: PIan1 West Tributary 1/23/2007 035 M 03 035 284 Legend EG PF 2 WS PF 2 EG PF 1 WS PF 1 Crit PF 2 282 Crit PF 1 Ground Bank Sta yl 280-I 278- f' w 1tii1 a rio„ it, 11 IIII 276 I 274- 272 0 100 200 300 400 500 Station (ft) i 1,, West Tributary 100yr Floodplain Analysis Plan: Plant West Tributary 1/23/2007 282 035 1( 03 035—> Legend 4. EGPF2 WSPF2 A. Crit PF 2 ow Crit PF 1 EG PF 1 WS PF 1 280- Ground Bank Sta 3s G 3 4 rt K 0, 3 kz Asa M s • v i E.3278F- A- a 94.14 'i4400 ov ass l .t.. y '+ , zy F 54- N 0.,,,,VAR 3 ,fir.",,e, x, ayct,!:: r IN 44 276 r mow. I- 4 r I 7:.]fv!,.111,Igi::.:!,'1,,,:':' I- 274- I 272 , 0 50 100 150 200 250 300 350 400 Station(ft) West Tributary 100yr Floodplain Analysis Plan: PIan1 West Tributary 1/23/2007 L 035 ))< 03 a< 035 pi 278 Legend EG PF 2 WSAPF 2 EGPF1 WSPF1 Crit PF 2 Crit PF 1 F 276 Ground Bank Sta 274 c0 0 uJ 272- 11 270- 268 0 50 100 150 200 250 300 350 Station(ft) West Tributary 100yr Floodplain Analysis Plan: PIan1 West Tributary 1/23/2007 278 035— I 03 D‹035 Legend EG PF 1 fIN EG PF 2 WS PF 2 11. WS PF 1 Crit PF 2276 Crit PF 1 Ground rYR Bank Sta 274- 272- I 270- 268- t I 266 0 100 200 300 400 500 600 700 Station(ft) HEC-RAS Plan:PlantWest River:WestTributary Reach:Reachl Reach River Ste Profile C Total Min Ch EI W.S.Elev CritW.S. E.G.Elev E.G.Slope Vel CM Flow Area Top Mall Froude#Ci4 Cfs) (ft)ft) (ft) (ft) (ftp) (ft/s) (sqft) (ft) Reachl 6703 PF 1 465.00 277.46 282.68 282.69 0.000091 1.18 738.06 431.01 0.10 Reachl 6703 PF2 621.00 277.46 282.94 282.95 0.000108 1.34 85080 442.75 0.11 Reachl 6262 PF 1 465.00 279.60 282.02 281.87 282.49 0.008962 5.51 86.53 166.26 0.86 Reachl 6262 PF 2 621.00 279.60 282.31 282.31 282.75 0.006750 5.48 137.50 182.62 0.77 Reachl 5645 PF 1 499.00 274.56 278.96 278.96 279.39 0.005826 5.90 126.14 175.31 0.72 Reachl 5645 PF 2 665.00 274.56 279.30 279.64 0.004304 5.62 197.19 239.87 0.64 Reachl 5300 PF 1 499.00 274.00 278.47 278.58 0.000729 2.79 218.84 173.70 0.28 Reachl 5300 PF 2 665.00 274.00 279.14 279.22 0.000488 2.60 373.07 270.26 0.24 Reachl 5102 PF 1 499.00 273.50 278.54 274.40 278.54 0.000014 0.46 1117.94 309.58 0.04 Reachl 5102 PF2 665.00 273.50 279.18 274.55 279.19 0.000015 0.52 1319.77 314.89 0.04 Reachl 5050 Culvert Reachl 4997 PF 1 499.00 273.00 275.46 275.75 0.003948 4.27 116.79 71.83 0.59 Reachl 4997 PF2 665.00 273.00 275.56 276.01 0.006229 5.36 124.02 76.41 0.74 Reachl 4615 PF 1 499.00 274.00 275.39 275.45 0.001258 2.03 245.36 196.76 0.32 Reachl 4615 PF 2 665.00 274.00 275.44 275.54 0.001965 2.60 255.74 198.27 0.40 I Reachl 4274 PF 1 499.00 665.00 273.00 274.08 274.08 274.38 0.015952 4.44 112.71 196.62 1.01 Reachl 4274 PF 2 273.00 274.73 274.84 0.002207 2.70 264.94 270.11 0.43 Reachl 4100 PF 1 501.00 268.50 273.02 270.36 273.10 0.000425 2.21 i 227.03 70.37 0.22 Reachl 4100 PF 2 676.00 268.50 274.68 270.72 274.73 0.000224 1.90 355.51 85.11 0.16 6 Reachl 4050 Culvert Reachl 4000 PF 1 501.00 267.50 271.29 271.33 0.000391 1.61 344.32 218.53 0.20 Reachl 4000 PF 2 676.00 267.50 271.60 271.65 0.000496 1.79 417.84 251.34 0.22 AI Reachl 3718.67 PF 1 501.00 267.64 271.11 271.17 0.000924 2.41 340.61 347.78 0.30 Reach1 3718.67 PF2 676.00 267.64 271.43 271.48 0.000756 2.35 454.35 367.96 0.27 Reachl 3235.61 PF 1 617.00 266.32 269.18 269.18 270.02 0.011169 7.36 83.79 49.81 1.00 Reachl 3235.61 PF2 808.00 266.32 269.53 269.53 270.51 0.010918 7.92 101.96 53.34 1.01 Reachl 3061.88 PF 1 617.00 265.64 268.93 269.07 0.001480 3.01 224.54 160.90 0.38 Reachl 3061.88 PF2 808.00 265.64 269.26 269.41 0.001431 3.28 280.73 182.97 0.38 Reachl 2626.36 PF 1 621.00 263.64 267.20 267.20 267.77 0.007622 7.07 120.19 98.05 0.84 Reachl 2626.36 PF2 816.00 263.64 267.44 267.44 268,11 0.008334 7.72 145.64 107.58 0.88 U I I 0 1 1 1 1 EXHIBIT E n CO wo6- 0 co N(n n 0 h N N W 00100gr)m 0041=atcg Cs!OV'ID 090 co0 Ntl 7 7 (i Ogt-=orT.-O N-(O gtO ct(Ni CCA-wv r a)a)64 SZI=n ai ai co 0117 N N r O. tt 0 m 0 w 90 el cNi m r- r)r-+0 SI= `cit t co 0 C 0 o I) o(o(h tior)r)s-M Z1Lvc:;mr; W Q C- r r)oo cpto 313St1 r-: Qar p'p CO0 R 31'31e0 roI,:io Wd 7 v .7 0 IW3O13Aar64%i w --- -Eolltfd000 O fl U _ MO1A tauns.e iy 0000 H19N31 0.- oo( oMOld21311119ocorn 11V40000 MO1A QNVR13AO e 0000 14191431 6 SIN. 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NCD CD (D (O I I aiO I I R M O Xcv o I I c 0 o0 0000 o I I F m v M OIB:2 °. o > .lDrovco I I m`-' 0 0 W N N N N N I 1 . 1 1 ? -a aro r?M oovrovco I I U ()in 8- WN-Nnnr- M (i N N N N N I 1 103 1L a m NI 101 ao` oN o o m0(Oo cMm I-1 Jy a oo« < rU 0 I I I m coo oho O 0 re 2 W0 MO M c00 wi- le ZW 0172 DJ N oCULL,Q mommo in 0 0 (0 0 o W 0 -o W M = O O n W O N N M J d N Q Ea- a Z O'1i' O W ,=!,-.7,-104 M e v0•m X W d N W > N rr momu) m c" J Z o mr.0 tIDr CON D IJJ J?Ti Tr N Cn 00 O O W N N N N N M10 N U J 1 n 0ETD- xJCDr d W .-.N Z 0 N-W O 77 5 '17-4CCV Q m o M CD F' 2Q > (r:::.0 S<N N N N W ljJ c + Z r r Y WJCW,-1,W.0 0)00 0 C N n00< M II E8 v N O II DL W 2111 V' 1./..0 co7 EaO O oO O OQvNNNNN Z 113- NN0OONNON Z aN ..a O N N ChV0 O C U 0)N Oil V 10 d 7, 00. ..-.0. U CL N 6rn p C 2 0 0 0 0 0 O 0cNOoNrI14WOuWC1-WNNNM Wu o Q O C Fyf9mSOy0)E O II F U E.2-o.Q N V '3 0 N PI) 0 II W L CO CO M 1:1- o c 0 0 00ore20-12 Utii o - m d D) r cC' TojiN TailO IU V 4 Oa- N- 0 7E3V NOLL NWONmcoNCOOD J] O 0e co cor-P1- Na XjeLNcoWmWu_ IC/ o 1 a, U_ __,_ o m5oQcoMqcocoFIOm....NN N'NN 1 F r 2 1 c o a .E.• (1) 41) 6301--0.) I 1 O • c c c c c O O ~ U. ocx PH F 0- O V. ru (0 1 1 v 0 U N N N.N N I 1 r c F N w N CO O) 1-el"OF- > -.O g^O O O N M U_O D JN-1`N-1`r R 1 C,J._ WN-N.N-N- N N N N N 1 1 O N N 101 O D p O MCQNh10 al.y Jn O .. O - - -= e-- N N M 1« T0 0 O D O C J 1 1 6c 1 0co O m nro o 2 1 z 2 w O 0 O0oULo00001- Jt z t.JO F m N t oco jD 00000 J O o V LL7 W Q O N m U O 13 N0c@NQ 0000 CO CO b 6.6_6_6NJ Li- < ( no N.01Zpo n- -+ oc-o = I000001- a X W W > Z g%) ,,,,^o cvv'1- 00 CI 7 W aI r- w-.F- ,r--C) n U J ^N N,N,N N m O NLJ_.Sn- Z '--.o O.M.V7 co m U> .-N N N N O N L a> N U W Wm= z_13 C W.N 01 O N V Co W h m m m CO 11C > N- o o-0 0 0 N L W 2 W ID L -r'. o (Q(O c-n" E n m=W m-o64)--7-6666 z N 26 O o o uoCOOUrCo00COCO U`.Z.IL.. =.L3 Q O Q'Q Q Q O P.5NNURa),-, -o o- 0-O M N-, 0 V,i66 0E P-,- y IS a T m 3 0 0 0 0 0 O O w M 1 O C J U W C{- u- N N N M M W • Q a o y mE o n oo. z > ci15,_U:N O u7,2 N s O II F E ii UOan O in m = L N liVOCT a o c z ZO a ti c 4ar c m t .t m Z a= o U al 7 mUo 1 1 1 1 1 1 1 1 C EXHIBIT G 1 1 1 1 1 1 1 EXHIBIT G-1 Channel #1 Calculations) TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION February 8, 2007 PROGRAM INPUT DATA DESCRIPTION VALUE Flow Rate (cfs) 12.2 Channel Bottom Slope (ft/ft) 0.0278 Manning's Roughness Coefficient (n-value) 0.03 Channel Left Side Slope (horizontal/vertical) 4.0 Channel Right Side Slope (horizontal/vertical) 4.0 Channel Bottom Width (ft) 0.1 COMPUTATION RESULTS DESCRIPTION VALUE Normal Depth (ft) 0.81 Flow Velocity (fps) 4.48 Froude Number 1.228 Velocity Head (ft) 0.31 Energy Head (ft) 1.12 Cross-Sectional Area of Flow (sq ft) 2.73 Top Width of Flow (ft) 6.6 I it HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc. , 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. III 1 1 EXHIBIT G-2 Channel #2 Calculations) TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION February 8, 2007 PROGRAM INPUT DATA DESCRIPTION VALUE Flow Rate (cfs) 16.1 Channel Bottom Slope (ft/ft) 0.003 Manning's Roughness Coefficient (n-value) 0.03 Channel Left Side Slope (horizontal/vertical) 4.0 Channel Right Side Slope (horizontal/vertical) 4.0 Channel Bottom Width (ft) 0.1 COMPUTATION RESULTS DESCRIPTIONiMIVALUE Normal Depth (ft) 1.38 Flow Velocity (fps) 2.08 Froude Number i OM 0.441 Velocity Head (ft) 0.07 Energy Head (ft) 1.45 Cross-Sectional Area of Flow (sq ft) 7.73 Top Width of Flow (ft) 11.12 0 HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc. , 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281) 440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. r. 1 1