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FP2007-500031
I I DRAINAGE REPORT FOR HIDDEN SPRINGS SUBDIVISION, PHASE I NB 11 COLLEGE STATION, TEXAS FEBRUARY 2007 MBESI# 1056-0005 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 • Email : McClureBrowne@Verizon.net SUMMARY Hidden Springs, Phase I Drainage Report MBESI # 1056-0005 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 : Anticipated land use: Anticipated number of lots: 76.13 acres Single family residential 30 lots Notes on surrounding development: FM 2154 (W ellbom 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 FIRM Map #: 48041 C0200 C Effective Date: July 2, 1992 Comments: A portion of the property is located in Flood Zone A (no elevations determined). Applicable Exhibits: A-Excerpt ofFEMA 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 SECONDARY STORM DRAIN DESIGN Design Storm: 25-yr Return Period (Culverts) Design Methodology Hydrology : Time of Concentration : Runoff Coefficients: Curve Numbers : Hydraulics : Software Model: Manning 's N: Drainage Report Hidden Springs , Phase I 100-yr Return Period (Floodplain & Culverts) Culverts -Rational Formula Floodplain -SCS Method (HydroCAD Software) minimum = 10 min . 0.40 -Undeveloped area 0.55 -Residential areas 0 .90 -Paved areas Undeveloped Land-75 (type D soils) Impervious Cover-98 (type D soils) HEC-RAS Excel Spreadsheet 0 .024 (corrugated metal) ..................... ,,,,,, ---:.<\~OFr ''t .: C::>~~ ·••••·••••· ~.../'"-1. •• :;-.,.. ~·····~·· ... IS',,, ,. . . .... I ~*: 2-\""1. ~ ...... : .... ! .............. z ... * ~ i··~·~fr. .... ~.~ ... ~~.~.~.Rrso'N··~ ~ -0:. 94745 ·····.:'ii:··~ . "'" ~ ·. :,,; ,, I 0 "· -'ilf, '··~·/:.~~~?.~?.··&~./ J/)7Ji- Page 1 of2 I Applicable Exhibits : C HydroCAD Output D-1 D-2 E F-1 F-2 G-1 G-2 HEC-RAS Output (Peach Creek) HEC-RAS Output (West Tributary) Rational Method Calculations Culvert #3 Analysis Culvert #4 Analysis Channel # 1 Analysis 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 . Drainage Report Page 2 of 2 Hidden Springs , Phase I I I I I EXHIBIT A I I I \ I ~ I .............,-........ - ("\ J fl HIDDEN SPRING. PHASE J ~~~d\\;R N.T.S. EX HI BIT A Fl oo d Insurance Rote Mop Excerpt Brazo s Co unty, Texas and Inc orporated Areas Mop Numbers : 48041 C0200C Effective Dote : July 2 , 1992 I I I EXHIBITB I I I I I EXHIBlTC I I I East Tributary-Prop Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software So lut ions LLC Area Listing (all nodes) Area (acres) CN Description (subcats) 1,178 .6 10 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 Page 1 2/8/2007 East Tributary-Prop Prepared by {enter your company n ame here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Type Ill 24-hr 100 Rainfa//=11.00" Page2 2/8/2007 Time span=2 .00-24.00 hrs , dt=0 .05 hrs, 441 points Runoff by SGS TR-20 method, UH=SCS Reach rout ing by Ster-Ind+ Trans method -Pond routing by Ster-Ind method Subcatchment 1: (new Subcat) Runoff Area=1 ,067 .150 ac Runoff Dep t h> 7.57 " Flow Length=19,572 ' Slope=0 .0328 '/' Tc=213.7 min CN=76 Runoff=1 ,647 .50 cfs 673 .589 af Subcatchment 2: (new Subcat) Runoff Area=8 .100 ac Runoff Dep t h>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 '/' 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 Su beat) Runoff Area=52 .190 ac Runoff Depth> 7. 73" Flow Length=3 ,175' S lope=0 .0279 '/' Tc=55 .7 min CN=75 Runoff=194 .10 cfs 33 .639 af Subcatchment 8: (new Subcat) Runoff Area=16 .560 ac Runoff Dept h>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 Link N2: Combine N1 and 3 Link N3: Combine N2 and 4 Link N4: Combine N3 and 5 Link NS: Combine N4 and 6 Link N6: Combine NS and 7 lnflow=1 ,651 .03 cfs 678 .843 af Primary=1 ,651 .03 cfs 678 .843 af lnflow=1 ,652 .73 cfs 681.501 af Primary=1 ,652 .73 cfs 681 .501 af lnflow=1 ,660 .56 cfs 692 .881 af Primary=1 ,660 .56 cfs 692 .881 af lnflow=1 ,666.49 cfs 701 .864 af Primary=1 ,666.49 cfs 701 .864 af lnflow=1 ,669 .69 cfs 706.600 af Primary=1 ,669 .69 cfs 706 .600 af lnflow=1 ,699 .25 cfs 740 .239 af Primary=1 ,699 .25 cfs 740 .239 af I I East Tributary-Prop Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Softwa re Solutions LLC Link N7: Combine NG and 8 Link NS: Combine N7 and 9 Type Ill 24-hr 100 Rainfa//=11 .00" Page 3 2/8/2007 lnflow=1 ,706 .91 cfs 750 .970 af Primary=1,706 .91 cfs 750 .970 af lnflow=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 Prepared by {enter your company n ame here} HydroCAD ® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Type Ill 24-hr 100 Rainfal/=11 .00 " Page4 2/8/2007 Subcatch me nt 1: (new S ubcat) 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 11124-hr 100 Ra infall=11 .00 " Area (ac) CN Description 1,039.490 75 27 .660 98 Roads 1,067 .150 76 Weig hted Average 1,039.490 Pervious Area 27 .660 Impervious Are a Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 213 .7 19,572 0.0328 1.53 Lag/CN Met hod , Contour Length= 762 ,229' Interval= 2' Subcatc hm ent 2: (new S ubcat) 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 111 24-hr 100 Rainfall= 11 .00" Area (ac) CN Description 75 7.980 0.120 98 Impervious Area from Lot Development 8.100 7 .98 0 0.120 75 Weig hted Average Pervious Area 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' Subcatc hment 3: (new S ubcat) Runoff = 30 .75 cfs@ 12 .16 hrs , Vo lume= 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 11124-hr 100 Rainfall=11 .00 " Area (ac) CN Description 4 .090 75 4 .090 Pervious Area I I East Tributary-Prop Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 881 0.0877 1.30 Lag/CN Method, Type Ill 24-hr 100 Rainfal/=11 .00" Page 5 21812007 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 Ill 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 Ill 24-hr 100 Rainfall=11 .00" Area (ac) CN Description 0.570 98 Road 0.620 98 Lot Development 12 .1 90 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 Prepared by {enter your company name here} HydroCAD ® 8 .00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Type Ill 24-hr 100 Rainfal/=11 .00 " Page6 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 111 24-hr 100 Rainfall= 11. 00" Area (ac) 0.250 6.920 7.170 6.920 0.250 CN Description 98 Lot Development 75 76 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Desc ription (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 . 7 4 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 11124-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 111 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 I East Tributary-Prop Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 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, Type Ill 24-hr 100 Rainfal/=11.00" Page 7 21812007 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 Ill 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 Primary outflow= Inflow, Time Span= 2.00-24 .00 hrs , dt= 0.05 hrs East Tributary-Prop Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 20 06 HydroCAD Software So lutions LLC Link N4: Combine N3 and S 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 Type 11124-hr 100 Rainfal/=11 .00 " Page8 2/8/2007 Primary = 1,666.49 cfs@ 14 .75 hrs , Volume= 701 .864 af, Atten= 0%, Lag= 0.0 min Pr imary outflow= Inflow, Time Span= 2.00-24 .00 hrs, dt= 0.05 hrs Link NS: Combine N4 and G 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 NG: Combine NS 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 Pr imary = 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 NG and 8 Inflow Area = 1, 185 .91 O 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 NS: 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= 2.0 0-24 .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) I Area (acres) CN Description Csubcats) 771.990 75 (A ,B,C ,D ,E,F) I 6.430 98 (A) I 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 Prepared by {enter your company name here} Type Ill 24-hr 25 Rainfall=B. 80 " Page2 21812007 HydroCAD ® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=2 .00-24.00 hrs , dt=0 .05 hrs, 441 po ints Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment A: (new Subcat) Runoff A rea=494 .700 ac Runoff Depth>5 .36" Flow Length=8 ,829 ' Slope=0 .0062 '/' Tc=267 .6 min CN=75 Runoff=473 .35 cfs 221.092 af Subcatchment B: (new Subcat) Runoff A rea=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 A rea=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 '/' 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 " Flow Length=1 ,397' Slope=0 .0122 '/' Tc=42.4 min CN=76 Runoff=41.45 cfs 6.157 af Pond 1 P: (new Pond) Pond 2P: (new Pond) Pond 3P: (new Pond) Link NA: Combine 1 and 2 Link NB: Combine N1 and 3 Link NC: Combine N2 and 4 Link ND: Combine N3 and 5 Peak Elev=273 .16' Sto rage=2 .167 af lnflow=507.57 cfs 260 .100 af 54 .0" x 100 .0' Culvert Outflow=505 .64 cfs 260 .074 af Peak Elev=278 .07' Storage=2 .732 af lnflow=501 .94 cfs 248 .873 af Outflow=501 .38 cfs 248 .661 af Peak Elev=285 .08' Storage=7 .093 af lnflow=473 .35 cfs 221 .092 af Outflow=464 .97 cfs 220 .922 af lnflow=499 .50 cfs 244 .116 af Primary=499 .50 cfs 244 .116 af lnflow=507 .57 cfs 260 .100 af Primary=507 .57 cfs 260 .100 af lnflow=616 .93 cfs 351.898 af Primary=616.93 cfs 351 .898 af lnflow=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 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 00432°3 © 2006 HydroCAD Software Solutions LLC Subcatchment A: (new Subcat) Type Ill 24-hr 25 Rainfal/=8.80" Page 3 21812007 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 Ill 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 Ill 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 Ill 24-hr 25 Rainfall=8 .80" Area (ac) 9.100 0.250 0 .370 9.720 9.100 0.620 CN Description 75 98 Impervious Area from Lot Development 98 Lot Development 76 Weighted Average Pervious Area Impervious Area West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 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 S ubcat) Type Ill 24-hr 25 Rainfal/=8.80" Page4 2/8/2007 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 Ill 24-hr 25 Rainfall=8 .80" Area (ac) CN Description 1.310 98 Street Area 0.870 98 Lot Developmen t 20 .790 75 22.970 77 Weig hted Average 20 .790 Pervious Area 2.180 Impervious Area Tc Length Slope Ve locity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34 .9 1,356 0 .0162 0.65 Lag/CN Method, Subcatchment E: (new S ubcat) 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 Ill 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 Metho d, Subcatchment F: (new Su bcat) 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 Ill 24-hr 25 Ra infall=8.80" West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 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, Inflow Area = Inflow = Pond 1 P: (new Pond) for 25 event 260 .100 af Type Ill 24-hr 25 Rainfal/=8.80 " Page 5 2/8/2007 Outflow = Primary = 577 .390 ac , Inflow Depth> 5.41" 507 .57 cfs@ 15 .89 hrs , Volume= 505 .64 cfs @ 16.07 hrs , Volume= 505 .64 cfs @ 16.07 hrs , Volume= 260 .074 af, Atten= 0%, Lag= 10 .6 min 260.074 af Routing by Ster-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 (feet) Surf.Area (acres) Inc.Store (acre-feet) Cum .Store (acre-feet) 272.00 274.00 276.00 278.00 280.00 Device Routing #1 Primary 1.410 2 .960 4 .580 6 .850 16 .540 0.000 4 .370 7 .540 11.430 23 .390 Invert Outlet Devices 0 .000 4 .370 11 .910 23 .340 46 .730 267 .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=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) Inflow Area = Inflow = Outflow = Primary = Pond 2P: (new Pond) 554.420 ac, Inflow Depth > 5 .39 " 501.94 cfs@ 15 .82 hrs , Volume= 501.38 cfs@ 15 .91 hrs , Volume= 501.38 cfs @ 15 .91 hrs, Volume= for 25 event 248 .873 af 248 .661 af, Atten= 0%, Lag= 5 .2 min 248 .661 af West Tributary-Prop 2 Type Ill 24-hr 25 Rainfal/=8. 80" Page 6 2/8/2007 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Routing by Stor-lnd 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 #1 Elevation (feet) 274 .00 275.00 276.00 277 .00 278 .00 279 .00 280 .00 Invert Avail.Storage Storage Description 274 .00' Surf.Area (acres) 0.000 0.280 0.420 1.000 1.980 2.430 3.500 7.743 af Custom Stage Data (Conic) Listed below (Recalc) Inc.Store (acre-feet) 0.000 0.093 0.348 0.689 1.462 2.201 2.949 Cum .Store (acre-feet) 0.000 0.093 0.441 1.130 2.593 4 .794 7.743 Wet.Area (acres) 0.000 0.280 0.420 1.001 1.981 2.431 3.502 Device Routing Invert Outlet Devices #1 Primary 274.00' 60.0" x 100.0' long Culvert X 6.00 Ke= 0.500 #2 Primary Outlet Invert= 273.75' S= 0.0025 '/' Cc= 1.000 n= 0.014 278.00' 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) t1=Culvert (Barrel Controls 498 .26 cfs@ 6.61 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.97 cfs@ 0.71 fps) Inflow Area = Inflow = Outflow = Pri mary = Pond 3P: (new Pond} 494 .700 ac, Inflow Depth> 5.36" 473 .35 cfs@ 15.73 hrs , Volume= 464 .97 cfs @ 15 .93 hrs, Volume= 464 .97 cfs@ 15 .93 hrs, Volume= for 25 event 221.092 af 220.922 af, Atten= 2%, Lag= 12.4 min 220 .922 af Routing by Stor-l nd 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) I I I West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Elevation Surf.Area (feet) (acres) 281 .00 0.000 282.00 0.430 284 .00 2 .820 286.00 6.740 288 .00 13 .120 290.00 22 .730 Device Routing Inc .Store (acre-feet) 0.000 0.143 2.901 9.280 19 .509 35.413 Cum .Store (acre-feet) 0.000 0.143 3.044 12 .324 31 .833 67 .246 Invert Outlet Devices Wet.Area (acres) 0.000 0.430 2.820 6.741 13 .122 22.733 Type Ill 24-hr 25 Rainfal/=8.80" Page 7 21812007 #1 #2 Primary 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 .014 288.00' 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) t1=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 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Primary outflow= Inflow, Time Span= 2 .00-24.00 hrs , dt= 0.05 hrs Type Ill 24-hr 25 Rainfal/=8 . 80" Page 8 21812007 West Tributary-Prop 2 Prepared by {enter your company name here} Type Ill 24-hr 100 Rainfa//=11 .00" Page 9 21812007 HydroCAD ® 8.00 s/n 004323 © 2006 HydroCAD Software Solut ions LLC Time span=2.00-24 .00 hrs , dt=0.05 hrs , 441 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 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 '/' 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 Su beat) Runoff Area=196 .230 ac Runoff Depth> 7.62" Flowlength=5,285' Slope=0 .0121 '/' Tc=127 .1 min CN=75 Runoff=431.48cfs 124 .534af 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 1 P: (new Pond) Pond 2P: (new Pond) Pond 3P: (new Pond) Link NA: Combine 1 and 2 Link NB: Combine N1 and 3 Link NC: Combine N2 and 4 Link ND: Combine N3 and 5 Peak Elev=274.47' Storage=5 .838 af lnflow=675 .69 cfs 353 .240 af 54 .0" x 100 .0' Culvert Outflow=668 .27 cfs 353 .206 af Peak Elev=278 .56' Storage=3 .779 af lnflow=668.22 cfs 338 .140 af Outflow=667 .82 cfs 337 .861 af Peak Elev=286.08' Storage=12 .899 af lnflow=638 .98 cfs 300 .530 af Outflow=620 .82 cfs 300 .251 af lnflow=665 .12 cfs 331 .722 af Primary=665 .12 cfs 331 .722 af lnflow=675 .69 cfs 353 .240 af Primary=675 .69 cfs 353 .240 af lnflow=808 .20 cfs 477 .740 af Primary=808 .20 cfs 477 .740 af lnflow=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 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Type Ill 24-hr 100 Rainfa/1=11 .00" Page 10 21812007 Subcatchment A: (new Subcat) Runoff = 638.98 cfs @ 15.52 hrs, Volume= 300 .530 af, Depth> 7.29" Runoff by SGS TR-20 method , UH=SCS, Time Span= 2 .00-24.00 hrs, dt= 0 .05 hrs Type 111 24-hr 100 Rainfall= 11 . 00" Area (ac) CN Description 6.430 98 488.270 75 494.7 0 0 75 Weig hted Average 488.270 Pervi ous 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, Subcatc hment B: (new Subcat) Runoff = 93 .24 cfs @ 14.1 O hrs, Volume= 31.470 af, Depth> 7 .55" Runoff by SGS TR-20 method, UH=SCS, Time Span= 2 .00-24.00 hrs , dt= 0 .05 hrs Type Ill 24-hr 100 Rainfall=11 .00" Area (ac) CN Description 49.350 75 0 .650 98 Roads 50.000 75 Weighted Average 49.350 Pervio us 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 S ub cat) Runoff = 62.27 cfs @ 12 .25 hrs, Volume= 6.419 af, Depth> 7.92" Runoff by SGS TR-20 meth od, UH=SCS, Time Span= 2 .00-24 .00 hrs , dt= 0 .05 hrs Type Ill 24-hr 100 Rainfall=11.00" Area (ac) 9 .100 0 .250 0.370 9 .720 9 .100 0.620 CN Description 75 98 Impervious Area from Lot Development 98 Lot Development 76 Weighted Average Pervio us Area Imperv ious Area West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18 .2 720 0 .0230 0.66 Lag/CN Method, Type Ill 24-hr 100 Rainfal/=11 .00" Page 11 2/8/2007 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 II I 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 II I 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 11124-hr 100 Rainfall=11.00" West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Type 11124-hr 100 Rainfall=11 .00" Page 12 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, Inflow Area = Inflow = O utflow = Primary = Pond 1 P: (new Pond) 577 .390 ac, Inflow Depth> 7 .34" for 675 .69 cfs @ 15.93 hrs , Volume= 668 .27 cfs @ 16.25 hrs, Volume= 668 .27 cfs @ 16.25 hrs , Volume= 100 event 353 .240 af 353 .206 af, Atten= 1 %, 353 .206 af Rout ing by Stor-lnd 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 Pl ug-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) Vo lume Invert Avail .Storage Storage Description Lag= 19.2 min #1 272 .00' 46 . 730 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 272 .00 274 .00 276 .00 278 .00 280 .00 Surf.A rea (acres) 1.410 2.960 4.580 6.850 16 .540 Inc.Store (acre-feet) 0 .000 4 .370 7 .540 11.430 23 .390 Cum .Store (acre-feet) 0 .000 4.370 11 .910 23 .340 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') "L.1=Culvert (Inlet Controls 668 .26 cfs @ 8.40 fps) Inflow Area= Inflow = Outflow = Primary = Pond 2P : (new Pond) 554.420 ac, Inflow Depth> 7.32" 668 .22 cfs @ 15.87 hrs , Volume= 667 .82 cfs @ 15 .94 hrs , Volume= 667.82 cfs@ 15 .94 hrs , Volume= for 100 event 338.140 af 337 .861 af, Atten= 0%, Lag= 4.4 min 337 .861 af West Tributary-Prop 2 Type Ill 24-hr 100 Rainfal/=11 .00" Page 13 21812007 Prepared by {enter your company name here} HydroCAD ® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Routing by Stor-lnd 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 #1 Elevation (feet) 274 .00 275 .00 276 .00 277.00 278 .00 279 .00 280 .00 Invert Avail.Storage Storage Description 274 .00' 7.743 af Custom Stage Data (Conic) Listed below (Recalc) Surf.Area Inc .Store Cum .Store Wet.Area (acres) (acre-feet) (acre-feet) (acres) 0.000 0.000 0.000 0.000 0.280 0.093 0.093 0.280 0.420 0.348 0.441 0.420 1.000 0.689 1.130 1.001 1.980 1.462 2 .593 1.981 2.430 2.201 4 .794 2.431 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 #2 Primary Outlet Invert= 273.75' S= 0.0025 '/' Cc= 1.000 n= 0.014 278 .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) t1=Culvert (Barrel Controls 599 .18 cfs@ 6.97 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 68 .61 cfs@ 2.03 fps) Inflow Area= Inflow = Outflow = Primary = Pond 3P: (new Pond) 494.700 ac, Inflow Depth> 7.29" 638 .98 cfs@ 15 .52 hrs, Volume= 620.82 cfs@ 16.01 hrs, Volume= 620.82 cfs@ 16.01 hrs, Volume= for 100 event 300.530 af 300.251 af, Atten= 3%, Lag= 29 .6 min 300 .251 af Routing by Stor-lnd 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) West Tributary-Prop 2 Type Ill 24-hr 100 Rainfal/=11 .00" Page 14 2/8/2007 Prepared by {enter your company name here} HydroCAD ® 8 .00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 281.00 282 .00 284 .00 286 .00 288 .00 290 .00 Surf.Area (acres) 0.000 0.430 2.820 6.740 13 .120 22.730 Inc .Store (acre-feet) 0.000 0.143 2.901 9.280 19 .509 35.4 13 Cum .Store (acre-feet) 0.000 0.143 3.044 12 .324 31 .833 67 .246 Wet.Area (acres) 0.000 0.430 2.820 6.741 13 .122 22.733 Dev ice 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 .014 288 .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 #2 Primary Primary OutFlow Max=620.78 cfs@ 16 .01 hrs HW=286 .08' (Free Discharge) t1=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 Pr imary = 816.47 cfs@ 14 .16 hrs, Volume= 486 .050 af, Atten= 0%, Lag= 0.0 min I West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Primary outflow= Inflow, Time Span= 2.00-24 .00 hrs , dt= 0.05 hrs Type Ill 24-hr 100 Rainfal/=11 .00" Page 15 2/8/2007 I I I EXHIBITD Exhibit D-1 x x x x x x HEC-RAS Ver•ion 3 .1. 3 May 2005 U.S. Army Corp of Engineer• Hydrologic Engineering Center 609 Second Street Davis, California xxxxxx xxxx xxxx xx x x x x x x x x x x x x x xxxxxxx xx xx x xxx xx xx xxxxxx x x x x x x x x x x x x x x x x x xxxxxx xx xx x x x PROJECT DATA Project Title: East Tributary lOOyr Floodplain Analy•i• 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 . lOOyr Floodplain Analys x x x xxxx x x xx xx x x xxxxx Plan File F:\1056 -John Duncwn\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005.pOl Geometry Title: East Tributary Cross-Sections Geometry File F: \ 1056 -John Duncwn\0005 -63. 5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\ 1065005 .gOl Flow Title Flow File Plan Summary Information: East Tributary lOOyr flows F:\1056 -John Duncwn\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005.fOl Number of: Cross Sections • Culverts 17 0 0 Multiple Openings Inline Structures Lateral Structures • Bridge• Computational Information Water surface calculation tolerance • 0.01 Critical depth calculation tolerance • 0.01 Maximum number of iterations s 2 0 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 lOOyr flows Flow File F:\1056 -John Duncum\0005 -63 .5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005.fOl 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 Reach! 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 .gOl CROSS SECTION RIVER : East Tributary REACH: Reachl RS: 8746.05 INPUT Description: Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev * + **** ** ... * + •• + + *. ++ ++ * ** +++ ++ ....... * ++ * * .... + + ....... * ...... *** •••• * * ++ + * ** + + * + ••• + +++ + + + ++ 100 284 146 282 149 280 152 278 154 276.66 156 278 160 280 367 280 373 278 379 277.75 384 278 399 280 418 282 547 284 Manning's n Values num= Sta n Val Sta n Val Sta n Val ****** +++++ ** +. + * * * ....... ++ * * .... * + * * ........... ** ++ * * ++ *. * 100 .035 149 .03 160 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 149 160 227 506. 32 303 . l .3 CROSS SECTION OUTPUT Profile HPF l * E.G. Elev (ft) 282. 08 • Element Left OB ' Channel * Right OB * * Vel Head (ft) 0.05 * Wt. n-Val. 0. 035 0.030 0.035 * w.s. Elev I ft) 282. 03 • Reach Len . (ft) 227. 00 506 . 32 303. 00 * Crit W.S. (ft) . Flow Area (sq ft) 3. 09 39. 99 54 8. 60 * E.G. Slope (ft/ft) • 0. 000553 * Area (sq ft) 3. 09 39. 99 54 8. 60 • Q Total l cfs) . 1002.00 . Flow (cfs) 2 .so 99. 08 900 . 42 * Top Width (ft) 274. 44 . Top Width (ft) 3. 64 11. 00 259.80 * Vel Total lft/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 . Conv. Total (cfsl . 42596. 7 * Conv. (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 o. 07 * Alpha 1. 06 . Stream Power (lb/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 * * * * + * * + * * + * * + + + * * + + * * *. * ...... * * + * *. * * •••••••• + + •••• * •••• *. * ••••••••• *. *. * ... * •• * •• * ••••••••• *. * •• * 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: Re achl RS: 8239.73 INPUT Description: St ation Elevation Data num= Sta Elev Sta Elev 100 284 242 282 312 275.6 314 276 Manning's n Values num• Sta n Val Sta n Val 10 Sta 302 321 Sta Elev Sta 280 305 278 370 n Val **** ** *** •• * * •• * •• * ....... ***** * * •••••••• * * * ** * * * 100 .035 302 .03 321 .035 Bank Sta: Left Right Lengths: Left Channel Right 302 321 534 1044 508 CROSS SECTION OUTPUT Profile ff PF l * E .G. Elev (ft) 281. 60 * Element • Vel Head (ft) 0. 53 * Wt. n-Val. * w.s. Elev (ft) 281. 07 * Reach Len. (ft) . Crit W.S. I ftl . Flow Area (sq ft) * E.G . Slope (ft/ft) •o. 003683 • Area (sq ftl • Q Total lcfs) . 1002.00 . Flow (cfs) * Top Width (ft) 172. 65 . Top Width I ftl * Vel Total lf t/s) 4 .25 * Avg. Vel. lf t /s) • Max Chl Dpth (ft) 5. 47 * Hydr. Depth (ft) * Conv. Total lcfsl . 16510.7 * Conv. (cfsl • Length Wtd. (ft) 701. 93 • Wetted Per. (ft) * Min Ch El (ft) 27 5. 60 . Shear (lb /sq ft) * Alpha 1. 90 . Stream Power (lb/ft . Frctn Loss (ft) 1. 78 * Cum Volume (acre-ft) • c & E Loss (ft) 0 .13 . Cum SA (acres) Elev Sta Elev 278 308 276 280 506 282 Coe ff Con tr. Expan. . l . 3 Left OB • Channel * Right OB • 0. 035 0. 0 3 0 0. 035 534 . 00 . 1044.00 508. 00 17 .10 78. 49 140. 09 17 .10 78. 49 140. 09 28. 99 576. 46 396.54 32. 04 19. 00 121. 61 1. 70 7. 34 2.83 0. 53 4 .13 1.15 477 . 7 94 98. 8 6534. 2 32. 05 20.55 121. 66 0.12 o. 88 0.26 s) . 0. 21 6. 45 0. 75 14. 74 16. 84 21. 36 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 REACH: Reachl RS: 7195. 73 INPUT Description: Station Elevation Data nwn= Sta Elev Sta Elev 100 262 307 280 11 Sta 310 Elev Sta Elev Sta Elev 278 313 276 317 274 . 51 319 2 76 3 51 2 76 392 278. 5 496 278 . 5 707 280 794 282 Manning's n Values num= Sta n Val Sta n Val S t a n Val ,.. ****•* + * + .... * ... * ** * ** * * ... * .. * * * ... * * *** * *** * * ** *,.. ** 1 00 • 0 35 3 0 7 .0 3 319 .035 Bank Sta: Left Right Lengths: Left Channel Right Co e ff Con tr. Expan. 307 319 298 976 .37 699 .1 . 3 CROSS SECTION OUTPUT Pro file #PF 1 *** ** ••• ** ++• * **** ++++. * * * * * + ** * + * * * * * * * .. * *** * ** ** ** * * .. * ** * ** ** * * * * ** * * * * * * ** *** * ••• * * * * * ** * *** * E.G. Elev (ft ) 27 9. 68 . Element Left OB * Channel * Right OB • * Vel Head (ft) 0 .10 * Wt. n-Val. 0.0 30 0. 035 * W.S. Elev (ft ) 279.59 * Reach Len . (ft) 2 98. 00 97 6 . 37 699 . 00 • Crit W.S. (ft ) . Flow Area (sq ft ) 35 . 64 4 06. 60 * E.G. Slope (ft/ft ) •0.001856 * Area (sq ft ) 35 . 64 4 06. 60 * Q Total (cfs ) 1002.00 . Flow (cfsl 147 .22 854. 78 * Top Width (ft ) 341.22 . Top Width (ft ) 11. 38 329. 84 * Vel Total l ft /s) 2. 27 * Avg. Vel. (ft /s) 4 .13 2.10 • Max Chl Dpth I ftl 5. 08 + Hydr. Depth (ft) 3 .13 1. 23 • Conv. Total (cfsl . 23260. 4 * Conv . (cfs) 3417. 5 . 19842.9 • Length Wtd. (ft) 699. 28 * Wetted Per. I ftl 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 ) 1 4. 64 15. 47 18.17 * c & E Loss (ft) 0. 03 * Cum SA (acres) 11.20 4. 59 15.60 ********************************•************************************************************** Warning: The energy loss was greater than 1.0 ft (0.3 rn). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECT ION RIVER: East Tributary REACH: Reachl RS: 6219.36 INPUT Description: Station Elevation Data num- Sta Elev Sta Elev 11 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 Manning 's n Values num= Sta n Val Sta n Val Sta n Val * ** ** *** * *** * * ** * *** ** * ** * * * * *** * * *** * * •••• ** *** 100 .035 343 .03 355 .035 Bank Sta: Left Right Lengths : Left Channel Right Coef f 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 * * Vel Head (ft ) 0. 36 * Wt. n-Val. 0. 035 0 . 0 30 0. 035 * w.s. Elev (ft ) 277. 77 * Reach Len . (ft ) 3 41. 00 276 .21 221.00 * Crit W.S. (ft ) . Flow Area (sq ft) 1 87. 36 59. 44 90. 25 * E.G. Slope (ft/ft) *0 .002616 * Area (sq ft ) 187. 36 59. 44 90 . 25 • Q Total (cfsl . 1002. 00 . Flow l cfs) 389.93 418. 51 193. 57 ' Top Width (ft ) 302. 92 . Top Width (ft) 199. 39 12.00 91. 54 * Vel Total l ft/sl 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 (cfsl . 19589. 0 . Conv. (cfsl 7 623. 0 8181. 8 3784.2 • Length Wtd . (ft) 271. 20 * Wetted Per . I ft) 1 99 . 72 12.83 91. 94 * Min Ch El (ft ) 271.75 . Shear l lb ~sq ftl 0 .15 0 . 76 0.16 * Alpha 2.63 . Stream Power (lb/ft s) . 0. 32 5 .33 0. 34 * Frctn Loss (ft ) o. 79 . Cum Volume (acre-ft ) 14. 00 14 . 41 14 .19 * C & E Loss (ft) 0. 00 * Cum SA (acres ) 10. 51 4. 33 12. 22 **** * * **** •••• ** * * ** * * * ** * * * * * * * * * *** * * ** ***** ... * ••• ** * ** * •• * ** *. ** * ** * * * * * * ** * * * * * ** ... * ** ** * * ** * CROSS SECTION RIVER: East Tributary REACH: Reach ! RS: 5943.15 INPUT Description: Station Elevation Data num'"" Sta Elev Sta Elev 14 Sta Elev Sta Elev Sta Elev * *** * ** * * * * * * * * * * ** *** * •• *. ** *. * * * * * * * ..... * ** *"* * •• * •• * * ** ** * * * * * * ***. * **. * * * * * * * * 0 2 82 58 280 113 278 202 276 205 274 2 0 9 272 214 272 220 274 223 276 330 275.8 3 385 275. 81 42 0 277.0 2 4 63 277 .8 4 573 279. 2 Manning's n Values numE Sta n Val Sta n Val Sta n Val ****. * * * .. * .. * * .. * * * * * * ** * * *. ** ** * * * * .. * * .. ** * .. * ** * * * .0 35 202 .0 3 223 . 0 35 Bank Sta: Left Right Lengths: Left Channel Right 202 223 17 8 231.67 24 2 CROSS SECTION OUTPUT Profile #PF 1 * E.G. Elev (ft ) 277. 33 * Element * Vel Head (ft) 0.35 * Wt. n-Val. * w.s. Elev (ft) 276.98 * Reach Len. (ft ) Crit W.S. (ft) . Flow Area (sq ft ) • E.G. Slope (ft/ft) •0.003307 * Area (sq ft) • Q Total (cfs) . 1002.00 . Flow (cfs ) * Top Width (ft) 260. 33 . Top Width (ft) • Vel Total (ft/s) 3 . 40 • Avg. Vel . (ft /s) • Max Chl Dpth (ft ) 4. 98 * Hydr. Depth (ft) * Conv. Total (cfs) . 17424.5 • Conv. (cfs) * Length Wtd . (ft) 234 . 85 * Wetted Per. (ft) * Min Ch El (ft) 272 . 00 * Shear (lb/sq ft) • Alpha 1. 95 • Stream Power (lb /ft s) . Frctn Loss (ft ) 0 . 77 * Cum Volume (acre -ft) * C & E Loss (ft) 0 . 03 . Cum SA (acres) Coe ff Contr . .1 Left OB 0. 035 178.00 21. 30 21. 30 32 .28 43. 54 1.52 0. 49 561. 3 43. 55 0 .10 0 .15 13.18 9.56 Expan. .3 Channel 0 . 030 231. 67 76. 55 76. 55 485.88 21. 00 6. 35 3. 65 8449. 4 23. 01 0 . 69 4. 36 13. 97 4. 22 Right OB 0. 035 242. 00 197.23 197.23 483.84 195. 80 2.45 1. 01 8413.9 195.82 0 . 21 0.51 13.46 11. 49 ** ••• *. ** + + ** * * * ....... * * ** * * * *. * * * *** ••• * •• ** * •• * * ** * * * ..... ** * *. * ** ****** •• *** ••• * * * ** * ** * * ...... *** CROSS SECT I ON RIVER: East Tributary REACH: Reachl INPUT Description: RS: 5670 Station Elevation Data num""' Sta Elev Sta Elev 282 47 280 204 272 213 272 344 27 5. 56 395 274. 9 612 277.18 666 277 . 94 Manning's n Values nums Sta n Val Sta n Val 20 Sta 127 221 446 719 Sta Elev 278 274 27 5. 28 278.66 n Val '********** * ** * * ** *** * * *. * * + * *** * •••• * * ••••• ** * •• . 035 162 .03 235 . 035 Bank Sta: Left Right Lengths : Left Channel 162 235 731 731 CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 162 276 195 274 235 276. 34 290 276 . 2 500 276.48 555 27 6. 66 772 279. 35 825 280. 61 Right Coe ff Contr. Expan. 731 .1 .3 .................................................................................................................... * E.G. Elev (ft) 276.53 * Element Left OB * Channel * Right OB * * 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 * Crit W.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 Ccfs) . 1002. 00 . Flow Ccfs) 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. Cft /s ) 0. 66 4 . 57 1. 87 • Max Chl Dpth (ft) 4. 29 + Hydr. Depth (ft) 0.15 2 .1 0 0. 68 * Conv . Total (cfs) . 17685.2 . Conv. (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 (lb/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. 4 6 3. 97 10.29 ***************"******•····················································••*•**"**••••*'*****••• 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 indica te 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 INPUT Descr i ption: RS: 4939 Station Elevation Data num-= Sta Elev Sta Elev 0 284 32 282 115 272 120 274 258 274. 05 269 274 . 72 Manning's n Values num = Sta n Val Sta n Val 15 Sta 61 140 311 Sta Elev 280 272 .3 273. 42 n Val * ............... * * ....... * * * + ........................ ** .................. * * .. .035 7 3 • 03 12 0 . 035 Bank Sta: Left Righ t Lengths: Left Channel 73 12 0 254 254 CROSS SECTION OUTPUT Profile #PF 1 Sta Elev Sta Elev 73 276 94 2 72 196 273 .1 248 27 3. 27 359 275.25 406 275.68 Right Coe ff Contr . Expan . 254 .1 . 3 . E.G. Elev I 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) 27 5. 01 * Reach Len. (ft ) 254. 00 254 . 00 254. 00 Crit W.S. (ft) . Flow Area l sq ft ) 97 .12 354.92 . E.G. Slope (ft /ft ) •0.001254 * Area (sq ft) 97 .12 354. 92 . Q Total (cfs) . 1002. 00 . Flow (cfs l 295. 58 706. 42 . Top Width (ft) 274.57 * Top Width I ft) 41. 8 1 2 32. 7 6 * Vel Total l ft/s ) 2 .22 * Avg. Vel. I ft /s) 3. 04 1. 99 * Max Chl Dpth (ft) 3. 01 * Hydr. Depth (ft) 2 .32 1. 52 * Conv. Total (cfs) . 28300.6 . Conv. (cfs ) 8348. 5 . 19952 .1 . Length Wtd. (ft ) 254. 00 • Wetted Per. (ft) 42 . 48 232.93 * Min Ch El (ft ) 272. 00 . Shear i lb/sq ft) 0 .1 8 0 .12 • Alpha 1.12 * Stream Power I 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 * * ........... * * * * ** * * * * ** *** •• * **. * *** ** *** * * * * ******* ** *** * * * * •** ** * * * * * ** * * ** * * * ** * *** * ***. *** * 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 INPUT Description: RS: 4685 Station Elevation Data num• Sta Elev Sta Elev 11 284 26 282 49 274 57 272 262 273 . 95 304 273. 4 9 386 270. 59 388 271.19 515 274. 92 566 276. 25 Manning • s n Values num= Sta n Val Sta n Val 22 Sta Elev Sta 32 280 36 75 272 88 340 273.49 373 393 271.14 410 Sta n Val * *** * ** * ** **** *** *** * *** * * *** * * * * ** * * ** * *** * ** * * 11 .035 49 . 03 88 . 035 Bank Sta : Left Right Lengths : Left Channel Right 49 88 297 285. 58 249 CROSS SECTION OUTPUT Profile *PF 1 * E.G. Elev (ft) 274.45 * Element * Vel Head (ft ) 0 .27 * Wt. n-Val. * w.s. Elev (ft) 274.18 * Reach Len. (ft) * Crit W.S. (ft) . Flow Area (sq ft ) * E .G. Slope (ft/ft) *0. 006980 * Area (sq ft) * Q Total (cfs) . 1002. 00 . Flow (cfs) • Top Width (ft ) 357. 39 . Top Width (ft) * Vel Total l ft /s) 3. 64 * Avg . Vel. (ft/s) • Max Chl Dpth (ft) 3. 59 * Hydr. Depth (ft) . Conv. Total (cfs) . 11993.4 . Conv. (cfs) * Length Wtd. (ft) 278. 03 * Wetted Per. (ft) * Min Ch El (ft ) 272. 00 . Shear (lb/sq ft) * Alpha 1. 33 . Stream Power (lb /ft . Frctn Loss (ft) 0. 37 * Cum Volume (acre-ft) * C & E Loss (ft) 0 . 07 * Cum SA (acres) Elev Sta Elev 278 42 276 274 211 274.34 272. 68 384 271.46 273. 38 472 273.81 Coe ff Contr. Expan. .1 . 3 Left OB * Channel * Right OB * 0.035 0.030 0. 035 297. 00 285.58 249. 00 0. 05 63. 89 211.30 0.05 63. 89 211. 30 0. 04 364. 93 637. 03 0. 62 39 . 00 317. 77 0.69 5. 71 3 . 01 0.09 1. 64 0.66 0.4 4368. 0 7 625 . 0 0. 64 39. 40 318.28 0. 04 0. 71 0. 29 s ) . 0. 03 4 . 04 0. 87 13.13 10. 80 6. 47 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 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 21 Sta Elev Sta Elev Sta Elev ** * * * * * * * * ** * * * ** * ** * * * ** * ** * ** •••• * ** •• *. * * *** ** ** ** * * *"'* ** * ** * ** * * * * * *. * * * * * * * 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 4 69 272. 6 484 272. 25 4 95 270 .12 500 2 69. 4 4 507 270.23 517 272. 58 533 274. 82 567 276.27 616 275. 61 667 275.31 Manning 's n Values num= Sta n Val Sta n Val Sta n Val * * **. * ** ** * ... "' ...... * * * ...... * ... *"* ... * **" ........ * .. *"* * * * *. * * * * * * * * 0 . 03 5 484 . 03 517 . 035 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Con tr . Expan. 484 517 355 344. 39 278 .1 . 3 CROSS SECTION OUTPUT Profile #PF 1 * +++++,.. +++++•+TT+++++++++*'*+++++*+•+++*+'***+*++****++**'*++*•+++++•**+*•++++++.*++++++++*+•+++++ E.G. Elev I 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) 27 3. 97 . Reach Len. (ft) 355. 00 344. 39 278. 00 Crit w.s. (ft) . Flow Area (s q 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 (cf s) 732. 08 264. 62 5.31 . Top Width (ft) 505. 06 . Top Width (ft) 4 62 .15 33. 00 9. 90 * Vel Total l ft/s) l. 40 . Avg. Vel. l ft /s) l.21 2. 49 0. 77 + Max Chl Dpth (ft) 4. 53 . Hydr. Depth I ft) l.31 3. 21 0. 69 . Conv. Total lcfs) 42837. 0 . Conv. (cfs) 31297.5 . 11312. 7 226.9 . Length Wtd. (ft ) 322 .16 . Wetted Per. (ft) 4 63. 95 33. 57 10. 00 * Min Ch El I ft) 269.4.4 . Shear (lb /sq ft) 0. 04 0.11 0. 02 * Alpha l. 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 O. 7 or greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION RIVER: East Tributary REACH: Reach! RS: 4223.25 INPUT Description: Station Elevation Data num• Sta Elev Sta Elev 100 278 128 276 152 268.84 157 270 64 6 276 Manning's n Values num- Sta n Val Sta n Val 11 Sta 137 199 Sta Elev 274 272 n Val * *** ** * **** ** ****• ••• * •• ++••• * * * * * * * **** * *** *** * 100 .05 142 .03 157 .05 Bank Sta: Left Right Lengths: Left Channel 142 157 333 389. 16 CROSS SECTION OUTPUT Profile #PF 1 Sta Elev Sta Elev 142 272 147 270 444 272 469 274 Right Coe ff Con tr. Expan. 341 . l .3 ........................................................................................................... * E.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 38 9 .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 • Q Total (cfs) . 1002.00 . Flow (cfs) 2. 98 215. 78 783. 24 * Top Width (ft) 327. 33 . Top Wi dth (ft) 4. 22 15. 00 308 .11 * Vel Total l ft/s ) l. 66 * Avg. Vel. l ft/s) 0. 84 3. 84 l. 44 • Max Chl Dpth (ft) 4.85 * Hydr. Depth (ft) 0. 84 3. 74 l. 77 • Conv. Total (cfs) . 30247. 2 . Conv. (cfs) 90. l 6513. 7 • 23643.4 • Length Wtd. (ft ) 369.84 • Wetted Per. (ft) 4. 55 15. 65 308. 22 * Min Ch El (ft) 268. 84 . Shear (lb/sq ft) 0. 05 0.25 0 .12 * Alpha l. 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 additional 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 ml. between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: East Tributary REACH: Reach! RS: 3834. 09 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 100 277 129 276 412 268 419 267 .2 538 272 555 274 Manning • s n Values num- Sta n Val Sta n Val 13 Sta 161 422 735 Sta Elev 274 268 276 n Val ** ++ **** ** * * + .... + * ••• + + + *** + * •• * * + + * * * .. +. + * + + * •• + 100 .05 391 .03 429 .05 Bank Sta: Left Right Lengths: Left Channel 391 429 273 310. 81 CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 383 272 391 270 429 270 435 272 Right Coe ff Con tr. Expan. 3H . l .3 I I • E.G. Elev (ft ) 272. 7 S Element Left OB • Channel * Right OB * • Vel Head (ft ) 1.32 Wt. n-Val. o .oso 0 . 0 30 o .oso * w. s. Elev (ft ) 271.43 Reach Len . (ft ) 27 3 . 00 310.Bl 34 4. 00 Crit W.S. (ft ) 271.43 Flow Area (sq ft) 4. 07 1 06.2 0 3. OS * E.G. Slope I ft / ft l • 0. 009097 + Area l sq ft) 4.07 106. 20 3. OS Q Total lcfs ) . 1002 .00 . Flow l cfsl 9. 0 2 9B6. 31 6. 67 Top Width (ft ) 47.9B . Top Width (ft ) s. 71 3B.O O 4.2B • Vel Total I ft /s) B. 84 Avg. Vel. (ft/s) 2. 22 9.29 2. lB • Max Chl Dpth (ft) 4.23 . Hydr . Depth I ft) 0 . 71 2. 79 0. 71 • Conv. Total l cfs) . lOS05. 6 . Conv. l cfsl 94. 6 . 10341.2 69. 9 * Length Wtd. (ft ) 309. 93 * Wetted Per. I ft) S. BB 3B.S3 4. Sl * Min Ch El (ft) 267.20 . Shear (lb/sq ft) 0. 39 l.S7 0. 3B * Alpha 1. 09 * Stream. Power (lb/ft s ) . 0. B7 l4. S4 0. B4 . Frctn Loss (ft ) 1. 00 . Cum Volume (acre-ft) B. 57 B.B7 1. 9S * C & E Loss (ft) 0. 31 . Cum SA (acres ) s. 90 2.12 l.S7 *** * + + * * * *. * + * + * +. * ** * * * * * + ... ***** + **** + * ••• **** * *** *** +++ ••• ** ** *** *** •• * •• ** + + * * + **** •• *. + *** + 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. Warn ing: 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 0. 7 or greater than 1. 4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1. O ft ( O. 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 subcri ti cal answer. The program defaulted to critical depth. CROSS SECTION RIVER: East Tributary REACH: Reachl INPUT Description: RS: 3S4l Station El evation Data num• Sta Elev Sta Elev 274 7B 272 3B5 26S.44 394 264 Manning's n Values nwn- Sta n Val Sta n Val Sta Elev 336 270 402 27 l. S9 Sta n Val *** .... *** * *** .... * * * ... * * * ** * ...... *** **** •• ** ** * * * * .OS 336 . 03 402 .OS Bank Sta: Left Right Lengths: Left Channel 336 402 413 3BO . Bl CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 343 268 373 26B. 71 464 273. 93 Right Coe ff Contr. Expan. 363 . l . 3 *** * ** *** * *** * ** * ** + * ..... ******* * *** ** * * * * + ** ** * * +. *** * ****** + •• ** •• **. + ** * + *** ..... * + + +. * ....... + * * E.G. Elev (ft) 271. 24 * Element Left OB • Channel * Right OB * * Vel Head I ftl 0.2B + Wt. n-Val. o .oso 0 . 030 * w.s. Elev (ft) 270.96 * Reach Len. (ft) 413.00 380. Bl 363. 00 * Crit W.S. (ft) . Flow Area (sq ft ) S9 .19 220.0S + E.G. Slope I ft/ ft l •0.00l64S * Area (sq ft) S9.19 220. OS * Q Total lcfs) . 1002. 00 . Flow lcfs ) 43.6B 9SB. 32 . Top Width I ft! lBB. 91 . Top Width (ft ) 123.SB 6S. 33 * Vel Total I ft/sl 3.S9 * Avg. Ve l. lft/s) 0. 74 4.36 • Max Chl Dpth I ft) 6. 96 * Hydr. Depth (ft) 0. 4 B 3. 37 * Conv. Total lcfs) . 24702.2 * Conv. lcfs) 1076 . 9 . 23625 .3 • Length Wtd. (ft) 391. 09 * Wetted Per. (ft) 123.SB 6B. 9S * Min Ch El I ft) 264. 00 . Shear ilb/sq ft) o.os 0 . 33 • Alpha l. 41 . Stream Power ilb/ft s) . 0. 04 1. 43 . Frctn Loss (ft) O.S2 * cwn Volume (acre-ft ) B. 37 7. 7l l. 93 * c & E Loss !ft I 0. 04 * Cum SA (acres) s.so 1. 75 l. SS + ** + •••• * * ••• ** * ** * * ** * * * * * + * *** + * ++ ...... + + + * ....... ** ** ******* * ** ..... * * .. + * ** + * *** ** * * *. ** * ** ** ** * CROSS SECTION RIVER: East Tributary REACH : Reachl INPUT Description: RS : 32Bl Station Eleva ti on Data num- Sta Elev St a Elev ll Sta Elev Sta Elev Sta Elev * * * * *. * ** * ** *. * •• +• *** **. ** + * * ** *. * + ***. * * •• + *. ** ** * * ....... +• * *** ** *** •• * * + ••••• + 272 270 101 26B 152 26B lB9 2 67. 4 B 191 264.4 199 263. B 200 264.06 209 270. 4 306 273. 23 3B3 27 6 .13 Manning's n Val ues num- Sta n Val Sta n Val Sta n Val ** •••• * + * ••• ,.. ** * * ••• +. * * * •• "' * •• *. *"' * ..... * + * ••• **. . OS lB9 .03 209 .OS Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. lB9 209 3B2 382 3B2 . l . 3 CROSS SECTION OUTPUT Profi l e #PF l . E .G. Elev (ft ) 2 7 0. 68 * El ement Left OB * Channel ' Right OB • * Vel Head (ft) 0 .13 + Wt. n-Val . 0. 050 0 . 030 0 . 050 * w.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 ) •0.0 01000 Area (sq f t ) 376.80 97. 26 0. 37 . Q Total (cfs l . 1 002.00 . Flow (cfs l 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. l ft/s) l. 58 4 .17 0 .17 • Max Chl Dpth (ft ) 6. 75 * Hydr. Depth (ft ) 2. 07 4.86 0. 07 . Conv. Total (cfs ) . 30491.4 • Conv. l 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 I ft! 0.13 * Cum Volume (acre-ft) 6. 30 6. 32 1. 93 . c & 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 t han 0 . "7 or greater than 1. 4. This may i ndicate the need for additional cros s sections. CROSS SECTION RIVER: East Tribu tary REACH: Reachl RS: 3142.47 INPUT Description: Station Elevation Data num• Sta Elev Sta Elev 100 273 155 272 418 266 43 7 265.13 597 272 662 274 Manning 's n Values nwn~ Sta n Val Sta n Val 12 Sta 233 477 Sta Elev 270 266 n Val ******** * * * ** +* * +***** ..... * •••• * *•* ••••• * ••• * ••• 100 .05 4 0 9 .03 509 .0 5 Bank Sta: Left Right Lengths : Left Channel 409 509 258 243. 52 CROSS SECTION OUTPUT Pro file #PF l Sta Elev Sta Elev 276 268 409 268 509 268 566 270 Right Coeff Contr. Expan . 235 .1 . 3 * ...... *"' * *. *. * ••• * * * •• * * * *. +. * * + +. *. *. * * * * * * * * * * * * * * * * * •• * *. * * * *. * * * * * * * * * * * * * •• *"'. * * * * * * * * * * * * * E .G. Elev (ft) 270. 52 * Element Left OB • Channel * Right OB * * 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 l sq ft) 399. 93 433. 67 86.79 * E.G. Slope (ft/ft) •0.000160 * Area (sq ft) 399. 93 433. 67 86.79 . Q Total (cfs) 1002 . 0 0 . Flow (cfs l 242. 23 720 .12 39. 66 . Top Width (ft) 359. 71 • Top Width (ft) 195.11 100. 00 64. 60 * Vel Total l ft /s) 1.0 9 * Avg. Vel. l ft /s) o. 61 1. 66 0. 46 • Max Chl Dpth (ft) 5. 36 * Hydr. Depth (ft) 2. 05 4 . 34 1. 34 . Conv. Total l cfs) • 7 931 7 .0 • Conv . (cfsl . 19174.6 . 57003. 4 3139.0 . Length Wtd. (ft) 2 4 5. 41 * Wetted Per. (ft) 195.16 100.31 64. 65 * Min Ch El (ft) 2 65 .13 . Shear (lb/sq ft) 0.02 0 . 04 0.01 • Alpha 1. 75 . Stream Power (lb/ft S) . 0 . 01 0.0 7 0. 01 . Frctn Loss (ft) 0.11 • Cum Volume (acre-ft ) 2.90 4.0 0 1.55 . c & E Loss (ft) 0. 09 • Cum SA (acres ) 2.39 o. 85 1.23 Warning: The velocity head has changed by mo re than 0.5 ft (0.15 m). This may indicate the need for additional cross sections . Warning: The conveyance rat i o (upstream conveyance divided by downstream conve y ance ) 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: Reach! RS : 2898.95 INPUT Description : Station Elevation Data numc Sta Elev Sta Elev 100 276 121 274 416 267.33 420 263.69 479 269 .16 538 271.46 Manning's n Values nwn- Sta n Val Sta n Val 13 Sta 174 429 618 Sta Elev 272 263.3 27 5. 32 n Val * * •••••••••••••• * **• ••• ** * ...... * * .... * * •• * * ** * * ........ * 1 0 0 . 0 5 416 .0 3 434 .0 5 Bank Sta: Left Right Lengths: Left Ch annel 416 434 6 0 8 675. 0 5 CROSS SECTION OUTPUT Pr o file #PF 1 Sta El ev Sta Elev 358 2 68.9 397 268. 29 434 267. 62 441 267 . 32 Right Coe ff Con tr . Expan. 6 15 .1 . 3 • * +• ** * * ..... * *. * * + + * + * *. * * ......... *. * •• * + * ••••••• * ••• *. * •••••• **. ** ••• * * *. *. * ••• * * ** * * ... * * *. * •••••• * * . E .G. Elev (ft ) 2 7 0 . 3 2 . Element Left OB . Ch annel . Right OB . * Vel Head I ft ) 0. 89 * Wt. n -Val. 0 . oso 0 . 030 o.oso • w.s. Elev (ft) 2 69. 4 3 * Reach Len. (ft ) 608. 00 67 s. OS 61S. 00 * Crit W.S . (ft ) 269 .43 . Flow Area (sq ft ) 71. 60 88 . 93 S9. 83 * E.G. Slope (ft/ft ) ·0 .004483 * Area (sq ft ) 71. 60 88. 93 S9. 83 * 0 Total l cfs ) . 102 S.OO . Flow (cfs ) 122.84 771. 37 130 . 79 * Top Width I ft ) 1S9 .3 1 . Top Width (ft ) 89 . 41 18. 00 Sl. 90 * Vel Total I ft/s) 4. 6S * Avg. Vel. (ft/s) l. 72 8.67 2.19 • Max Chl Dpth I ft) 6 .13 . Hydr. Depth (ft) 0 . 80 4 . 94 l. lS * Conv. Total (cfs) . 1S308. 2 . Conv. l cfs) 1834.6 . llS20.3 19S3.3 • Length Wtd. (ft) 662 . 28 * Wetted Per. (ft ) 89. 44 21 . 0 2 Sl .96 • Min Ch El I ft) 263. 30 . Shear (lb/sq ft) 0 . 22 l.18 0. 32 * Alpha 2 . 66 . Stream Power (lb/ft s ) 0. 38 10. 27 0. 70 . Frctn Loss (ft) 2 .3S . Cum Volume (acre-ft ) l.SO 2.S3 l. lS * C & E Loss (ft) 0 . 02 . Curo SA (acres ) l.SS 0. S2 0. 91 * ... ** ** ** * * *** * * ** * ** ** * * + + .... * ++ + ........... + + + ... + * * * ** ** * * * *** * ... * ** * * * * * ** .... + * ... * ........ * + +. * •• * * * * * * * * * 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 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. Warni ng: 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 RIVER: East Tributary REACH: Reachl RS: 2223.90 INPUT Description: Station Elevation Data mUDs Sta Elev Sta Elev 100 267 lSS 266 189 2S9 . 3S 193 260 337 267 Manning's n Values nwn• Sta n Val Sta n Val 11 Sta Elev Sta 17S 264 180 201 262 212 Sta n Val ** ** ** * * * * * * *** * * ••• *. ** + * ** * ••• * * **. * * * ** ••• ** * 100 .OS 180 .03 201 .OS Bank Sta: Left Right Lengths: Left Channel Right 180 201 444 447. Bl 432 CROSS SECTION OUTPUT Profile #PF l * E .G. Elev (ft) 266 .SS * Element * Vel Head (ft) 0 . 81 * Wt . n-Val. * w.s. Elev (ft) 26S. 74 * Reach Len. (ft) * Crit W.S. (ft) . Flow Area (sq ft) * E.G. Slope (ft/ft ) •o.002e7s * Area (sq ft) • Q Total (cfs ) . 102S. 00 . Flow (cfs) • Top Width (ft) 82 . 27 . Top Width (ft) * Vel Total l ft/s) S.30 * Avg. Vel. l ft /s) * Max Chl Dpth (ft) 6. 39 . Hydr. Depth (ft) * Conv. Total (cfs ) . 1911S.S . Conv. (cfs) * Length W'td. (ft ) 446.10 . Wetted Per. I ft) * Min Ch El (ft) 2S9.3S . Shear (lb/sq ft) * Alpha l. 86 . Stream Power (lb/ft s) . Frctn Loss (ft) l. 72 . Cum Volume (acre-ft ) * C & E Loss (ft ) 0. 00 * Cum SA (acres) Elev Sta Elev 262 lBS 260 264 244 266 Coe ff Con tr . Expan. . l . 3 Left OB • Channel * Right OB * o.oso 0. 030 o .oso 444.00 447. 81 432. 00 28.86 110.16 S4. 40 28.86 110.16 S4 . 40 S3. 69 863.2S 108 .0 6 22. 41 21. 00 38.86 l. 86 7.84 l. 99 l. 29 S.2S l. 40 1001. 3 . 16099. l 201S. 2 22.88 21. 74 39. 09 0. 23 0. 91 0 .2S . 0. 42 7 .13 o. so 0. 80 0. 99 0. 3S 0. 77 0. 22 0.27 * ** •• ** *** * * * * * ** * * * * * .......... ** + + * + * ..... * .... * * ** * * *** * * * **** * •••• * **. * *** * * * * + *** ** * * ** * **** * **** 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: 1776.09 INPUT Description: Station Elevati on Dat a numa: Sta Elev Sta Elev 61 266 1 0 0 264 24S 260 2SO 262 Manning's n Values nwn• Sta n Val Sta n Val 10 Sta 229 266 Sta Elev 262 264 n Val * * * ** * * **. ** * * * * * ** * ** **** * * * * * * ** * * * * + ....... * * * * * * 6 1 .OS 229 .03 2SO .OS Bank Sta: Left Ri g ht Coe ff Contr. Expan. 229 2SO . ] . 3 CROSS SECTION OUTPUT Profile #PF Sta Elev Sta Elev 23S 260 241 2SB 291 264 366 266 * **. * ... * .... * * ** * * ** •• * * * **. * *. * ... *• * ...... * ** * * * * * ... * * * * ...... ** ** .................... * * * * * * * ** * .. *. + ** * ... ** * + * + ** * + * * .... ... • E.G. Elev (ft ) 264. 83 • Element Left OB * Channel * Righ t OB • * Vel Head (ft) 0. 84 '* Wt. n-Val. 0.050 0. 030 0. 050 * 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 I ft / ft) •o. oosu2 Area (sq ft ) 128.16 82. 86 15. 90 Q Total (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 Chl Dpth I ft) 5 . 99 * Hydr . Depth (ft) l. 00 3. 95 l. 00 . Conv. Total (cfs) . 14055.0 * Conv . l cfs) 3800 .1 9785.9 468.9 • Length Wtd. (ft) * Wetted Per. (ft ) 128. 59 22. 51 16 . 07 Min Ch El (ft ) 258. 00 . Shear ilb/sq ft ) 0 . 34 l. 24 0. 33 Alpha 2.60 . Stream Power (lb/ft s ) . 0 . 73 10. 81 0. 73 . Frctn Loss (ft) * Cum Volume (acre-ft) * C & E Loss (ft) . Cwn SA (acres ) +• * * ••••••• * * ** *** •••••• ** * * * + *** +++ **** * ++• +++ +• + *. ********* ** ++ ** * * ** * ***. ** * ** ** **** ** * * *. *. * * ** * **** * * * **** * * *. ** * * * ** +. **** +•• **** •• ++ *'** **. + * *** * ***** ++ •• *** * ** *. ** * ... * * SUMMARY OF MANNING ' S N VALUES River: East Tributary Reach River Sta . nl n2 n3 ................................................................... *Reach! 8746.05 . 035' . 03 * . 035 * *Reach! 8239 . 73 . 035* . 03* . 035* *Reach! 7195. 73 . 035* . 03* . 035* *Reach! 6219.36 . 035* . 03* . 035* *Reach! 5943.15 . 035* . 03* . 035' *Reach! 5670 . 035* . 03* . 035* *Reach! 4939 . 035* . 03* . 035* *Reach! 4685 . 035 * . 03* . 03S* *Reach! 4567. 64 . 035* . 03* . 035* *Reach! 4223.25 . OS* . 03* . OS* *Reach! 3834.09 . OS* . 03* . as• *Reach! 3541 . OS* . 0 3* . as• *Reach! 3281 . OS * . 03* .OS* •Reachl 3142.47 . OS * . 03* . OS* *Reach! 2898.95 . OS* . 03 * . OS* *Reach! 2223.90 . OS * .03* . OS* *Reach! 1776.09 . OS* . 03* . OS* **************••················································· * * * * * * * * * * * * * * * •• * * * * * * * *. * * * * *. * **. * * * ++ •• * + * * * * * * * + + ++ + + * ..... * * * * * * * * * * * * * * * *. * SUMMARY OF REACH LENGTHS River: East Tributary **"'*****************"'****************************•••+************ Reach River Sta. Left • Channel * Right ****"'"'**************'************************•***********'********* *Reachl 8746.05 227* 506.32* 303' *Reachl 8239. 73 S34* 1044* sos• *Reachl 7195. 73 298* 976.37* 699* *Reachl 6219.36 341 * 276.21* 221 * *Reachl 5943.15 178* 231. 67* 242' *Reachl 5670 731 * 73 1 * 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* 34 4* *Reachl 3541 413* 380.81* 363* *Reachl 3281 382* 382* 382* *Reach! 3142. 47 258* 243.52* 235* *Reach! 2898 .95 608* 675.05* 615* *Reachl 2223. 90 444* 447.81* 432' *Reachl 1776.09 ...................................................................... + •••• *** * •• * *. * ...... * ••••• * * * * ***. *** **** ***** * +. * .. * ••• ++++++• * *** ** ** * •• + •••• + * + SUMMARY OF CONTRACTION AND EXPANSI ON COEFFICIENTS River: East Tributary ** *** * ** ++. * + + ** * * * * * * * *. * * * * **. * **** ** ** *. * * * ** * .. * * * ** Reach River Sta . • Contr . • Expan. ....................................................... *Reachl 8746.05 . . l * . 3• *Reach! 8239.73 . .1 • . 3 • *Reach! 7195. 73 . .1 • . 3• *Reach! 6219.36 . .1 • . 3• •Reachl 5943.15 . .1 • . 3* •Reachl 5670 .1 • . 3• •Reachl 4939 .1 • . 3* "'Reachl 4685 . l' • 3• *Reachl 4567.64 . .l' . 3* •Reachl 4223. 25 . .l' . 3 • •Reachl 3834 .09 .1 • . 3 • *Reachl 3541 .1 • . 3 • *Reach! 3281 .1 • . 3 • *Reach! 3142.47 . .1 • .3* •Reachl 2898.95 . .1 • . 3 • *Reachl 2223.90 . .1 • . 3• *Reach! 1776.09 . .1 • . 3 • Profile OUt:put Table -St:andard Table l Reach River SU . Profile . Q Toul . Min Ch El . w. s . tlev Crit W.S. E .G. Elev • t .G. Slope Vel Chnl Flow Are a Tep Wi d t:h . Froude • Ch l t ef.s ) !ft:) . (ft ) (ft ) (ft:) . (ft /ft:) . (ft:/s ) . !sq ft:) (ft ) ..................................................................................................................................................................... Re aehl 87 46 . 05 Pr 1 1002 . 00 . 276 . 66 . 2 82. 03 282 . OB . o. 000553 . 2 .48 591 . 68 274. 44 0 .23 Reaehl 8239. 73 PF l 1002 . 00 . 275 . 60 281. Oi 281 . 60 o. 003683 . 7 .3 4 235. 69 112 '65 o. 64 Reaehl 7195 . 73 PF 1 1002. 00 . 27 4 . 51 279 .59 279 . 68 . 0.001856 • 4.13 . 442.24 . 341.22 0. 41 . . Reaehl 6219 . 36 PF 1 1002 . 00 . 2 71. 7 5 277 . 77 278 .13 0.002616 • 7 .04 . 337 . 05 . 302. 92 o. 56 . Reaehl 5943 .15 PF 1 1002. 00 . 272 . 00 276. 98 277 . 33 0. 003307 . 6 .35 . 295. 0 8 . 260.33 o. 59 . Reaehl 5670 PF 1 1002 . 00 . 272 . 00 276 .29 276 . 53 0.003210 . 4 .57 . 315 . 55 . 314.68 0 . 56 . Reaehl 4 939 PF 1 1002 .0 0 . 272 . 00 275 .01 275 .10 . o. 001254 . 3 .04 . 452 . 0 4 2 7 4 .57 0 . 35 Reaehl 4685 PF 1 1002. 00 . 272 . 00 . 2 74 .1 8 274 . 45 . 0.006980 . 5. 71 . 275 .24 357 .39 o. 79 Reaeh l 4 5 67 .64 PF 1 1002 . 00 . 269 .44 273 . 97 274 . 01 0 .000541 . 2.49 . 116 . 43 505 .06 • 0 .25 Reac.hl 4223.25 PF 1 1002 . 00 268 . 84 . 213 . 69 2 7 3 .16 o. 001 097 . 3 . 84 . 6 0 4 .14 321. 33 0.35 Reaehl 3834. 09 PF 1 1002. 00 . 261. 2 0 . 211. 43 271. 43 212. 75 o. 009091 . 9.29 . 113. 32 41.98 o. 98 Reaehl 3541 PF 1 1 002. 00 . 264 . 00 . 270 . 96 271.24 0.001645 . 4. 36 . 279 .2 4 188.91 0 . 42 Reaehl 328 1 PF 1 1002. 00 . 263 . 80 270 . 55 270. 68 0. 001 080 . 4 .11 . 474 . 43 201.51 0 .33 Reaehl 3142 . 47 PF 1 1002. 00 . 265 .13 270 . 49 270 . 52 o. 000160 • l. 66 920 . 39 359. 71 0 .14 Reaehl 2898. 95 PF 1 1025 . 00 . 263 . 30 . 269 . 43 269. 43 210 . 32 . 0.004483 . 8. 61 220.36 159.31 0.69 Ruehl 2223. 90 PF 1 1025 . 00 259. 35 . 265 . 14 266 .55 . 0. 002815 . 1 . 84 193 . 42 82.21 0.60 . Ruehl 1176. 09 PF 1 1034 .co 258. 00 . 263 . 99 263. 99 264 . 83 . 0. 005412 . 8. 69 . 226.92 165 .53 0 .11 HEC-RAS Plan· Plan1 River. East Tributary Reach· Reach1 Profile • PF 1 Reach River S1a Profile a Total MinChB w.s. Elev OttW.S . E.G . Elev E.G.Slope VelOrl FlowAtea TopWldlh Froude#~ (cfs) (It) (It) (It) (It) (Mt) (lt/s) (sq ft) (ft) Reach1 8746.05 PF 1 1002.00 276.66 282.03 282.08 0 .000553 2 .48 591.68 274 .44 0 .23 Reach1 8239.73 PF 1 1002.00 275.60 281 .07 281 .60 0.003683 7 .34 235.69 172.65 0 .64 Reach1 7195.73 PF 1 1002.00 274.51 279.59 279.68 0.001856 4.13 442.24 341 .22 0 .41 Reach1 6219.36 PF 1 1002.00 271.75 277.77 278.13 0.002616 7.04 337.05 302.92 0 .56 Reach1 5943.15 PF 1 1002.00 272.00 276.98 277.33 0.003307 6.35 295.08 260.33 0.59 Reach1 5670 PF1 1002.00 272.00 276.29 276.53 0.003210 4.57 315.55 314.68 0.56 Reach1 4939 PF 1 1002.00 272.00 275.01 275.10 0.001254 3 .04 452.04 274 .57 0 .35 Reach1 4685 PF1 1002.00 272.00 274.18 274.45 0 .006980 5 .71 275.24 357.39 0.79 Reach1 4567.64 PF1 1002.00 269.44 273.97 274.01 0.000547 2 .49 716.43 505.06 0.25 Reach1 4223.25 PF 1 1002.00 268.84 273.69 273.76 0.001097 3 .84 604.14 327.33 0 .35 Reach1 3834.09 PF1 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 Reach1 3281 PF1 1002.00 263.80 270.55 270.68 0 .001080 4.17 474 .43 207.51 0.33 Reach1 3142.47 PF 1 1002.00 265.13 270.49 270.52 0 .000160 1.66 920.39 359.71 0 .14 Reach1 2898.95 PF 1 1025.00 263.30 269.43 269.43 270.32 0.004483 8.67 220.36 159.31 0 .69 Reach1 2223.90 PF 1 1025.00 259.35 265.74 266.55 0 .002875 7 .84 193.42 82.27 0 .60 Reach1 1776.09 PF 1 1034.00 258.00 263.99 263.99 264.83 0 .005412 8 .69 226.92 165.53 0 .77 EXHIBITD-2 x x x x x x HEC-RAS Version 3 .1. 3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis , California xxxxxx xxxx xxxx xx x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx x x x x x x x x x x x x x x x x x x x xxxxxx xx xx x x x x PROJECT DATA Project Title: West Tributary lOOyr Floodplain Analysis Project File 1065005West. prj Run Date and Time: 1 /23/2007 10:52: 18 AM Project in English units PLAN DATA Plan Title: Planl West Tributary xxxx x x xxxx x x xxxxx Plan File F:\1056 -John Duncum\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.p01 Geometry Title: West Tributary lOOyr Geometry File F:\1056 -John Duncum\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.g01 lOOyr Flow Flow Title Flow File F:\1056 -John Duncum\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West. fOl Plan Summary Information: Number of: CrOS!' Sections =r; Culverts Bridges Computational Information 14 2 0 Multiple Openings Inline Structures Lateral Structures z Water surface calculation tolerance - Critical depth calculation tolerance - Maximum number of iterations 0. 01 o. 01 20 0.3 0.001 Maximum difference tolerance FlCM tolerance factor 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: lOOyr Flow Flow File F: \ 1056 -John Duncum\0005 -63 . 5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West . fOl 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 + West Tributary Reachl PF 1 Criti c al + + + + + + + + + + + + +. +. + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + GEOMETRY DATA Geometry Title : West Tributary lOOyr Geometry File F:\1056 -John Duncum\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.g01 CROSS SECTION RIVER: West Tributary INPUT Descriptio n: Station El evat i on Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ••••• ++. + * ... + .... + •••• * •• + ••••• * ... * ........... + ....... * •• + * •••• ** ••••• ++ * ......... * ..... * ** .... * * 1 0 0 288 119 2 86 133 284 147 282 263 280 27S 278 278 277.46 282 278 286 280 S47 282 624 284 Manning's n Values num- Sta n Val Sta n Val Sta n Val •••••• ++ * ++ +. * * * ** *. * ** ** *** * ... **. * ** •••• ****. * * • 100 . 03S 263 .03 286 .0 3S Bank Sta : Left Right Lengths : Left Channel Right Coe ff Contr. Expan. 2 63 286 324 618 .89 308 .1 . 3 CROSS SECTION OUTPUT Profile HPF 1 . E .G . Elev (ft ) 282 . 69 * Element Left OB * Channel * Right OB * • Vel Head (ft) 0. 01 * Wt. n-Val. 0 . 03S 0 . 030 0.03S w.s . Elev (ft) 282. 68 * Reach Len . (ft) 324. 00 618.89 308. 00 . Crit W.S . (ft) . Flow Area (sq ft) 196. 68 93. S6 447. 82 . E.G. Slope (ft /ft) •0 .000091 • Area (sq ft ) 196. 68 93. S6 447. 82 . Q Total (cfs ) 46S. 00 * Flow (cfs ) 110. 36 110 . so 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. SS • Max Chl Dpth (ft) S.22 * Hydr. Depth (ft) 1. 63 4. 07 1. 56 * Conv. Total (cfsl . 48684 .4 • Conv. (cfs ) . 115S4.l . 11S68. 9 . 2SS61. 3 • Length Wtd. (ft) 502. 04 • Wetted Per. (ft) 120. 84 23. 72 287. 26 * Min Ch El (ft) 277.46 * Shear (lb/sq ft) 0. 01 0. 02 o. 01 * Alpha 1. 42 * Stream Power (lb/ft S ) . 0. 01 0. 03 0. 00 . Frctn Loss (ft) 0 . lS * Cum Volume (acre-ft ) 1. 53 14 .22 4 . 03 * C & E Loss (ft) 0 . OS * Cum SA (acres ) 1.SS 7. 24 s. 47 *. * * * * •• * •• + ... * •••• * * ...... * * * * * * * •• * * * * * * * * *. * * + *. * * *. * * * * + + * * * * + + * .... * * * * * * * + * * + ... * * * .. * * * * * * * * * * * Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) i s less than 0. 7 or greater than 1. 4. This may indicate the need for additional cross sections . CROSS SECTION OUTPUT Profile HPF 2 * E.G. Elev (ft ) 282.9S * Element Left OB * Channel * Right OB * * Vel Head (ft ) 0. 01 * Wt. n-Val. 0. 035 0 .030 0 . 03S • w.s. Elev (ft ) 282. 94 * Reach Len . (ft) 324. 00 618. 89 308. 00 . Crit W.S. (f t ) * Flow Area (sq ft ) 228. 08 99. 50 S23. 22 * E.G . Slope (ft /ft) •o . 000108 • Area (sq ft ) 228. 08 99. so 523 . 22 * Q Total (Cfs ) 621. 00 . Flow (cfs l lSl. 93 133. 00 336. 07 * Top Width (ft ) 442.7S . Top Wi dth (ft ) 122. S8 23. 00 297 .17 * Vel Total (ft/s) 0. 73 • Avg. Vel. (ft /s) 0. 67 1. 34 o. 64 * Max Chl Dpth (ft) 5. 48 • Hydr. Depth (ft) 1. 86 4.33 1. 76 • Conv. Total (cfs) . S9847.S • Conv. (Cfs ) . 14642.1 * 12817. 7 . 32387 . 6 • Length Wtd. (ft) 48S.47 * Wetted Per . (ft) 122. 66 23. 72 297.19 * Min Ch El (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. 3S 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 convey ance) is less than O. 7 or greater than 1.4 . This may indicate the need fo r additional cross sections. CROSS SECTION RIVER: West Tributary REACH: Reachl INPUT Description: RS: 6 2 62 Station Elevation Data num= Sta Elev Sta Elev 100 288 123 286 269 279. 6 272 280 411 284 420 286 Manning's n Values num= Sta n Val Sta n Val 13 Sta 134 303 429 Sta Elev 284 282 288 n Val * * * '**** ...... * ** * .. * ** * * *** * ...... * * .. * '** * *. ***• ... * ** ....... 100 .03S 237 .03 303 . 03S Bank Sta: Left Right Lengths: Left Channel 237 303 346 446.36 CROSS SECTION OUTPUT Pr o f i le #PF 1 Sta Elev Sta Elev 237 282 2S8 280 373 282 402 282 Right Coe ff Con tr. Expan . 3S5 .1 • 3 ..... * * .. * ...... * ** * * * *** ... * * ** ** ** * * **** * * ... * * .. ** * .. * * * ** * ** **** * * ** * ** * ** *** * ** * '*** * * * * * **** * * ... * * * * * E.G . Elev (ft) 282.49 . Element Left OB * Channel . Right OB . . Vel Head (ft ) 0 . 47 Wt . n -Val. 0. 03S 0 . 0 30 0. 03S * W.S. Elev (ft ) 262. 02 . Reach Len. (ft ) 34 6. 00 446.36 35S. 00 . Crit W.S. (ft ) 281. 87 . Flow Area (sq ft ) 0 . 01 84 .28 2. 23 . E.G . Slope (ft /ft ) *0 .00 8962 . Area (Sq ft ) 0 . 01 84. 28 2. 23 . Q Total (cfs ) 4 65. 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 l 5. 37 . Avg. Vel. ( ft /s) 0 .20 5. Sl 0.32 . Max Chl Dpth (ft ) 2.42 . Hydr. Depth (ft) 0. 0 1 1. 28 0.02 I I . Conv. Total (cfs ) 491 1.9 . Conv. (cfs l 0. 0 4904. 3 7.5 . Length Wtd. (ft ) 435. 93 . Wetted Per. (ft ) l.16 66.19 99.10 . Min Ch El (ft ) 2 79 . 60 . Shear (lb /sq ft) 0. 01 0. 71 0. 01 * Alpha l. 05 . Stream Power (lb/ft s ) . 0. 00 3. 92 0. 00 . Frctn Loss (ft ) 3. 09 . Cum Volume (acre-ft ) 0 . 80 12. 96 2. 44 . c ' E Loss (ft ) 0 . 01 . Cum SA (acres) l.10 6. 60 4 .11 * * ........ **. + + ++ * •• * •••• * ••••••••• * * •• * + + ** •••••• +++ ** •• * •••••••••••••• ,.,.. * •••••••• * ••• ++ *. * ...... 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 HPF 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) 3 46. 00 4 4 6. 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 . Q Total (cfs) 621. 00 . Flow (cfs) 2.59 568. 02 50.39 . Top Width (ft) 182. 62 * Top Width (ft) 16. 21 66. 00 100. 42 • Vel Total ( ft/s) 4. 52 * Avg. Vel. (ft/s) l. 02 5. 48 l. 61 • Max Chl Dpth (ft) 2. 7l * Hydr. Depth (ft) 0 .16 l. 57 0. 31 • Conv. Total (cfs) 7 558. 7 . Conv. (cfs) 31. 6 6913. 9 613. 3 • Length Wtd. (ft) 426.04 * Wetted Per. (ft ) 16. 21 66.19 100. 4 5 * Min Ch El (ft) 279.60 . Shear (lb/sq ft) 0 . 07 0 .66 0.13 ' Alpha l. 36 . Stream Power (lb/ft s ) . 0. 07 3. 62 0.21 . Frctn Loss (ft ) 2 . 25 * Cum Volume (acre-ft ) l.22 15. 90 4. 42 * c & E Loss (ft) 0 . 03 . Cum SA (acres ) l. 40 6.82 5. 60 *** •• * *** * * ** * * * *** * ** * * *** ** * * * •••••• * •••••• ** ** ....... * *. ++• + + *** *** * * * ..... * * ***** ******** +. * * 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 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: Reach! INPUT Description: RS : 5645 Station Elevation Data num• Sta Elev Sta Elev 100 286 209 284 305 276 306 274 . 56 662 280 766 282 Manning's n Values nums Sta n Val Sta n Val 12 Sta Elev Sta 280 282 290 307 276 330 Sta n Val ... ** *** * ......... * ............ * * .... ** * ............... * * **** ..... *** 100 .035 298 . 03 330 . 035 Bank Sta: Left Right Lengths: Left Channel Right 298 330 278 335. 73 245 CROSS SECTION OUTPUT Profile HPF l • E.G. Elev (ft) 279.39 * Element * Vel Head (ft) 0. 43 * Wt. n-Val. * W.S. Elev (ft) 27 8. 96 * Reach Len. (ft) * Crit W.S. (ft) 278. 96 . Flow Area (sq ft) * E.G. Slope (ft/ft) •o . 005826 • Area (sq ft) • Q Total (cfs l 4 99. 00 . Flow (cfsl ' Top Width (ft) 17 5. 31 . Top Width (ft) * Vel Total (ft/s) 3. 96 * Avg. Vel. (ft/s) • Max Chl Dpth (ft) 4. 40 *' Hydr. Depth (ft) . Conv. Total (cfs) 6537 . 5 . Conv. (cfsl . Length Wtd. (ft) 322. 88 . Wetted Per. (ft) * Min Ch El (ft) 274. 56 . Shear (lb / sq ft I ' Alpha l. 79 • Stream Power (lb/ft s ) . Frctn Loss (ft ) 0 . 51 . Cum Volume (acre-ft ) • C & E Loss (ft ) 0 .10 *' Cum SA (acres) Elev Sta Elev 280 298 278 278 385 278.5 Coe ff Contr. Expan. .1 . 3 Left OB • Channel • Right OB * 0 .03 5 0. 030 0. 035 278 .00 335. 73 245.00 l. 83 66. 08 58. 23 l. 83 66. 08 58. 23 3.56 390. 03 105. 41 3 . 83 32. 00 139 . 4 8 l. 94 5. 90 l. 81 0. 48 2.06 0. 42 4 6. 7 5109 .8 1381.0 3 .95 33. 87 139.48 0.17 0. 71 0 .15 0. 33 4.19 0. 27 0 . 79 12.19 2.19 l. 08 6 .10 3 .13 ... ++ ...... * * + ... * * * ••• + * * ++ * * .. * * ...... * .... * * ............ * * ** ........ + ........... ** .. * * .. ** * ..... * * ...... * * * * * * * * * ... ** * *. * *** * Warning: The energy equation could not be balanced within the specified nwnber of iterations. The program selected the water surface that h ad the least amount of error between computed and assumed values. Warning: The conveyance ratio (upstream conveyance divided by downstream conv eyance ) 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 is not a valid subcritical answer . The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #PF 2 ' E.G. Elev (ft ) • Vel Head (ft ) W.S. Elev (ft ) * Crit W.S . (ft ) 279. 64 Element 0.34 Wt. n-Val. 2 7 9.30 •Reach Len. (ft) • Flow Area (sq ft I Left OB * 0 . 035 278 .0 0 3.38 Channel • Right OB * 0. 030 0 . 035 335.73 245.00 77.03 116. 78 . E.G . Slope (ft /ft ) • 0. 004 304 Area (sq ft ) 3. 38 77.0 3 116. 78 . Q Total (cfs ) 665 . 00 Flow (cfs ) 6. 92 432 .86 225.22 . Top Width I ft) 239 . 87 . Top Width I ft ) 5.20 32. 00 202. 67 . Vel Total I ft/s) 3. 37 Avg. Vel. I ft /s) 2. 05 5. 62 1. 93 Max Chl Dpth (ft) 4. 74 . Hydr. Depth (ft ) 0. 65 2. 41 0. 58 . Conv. Total (cfs) 10136.2 . Conv. (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 . Fr ctn 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 than O. 7 or greater than l. 4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: West Tributary REACH: Reachl INPUT Description: Station Elevation Data Sta Elev Sta 281 100 139 274 149 Manning 's n Values Sta n Val Sta RS : 5300 numz Elev 280 275 nums n Val 10 Sta 113 168 Sta Elev 277 277 n Val ***** * **** * * .... ** *** ** •• ** ++++ *"'* ** ..... * ++ * * * **** 0 . 035 113 .03 168 .035 Bank Sta: Left Right Lengths: Left Channel 113 168 198 198 CROSS SECTION OUTPUT Profile #PF 1 Sta Elev Sta Elev 129 275 138 274 197 278 374 279 Right Coe ff Con tr. Expan. 198 .1 .3 * * * * ... * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * ** * *. * * * * * * * * * * * * * *. * * * * *. *. * * * * * * .. *. * *. * * •• * * * * * * * * * * * * * E.G. Elev (ft) 278 . 58 * Element Left OB 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 I ft/ft) •o. 000729 * Area (sq f t) 4. 69 166. 39 47.77 * Q Total (cfs) 499.00 . Flow (cfs ) 4. 30 4 63. 7 3 30.97 • Top Width (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 I ft) 4. 47 * Hydr . Depth (ft) 0. 74 3 . 03 0. 43 . Conv. Total (cfs) . 18475 . 7 * Conv. (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 • Alpha 1.39 . Stream Power (lb/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 * * *** * **** •• * *** ***** *** * ** * * ***. * * * **** ** * ••• ** * * * ••• * **** •• ** ** * •••• **** **** * .. * *. *** * * ******* 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 ** * * ** ** ** * * •••• * *** * ....... **** * ** * * * * * +••• *. * * * ** * ** * ** *** .............. * ** **** **. *** * ... * * *** ** ***** * * * 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 I ft/ ft) •0.000488 • Area (sq ft) 9. 89 203. 02 160.16 * Q Total (cfs) 665. 00 . Flow lcfs) 9. 53 528. 51 126.96 ' Top Width (ft) 270 . 26 + Top Width (ft) 9. 26 55. 00 206.00 * Vel Total lft/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 I ft) 274 .00 . Shea r (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. 0 1 . 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 than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION RIVER: West Tributary REACH : Reachl INPUT Description: RS: 5102 Station Elevation Data num~ St a Elev Sta Elev 0 264 52 283 17 Sta 76 Elev Sta Elev Sta Elev 282 84 281 86 280 8 9 279 9 3 278 1 0 3 277 11 2 27 6 188 2 76 232 275 2 36 2 74 3 2 0 2 73 . 5 3 60 2 73. 5 38 0 27 4 4 0 7 280 500 281 Manning's n Values num~ Sta n Val Sta n Val Sta n Val • + *. + *. ** * •• + * * * ** + •••• ** + * * * *. *. + * * * *. **. *. *. * * . 035 112 .03 380 .035 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Con tr. Expan. 112 3 80 105 1 0 5 1 0 5 .1 . 3 CROSS SECTION OUTPUT Profile #PF 1 ** +. * * * + ** •• + * **** ***. +. * .... + * + ... * *. **. + ***. * •• * * * •• * •• +. + ••••• * •• ** •• * * + +. * ......... ** * ** *** .... * .. * 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 + Crit W.S. {ft) 274.40 . Flow Area {sq ft ) 29. 31 . 1 0 42 .29 46. 34 * E.G. Slope {f t /ft ) • 0. 000014 • Area {sq ft) 29. 31 . 1 0 42.29 46. 34 * Q Total {cfs ) 4 99 . 00 . Flow {cfs ) 5. 79 4 BO. 62 12. 59 Top Width {ft) 309. 58 * Top Width {ft ) 21.15 268. 00 20 . 42 * Vel Total (ft/s ) 0. 45 * Avg. Ve!. {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. {cfs) 1538. 2 * 127627 . 4 3343. 4 * 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 . 0 0 0. 00 • Alpha 1. 04 * Stream Powe r {lb/ft s ) . 0 . 00 0. 00 0 .00 . Frctn Loss {ft ) * Cum Volume {acre-ft) 0 . 70 B . 54 1. 68 * C & E Loss {ft) * Cum SA (acres) 0 . 98 5. 03 2 .12 ***** * * ** * ..... * ** * * * *** ** ** ** ** ** * * *. ** ....... + *** * *** * **** ......... * *** * •• * .... * •• * * * * .......... * * •• CROSS SECTION OUTPUT Profile ~PF 2 **** ** ..... * •*** * * *. * •• * .... * ** * * *** *** **** + *** * *** * * *** *** * * ** ** ***"' * ** * ***** * * ** * * * •• ** ••• ***. * ** * E.G. Elev {ft) 279 .19 • Elemen t Left OB * Channel * Right OB * * Vel Head {ft) 0. 00 * Wt. n-Val . 0. 035 0. 030 0. 035 * 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 * 0 Total {cfs) 665. 00 . Flow {cfs ) 10.76 635 .85 18 . 39 . Top Width {ft) 314. 89 * Top Width {ft ) 23 . 55 2 68. 00 23 .33 * Vel Total {ft/s ) 0 . 50 • Avg . Vel. {ft /s) 0.25 0 . 52 0. 30 • Max Chl Dpth {ft ) 5. 68 * Hydr. Depth {ft) 1. 86 4 . 54 2.59 * Conv. Total {cfs ) *172457 .9 . Conv. {cfs) 2791.4 *164898.1 4768.3 . Length Wtd. {ft ) 105. 00 * Wetted Per. {ft) 23 .8 1 268.14 23. 90 * 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 o. 00 0. 00 . Frctn Lo ss {ft) * Cum Volume {acre-ft ) 1. 03 10.68 2.54 * C & E Loss {ft) * Cum SA (acres ) 1. 20 5.25 2. 69 ** ** *** *** *** * .... * * * ** *. * * * *** •• * •••• * * ................ * ••• * ••• * ** ••• ** * ** *** '* * *** * * ** * •• *** ** *** * CULVERT RIVER: West Tributary REACH: Reach! INPUT Descriptio n: RS: 5050 Distance from Upstream XS -20 Deck/Roadway Width 30 Weir Coefficient 3 Upstream Deck/Roadway Co ordinates num-4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 280 195 278.75 600 280 Upstream Bridge Cross Section Data Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev 0 284 52 283 76 282 89 279 93 278 103 277 232 275 2 36 274 320 273. 5 407 2 80 5 00 281 Mann i ng's n Values nurnc Sta n Val Sta n Val Sta n Val * * ..... * *. ** ••• * * * * * * ** * *** * *. * *. * ••• * * *. * * * ** * * * * . 035 112 .03 3 8 0 .035 Bank Sta: Left Right Coe ff Con tr. Expan. 112 38 0 .1 .3 Downstream Deck/Roadway Co o rdinates num• 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 280 270 278.7 5 600 2 80 Downstream Bridge Cr o ss Sectio n Data Station Elevation Da t a num= 14 Sta Elev Sta Elev Sta Elev Sta Hi Co rd Lo Cord 215 278.75 Sta Elev Sta Elev 84 281 86 2 80 112 2 76 188 276 360 2 73.5 380 2 74 Sta Hi Co rd Lo Cord 29 0 2 7 8.75 Sta Elev Sta El ev ...... ** ••••• * .. * * .... * * * + ........... * * * ** * * + ** ** * •• * * .......... * *** ........ ** *. * * *. ** * .. ** * ** * * 282 45 281 69 280 146 277 226 276 256 275 302 273 306 275 323 276 Manning's n Values num: Sta n Val Sta n Val Sta n Val ***** ** ** * •• *** **. * * * *** •• +•• * ***. ** * ** * ** ....... . 03 5 226 .03 323 . 035 Bank Sta: Left Right Coe ff Con tr . Expan. 226 323 . l .3 85 279 100 260 274 263 367 277 horiz. to 1.0 vertical 4 horiz. to 1. 0 vertical Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design flow . 95 Weir crest s hape '"' Broad Crested Number of Culverts • Culvert Name Shape Rise Span Culvert H 1 Circular 4 FHWA Chart # -Concrete Pipe Culvert FHWA Scale # -Square edge entrance with headwall Solution Criteria • Highest U.S. EG 278 273 Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 20 60 .014 .014 0 .l .5 Number of Barrels ""' Upstream Elevation • 274. l Centerline Stations Sta. Sta. Sta. Sta. Sta. Sta. 324 330 337 343 350 356 Downstream Elevation -= 274 Centerline Stations Sta. Sta . Sta. Sta. Sta. Sta. 267 273 280 286 293 299 CULVERT OUTPUT Profile #PF Culv Group: Culvert #1 * Q Culv Group (cfsl 499. 00 * Cul v F'ull Len (ft) * H Barrels 6 * Culv Vel us (ft/s) 7. 50 • Q Barrel (cfs) 83.17 * Culv Vel DS (ft /s ) B. 98 * E.G. us . (ft) 278.54 * Culv Inv El Up (ft) 274 .10 * W.S. us. (ft) 278. 54 • Culv Inv El Dn (!t) 27 4. 00 * E.G . DS (ft) 275. 75 * Culv Frctn Ls (ft ) 0.26 • w.s. DS (ft ) 27 5.46 * Culv Exit Loss (ft) 2.27 * Delta EG (ft) 2. 79 • Cul v En tr Loss (ft ) 0. 27 * Delta WS (ft) 3. 07 * Q Weir (cfs ) * E.G. IC (ft) 278. 54 • Weir Sta Lft (ft ) * E.G. oc (ft) 278. 36 * Weir Sta Rgt (ft ) * Culvert Control Inlet • Weir Submerg • Culv ws Inlet (ft) 277 . 40 * Weir Max Depth (ft) • Culv ws outlet (ft ) 27 6. 76 • Weir Avg Depth (ft ) * Cul v Nml Depth (ft ) 4. 00 • Weir Flow Area (sq ft) * • Cul v Crt Depth (ft ) 2. 76 * Min El Weir Flow (ft) 278.76 ** ...... * •• ** ...... ** * .... * ** •• ** •• * **** ••• * * ****. *. * * ........ ** ................. *** .. 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 . CULVERT OUTPUT Profile #PF 2 Culv Group: Culvert #1 * ......... ** * ••••••• * ...... * •• ** ...... * ........ * ............... * * ............. * * + .......... . *' Q Cul v Group (cfsl 588 . 08 • Cul v Full Len (ft) * # Barrels 6 • Culv Vel US (ft/s) B .19 • Q Barrel (cf s ) 98. 01 * Culv Vel DS (ft/s) 9. 69 * E.G. us . (ft) 27 9.19 • Culv Inv El Up (ft) 274.10 • w.s. us. (ft) 279.18 • Culv Inv El Dn (ft ) 27 4. 00 * E.G. DS (ft) 276.0l • Culv Frctn Ls (ft) o. 31 • w.s . DS (ft ) 275.56 • Culv Exit Loss (ft ) 2. 45 * Delta EG (ft) 3.18 • Cul v Entr Loss (ft) 0. 42 .. Delta WS (ft) 3. 62 • Q Weir (cf s ) 76. 92 * E.G. IC (ft) 279 .19 * Weir Sta Lft (ft ) 127. 79 E.G. oc (ft) 279. OB * 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 ) 0. 24 Culv Nml Depth (ft) 4 . 00 * We i r Flow Area (sq ft) . 51. 68 • Culv Crt Depth (ft) 3. 00 * Min El Weir Flow (ft) 27 8 . 7 6 Note: The normal depth exceeds the height o f 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 I I I INPUT Description: Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev + * ** •• ** * *• * ++ ** * ** * ..... ** .. * ** * * * + ... * * * ** ... * * * •*** ++• .. *. + ........ * *. * +++ +++ * ** * * * * * ... 282 45 281 69 280 85 279 100 278 1 4 6 277 226 276 256 275 260 274 263 273 302 273 306 275 323 276 367 277 Manning's n Values num= Sta n Val Sta n Val Sta n Val •••••• * * * * * •• ** * * *** *** ... * * * * ** * *** * * * ++ * * * * * +. * .035 226 .03 323 . 035 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr . Expan . 226 323 112 112 ll2 . l .3 CROSS SECTION OUTPUT Profile #PF l * E .G. Elev (ft) 275.75 + Element Left OB ' Channel * Right OB • * Vel Head I ft! 0. 28 * Wt. n-Val. 0 . 030 * w.s. Elev (ft) 275.46 • Reach Len. (ft) 112. 00 112. 00 112. 00 * 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) 4 99. 00 . Top Width (ft) 7l. 83 + Top Width (ft) 7l. 83 • Vel Total (ft/s) 4. 27 * Avg. Vel. l ft/s) 4. 27 * Max Chl Dpth I ftl 2.46 + Hydr . Depth (ft) l. 63 . Conv. Total (c fs ) 794 l. 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 ' Alpha l. 00 + Stream Power (lb/ft s) . l. 69 . Frctn Loss <ft I 0.23 + Cum Volume (acre-ft) 0.66 7 .15 l. 63 . C & E Loss (ft) 0. 07 + Cum SA (acres) 0. 96 4. 62 2.10 ** ***** * *. ++ *** * + * * ++ * •••• * *. * * * *** ** ** ++ * ** ** ............... * ** * * •••••• * * + •••• * * •• * * * * ** * ** * * * * ** * Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 o r greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 ***********···················································································· * E.G. Elev (ft) 276. Ol + Element Left OB + Channel * Right OB ' * Vel Head (ft) 0. 45 * Wt . n-Val. 0. 030 • W.S. Elev (ft) 275. 56 • Reach Len. (ft ) 112. 00 112. 00 ll2. 00 * Crit W.S. (ft) . Flow Area (sq ft ) 124.02 * E.G. Slope (ft/ ft I •o. 006229 • Area (sq ft) 124.02 . 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 + Max Chl Dpth (ft) 2.56 * Hydr. Depth (ft) l. 62 * Conv. Total (cfsl 8425 .9 * Conv. (cfs) 8425.9 • Length Wtd. (ft) 112. 00 * Wetted Per. (ft) 77 .19 * Min Ch El (ft) 273. 00 + Shear (lb/sq ft) 0. 62 * Alpha l. 00 + Stream Power (lb/ft s) . 3.35 + Frctn Loss (ft) 0. 36 * Cum Volume (acre-ft ) 0. 98 9. 06 2.46 • c & E Loss (ft ) 0. lO . Cum SA (acres) l. l 7 4. 84 2. 67 **** •• *. * * ** * *. * ••••• * .••••••••• * ** ********* ** •.••• * * * .•••. * • .,. •. ** **. *** •.•••••• * ** * ****. * * * **. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 o r greater than 1. 4. This may indicate the need for addit ional cross sections. CROSS SECTION RIVER: West Tributary REACH: Reachl INPUT Description: RS : 4615 Station Elevation Data num"" Sta Elev Sta Elev 280 30 274 Manning's n Values num= Sta n Val Sta n Val . 035 .03 Sta Elev Sta 187 274 258 Sta n Val 258 .035 Bank Sta: Left Right Lengths: Left Channel Right 341 0 258 34 l 34 l CROSS SECTION OUTPUT Profile #PF l • E.G. Elev (ft) 27 5. 4 5 Element • Vel Head (ft) 0. 06 * Wt. n-Val. w.s. Elev (ft I 275 .39 * Reach Len. (ft) * Crit W.S. I ft! . Flow Area (sq ft) E.G. Slope (ft/ft ) •0 .001258 . Area (sq ft) • Q Total (Cfs) 499.00 + Flow (cfs l Top Width (ft) 196.76 + Top Width (ft) • Vel Total (ft/s ) 2.03 -+ Avg. Vel. (ft /s l Max Chl Dpth I ft! l. 39 + Hydr . Depth (ft) . Conv . Total (cfs) . l407l. 0 + Conv. (cfs ) Elev 277 Coe ff Con tr. . l Left OB ' 34 l. 00 . Expan. .3 Channel 0. 030 34 l. 00 245. 36 245. 36 499. 00 196.76 2. 03 l. 25 l407l. 0 Right OB • 34 l. 00 Length rl t d. (ft ) 3 4 1 . 00 • Wetted Per. (ft ) 1 96 . 93 • Min Ch El (ft ) 27 4. 00 Shear (lb/sq ft ) 0.10 ' Alpha 1.00 + Stream Power (lb/ ft S ) . 0 . 20 . Frctn Loss (ft) 1. 05 * Cum Vo lume (acre-ft ) 0. 66 6. 6B 1. 63 • c & E Loss (ft) 0 . 02 * Cum SA (acres ) 0 . 96 4.2 B 2.1 0 ** * ++ + * * * ......... * +• * ** * * * •• ** * * ****** ***** * ... *** **** ...... * * ** * •••• * + + ** * ** ** * ++++ +++ ** ** * + *** ..... * * ... * * * 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 addit i onal cross sections . Warning: The energy loss was greater than 1. O ft (0. 3 m) . bet.ween the current and previous cro ss section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 * E.G. Elev (ft ) 275.54 * Element Left OB • Channel * Right OB * * Vel Head (ft) 0 .10 * Wt. n-Val. 0. 030 * w.s . Elev (ft) 27 5. 4 4 * Reach Len. (ft) 341.00 341. 00 341. 00 * Crit W.S . (ft ) * Flow Area (sq ft) 255.74 * E.G. Slope (ft /ft) *O. 0 01965 * Area (sq f t ) 2 55. 74 * Q Total (cfs) 665. 00 * Flow (cfs ) 665. 00 * Top Width (ft ) 19B . 27 * Top Width (ft) 19B . 27 * Vel Total (ft/s) 2. 60 • Avg. Vel. (ft/s) 2. 60 * Max Chl Dpth (ft) 1. 44 • Hydr. Depth (ft) 1.29 * Conv. Total (cfs) * 15000.9 * Conv. (cfs ) * 1 5000.9 * Length Wtd. (ft) 341. 00 * Wetted Per . (ft) 19B. 44 * Min Ch El (ft) 274 . 00 * Shear (lb/sq ft) 0 .16 * Alpha l. 00 * Stream Power (lb/ ft s ) * 0. 41 * Frctn Loss (ft ) 0. 71 * Cum Volume (acre-ft ) 0. 9B B. 57 2.46 * C & E Loss (ft) 0. 00 • Cum SA (acres) 1.17 4 . 4B 2.67 ............................................................................ ***************•*************** CROSS SECTION RIVER: West Tributary REACH: Reachl INPUT Description: RS : 4274 Station Elevation Data num• Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ., ................................................................................... . 2BO B2 274 247 273 255 273 270 274 369 275 Manning's n Values n umE Sta n Val Sta n Val Sta n Val .................. ** •••••••••• "'. + "'** * * * **"'. *** ••• + . 035 B2 .03 270 .035 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. B2 270 174 174 174 .1 .3 CROSS SECTION OUTPUT Profile #PF l "' E.G. Elev (ft ) 274. 3B * Element Left OB * Channel * Vel Head (ft) 0. 31 '* Wt. n -Val. 0. 035 0. 030 * w.s. Elev (ft) 2 7 4. OB • Reach Len. (ft ) 174. 00 174. 00 * Crit W.S. (ft) 274. OB * Flow Area (sq ft) 0. 04 112. 3B * E.G. Slope (ft /ft) * 0. 015952 * Area (sq ft ) 0 . 04 112 . 3B * Q Total (cfs) 4 99 . 00 * Flow (cfs ) 0. 02 49B. BO * Top Width (ft) 196.62 * Top Width (ft ) 1. OS !BB. 00 • Vel Total (ft /s) 4. 43 * Avg. Vel. (ft /s ) 0. 61 4. 44 * Max Chl Dpth (ft) 1. OB * Hydr. Depth (ft) 0. 04 0. 60 * Conv. Total (cfs ) 3 950. B * Conv. (cfs ) 0. 2 394 9. 2 * Length Wtd. (ft) 174. 00 • Wetted Per. (ft) 1.05 lBB.04 * Min Ch El (ft ) 273. 00 . Shear (lb/sq ft) 0. 04 0. 60 • Alpha 1. 00 * Stream Power (lb/ft s ) . o. 02 2. 64 * Frctn Loss (ft) 0.22 • Cum Volume (acre-ft ) 0. 66 5.2B • C & E Loss (ft) 0. 07 * Cum SA (acres ) 0 . 95 2. 77 + Right OB • 0 . 035 174. 00 0 . 29 0 . 29 0 . lB 7 . 57 0. 61 0. 04 l. 4 7. 57 0 . 04 0.02 l. 62 2 .07 ••• * ** •• ** + +. * ** ** * * ** ...... ** * ••• * * * * **. ** •• **. ** ••• * **. * ...... *. + * •• * * * * **** * **** **** •• * * *. * **. Warning: The energy equation could not be balanced within the specified number of i terations. The program used critical depth for the water surface and continued on with the calculat i ons . 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 . Warning: During the standard step iterations, when the assumed water surface was set equal to criti cal depth , the calculated water surface came back below critical depth . This indicates that there is no t a valid subcritical answer. The program defaulted to critical depth . CROSS SECTION OUTPUT Profile #PF 2 * E.G. Elev (ft ) 2 7 4 . B4 • Element Left OB * Channel . Right OB * • Vel Head (ft) 0 .11 * Wt. n-Val. o. 035 0 . 030 0 .035 * W.S. Elev (ft ) 27 4. 73 • Reach Len. (ft ) 174. 00 174. 00 17 4. 0 0 * Crit W.S. (ft ) * Flow Area (sq ft ) 3. 63 235. 02 26.29 • E.G. Slope (ft/ft) *O. 0 02207 • Area (sq ft ) 3. 63 235.02 26 .29 . Q Total (cfs ) 6 65. 00 * Flow (cfs ) 3 . 69 634. 5 6 26.76 . Top Width (ft ) 270 .11 * To p Wi dth (ft ) 9. 96 !BB.CO 72 .15 * Vel Tota l ( ft /s ) 2 . 51 * Avg. Ve!. (ft /s ) 1. 02 2. 70 1. 0 2 • Max Chl Dpth (ft) 1. 73 * Hydr . Depth (ft) 0 . 36 1.25 o. 36 * Conv. Total (cfs) * 14154.7 • Conv. (cfs ) 7B . 5 13506. 7 5 6 9. 5 • Length Wtd . (ft ) 1 7 4 .00 • Wetted Per . (ft ) 9. 99 1 BB. 0 4 72 .16 I I I • Min Ch El (ft) • Alpha * Frctn Loss (ft l • C & E Loss I ft I 273 . 00 1.11 o. 09 0. 02 • Shear (lb/sq ft ) • Stream Power (lb/ft s) • Cum Volume (acre-ft ) * Cum SA (acres ) 0.05 0.05 0. 97 1.13 0.17 0. 47 6. 65 2. 97 o. 05 o. 05 2.36 2.38 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 SECTlON RIVER: West Tributary REACH: Reachl lNPUT Description: RS: 4100 Station Elevation Data nu.ms Sta Elev Sta Elev 0 276 55 275 173 276 318 277 Manning's n Values nwn• Sta n Val Sta n Val Sta Elev Sta Elev Sta 89 268.5 119 268. 5 143 Sta n Val * *. ** ** * * * ** ** * ** * * * +• * * *. * * *** * * ••• *. * ** **** **. .035 55 .03 173 .035 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Con tr. 55 173 100 100 100 .1 CROSS SECTlON OUTPUT Profile #PF 1 * E .G. Elev (ft) 273 .10 * Element Left OB • * Vel Head (ft) 0 . 08 * Wt. n -Val. * w.s. Elev (ft ) 273 . 02 * Re ach Len. (ft) 100. 00 • Crit W.S. (ft) 270. 36 . Flow Area (sq ftl * E.G. Slope (ft/ft ) •0.000425 * Area (sq ft ) • Q Total (cfsJ 501. 00 * Flow (cfsJ • Top Width (ft) 70 . 37 * Top Width (ft) * Vel Total lft/sJ 2 . 21 • Avg. Vel. l ft/s J * Max Chl Dpth (ft) 4 . 52 • Hydr. Depth I ftl * Conv. Total (c fsJ . 24315. 4 * Conv. (cfsJ . * Length Wtd. (ft) 100. 00 * Wetted Per. (ft) * Min Ch El (f t) 268. 50 * Shear (lb/sq ft) * Alpha 1. 00 * Stream Power l lb/ft sJ . . Frctn Loss (ft) * Cum Volume (acre -ft) 0.66 * C & E Loss (ft) . Cum SA (acres) 0. 95 Elev 275 Expan. . 3 Channel • Right OB • 0.030 100. 00 100.00 227. 03 227. 03 501 . 00 70. 37 2. 21 3. 23 24315. 4 71. 40 0. 08 0.19 4. 60 1. 62 2. 26 2.06 ••••++••••••••+++•••+***********************+************************************************** CROSS SECTlON OUTPUT Profile #PF 2 * **** *** ** ****** *** * * * * * * * * * * ** ***** * * * *** * ** * * * * * * * *** *** ***** ** *** * ** * + * * * ** +• * * * ** * * * **** ** * * E.G . Elev (ft) 274. 73 . Element Left OB . Channel * Right OB . . Vel Head I ftl 0. 06 * Wt . n -Val. 0. 030 * 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 . Q Total l cfs) 67 6. 00 . Flow (cfsJ 67 6. 00 . Top Width (ft) 85 .11 . Top Width (ft) 85.11 * Vel Total (ft/s) 1. 90 . Avg. Vel. f ft/ s I 1. 90 * Max Chl Dpth (ft) 6 .18 . Hydr. Depth (ft) 4 .18 . Conv. Total (cfsJ * 45172.6 * Conv . (cfsJ . 45172.6 * Length Wtd. I 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 sJ . 0 .11 . Frctn Loss (ft ) * Cum Volume I acre-ft I 0. 96 5. 47 2. 31 * c ' E Loss (ft ) * Cum SA (acres) 1.11 2 . 43 2 . 24 * **** •••• * * * * * * * * + +. * *** * ** * + *** * *** * +. * +• * ** * * * * ** * ** *** .. + * ** + * .. *** * ** * ** * .. ** + .. *** ***** * * *. * * * CULVERT RIVER: West Tributary REACH : Reachl lNPUT Description: Distance from Upstream Deck/Roadway Width Weir Coefficient Upstream Deck/Roadway num• 2 RS : 4050 XS • 20 30 2.6 Coordinates Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 27 5. 35 350 275. 35 Upstream Bridge Cross Section Data Station Elevation Data nwn-= Sta Elev Sta Elev Sta Elev Sta El e v Sta Elev * * * * ** * * ...... * * *. * * * *. * +• +. ++. ++ + * + •• + *. *. *. + .......... + ........ + *. * * ....... * * •••••• + •••• 173 276 276 Manning's n Values Sta n Val 55 318 275 277 nwn= Sta n Val 89 268 . 5 119 268.5 143 275 Sta n Va l * * * * * +• * ** * .,.. * + ***** ... ,.. * * .. * * * ** * +•• ++ .. * ........ * .... . 035 55 . 03 173 .035 Bank Sta: Left Right Coe ff Contr . Expan. 55 173 .l .3 Downstream Deck/Roadway Coordinates num: 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord * * * * *** .. * * *** .. * * *** ... * * * ..... * ... *. * ** * * * .. * * * * * * * * * 275.35 700 275.35 Downstream Bridge Cross Section Data 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• Sta n Val Sta n Val Sta n Val **** * ....... * *** * **+*** * * * * ** *** * *** *** ** ** * * •• *'* * * . 035 217 . 03 410 .035 Bank Sta: Left Right Coe ff Con tr. Expan. 217 410 . l . 3 Upstream Embankment side slope horiz. to 1. O vertical Downstream Embankment side slope horiz. to 1. 0 vertical Maximum allowable submergence for weir flow ""' . 95 Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design Weir crest shape Broad Crested Number o f Culverts • Culvert Name Shape Rise Span Culvert ff 1 Circular 4 FHWA Chart # 2 -Corrugated Metal Pipe Culvert FHWA Scale ff -Mitered to conform to slope Solution Criteria c Highest U.S. EG Culvert Upstrm Dist Length To p n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 20 60 .024 .024 0 .5 l Number of Barrels = Upstream Elevation • 268. 5 Centerline Stations Sta. Sta. Sta. Sta . Sta. Sta. 86. 69 93 .19 100.69 l 08 .19 115.69 122.19 Downstream Elevation • 267. 5 Centerline Stations Sta . Sta . Sta . Sta . Sta. Sta. 27 4. 4 8 280 . 98 288. 48 295. 98 303. 48 310.98 CULVERT OUTPUT Profile #PF l Culv Group: Culvert #1 *** * ** * * * * * * * ++ * * * * * * * * *** * **** **** **• *. ** *** *** * **** ... ******** ** * * ** ** ** . Q Culv Group (c fs) 501. 00 * Culv FUll Len (ft) . # Barrels 6 • 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 * w.s. DS (ft) 271. 29 * Culv Exit Loss (ft) 0. 68 * Delta EG (ft) l. 77 . Cul v En tr Loss (ft) 0. 46 . Delta WS (ft) l. 73 . O Weir lcfs) * E.G. IC (ft) 272. 99 * Weir Sta Lft (ft) * E.G. DC (ft) 273.10 * Weir Sta Rgt (ft) * Culvert Control OUtlet * Weir Submerg * Culv WS Inlet (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) 27 5. 36 ............................................................... *'***•************ CULVERT OUTPUT Profile #PF 2 Culv Group: Culvert #1 +++ * ** *** * *. ** * * * **** ** *** •• ** * •• * •••• * * * * * * * * ••• * * * * * *** •*** *. * * * * ••• **. • Q Culv Group (cfs ) 676.00 . Cul v Full Len (ft) 60.00 . # Barrels . Culv Vel us I ft/s) 8. 97 * 0 Barrel (cfs) 112. 67 . Culv Vel DS I ft/s) 8.97 * E.G . us. (ft) 274.73 • Culv Inv El Up (ft) 268. 50 * w.s. us . (ft) 274.68 . Culv Inv El Dn (ft) 267. 50 * E.G. DS I ft) 271. 65 * Culv Frctn Ls I ft) l.26 * w.s. DS (ft) 271. 60 . Culv Exit Loss (ft) l. 20 * Delta EG (ft) 3. 08 * Cul v En tr Loss (ft) 0. 62 * Delta WS (ft) 3. 07 . 0 Weir (cfs) * E.G. IC (ft) 275. 27 * Weir Sta Lft (ft) ' E.G. cc (ft) 274. 73 * Weir Sta Rgt (ft) * Culvert Control Outlet * Weir Submerg * Culv WS Inlet (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 Note: The normal depth exceeds the height o f the culvert. The program assumes that the normal depth is equal to the height o f the culvert. Note: During t he supercr itical calculations a hydraulic jwup occurred inside of the culvert. Note: The culvert i nlet is submerged and the culvert flows full over part o r all of its l ength . Therefore, the culvert i n l et equations are not val id and t he supercritical result has been discarded. The outlet answer will be used. CROSS SECTION RIVER: West Tribut ary REACH: Reachl INPUT Description: RS: 4000 Station Elevation Data num- Sta Elev Sta Elev 278 20 27 7 92 273 105 272 176 270 20 5 272 345 271 410 272 Manning's n Values num& Sta n Val Sta n Val 20 Sta 65 117 217 436 Sta Elev 276 271 272 273 n Val * ** ** ...... * * ** * *** * ***** * * ****** * ** * ** ..... ** ** * * * * ** . 035 217 .03 410 . 035 Bank Sta: Left Right Lengths: Left Channel 217 41 0 281 281 CROSS SECTION OUTPUT Profile HPF l Sta Elev Sta Elev 81 275 86 274 130 271 172 270 277 267.5 3 07 267. 5 591 274 675 275 Right Coe ff Contr. Expan. 281 . l . 3 ** * *** * ** * **** * * * * * * ***** * ** * * ** * * ***** **** * * * * * * **** * *** ••• * ** .......... * * * ** * .. ** **** * **** ******** * E.G. Elev I ft ) 27 1. 33 * Element Left OB * Channel * Right OB * * Vel Head (ft) 0. 04 * Wt. n-Val. 0. 035 0 . 030 * W.S. Elev (ft ) 271. 29 * Rea c h 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 * 0 Total (cf s ) 5 0 1 . 00 * Flow (cfs) 35.22 465.78 * Top Width (ft) 218.53 * Top Width (ft) 81.18 137. 36 * Vel Total l ft/s) l. 46 * Avg. Vel. l ft /s ) 0. 64 l. 61 * Max Chl Dpth I ftl 3. 79 * Hydr. Depth (ft ) 0. 67 2.11 * Conv. Total (cfs) * 25340 .9 * Conv. lc fs ) 1781.4 * 23559.5 * Length Wtd. I ft ) 281. 00 * Wetted Per. (ft) 81. 24 137.66 * Min Ch E l (ft) 267. 50 * Shear (l b /sq ft) 0. 02 0 . 05 * Alpha 1.15 * Stream Power (lb /ft S ) * 0. 01 0. 0 8 * Frctn Loss (ft ) 0.16 • Cum Volume (acre-ft) 0. 60 4 .01 l. 62 * c & E Loss (ft) 0. 00 * Cum SA (acres) 0. 86 2. 02 2.06 ** * ***• .. ** ........ * **** ** * *'***. *** * ** * * *****• *** ** ... ** ** * * ... ** ....... * *. ** *** * * *. * * * ** * **** **** *** * ....... Warn ing: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance ) is less than 0.7 o r greater than 1.4. This may indica te the need fo r additional cro ss sections. CROSS SECTION OUTPUT Pro file HPF * E.G. El ev (ft ) 271. 65 • Element Left OB * Channel * Right OB * * Vel Head (ft ) 0 . 05 • Wt. n-Val. 0 . 035 0 . 0 30 * W.S. Elev (ft) 271 . 60 * Reach Len. (ft ) 281 .00 281. 00 28 1. 00 * Crit W.S . (ft) * Flow Area (sq ft) 81. 35 336. 49 * E.G. Slope (ft/ft ) * 0. 0004 96 * Area (sq ft) 8 1. 35 3 36.49 * Q Total (cfs) 676. 00 * Flow (cfs ) 72.15 603. 85 * Top Width I ft) 251. 34 * Top Width (ft) 89. 47 161. 87 * Vel Total (ft /s ) 1. 62 * Avg. Vel . I ft /s ) 0 . 89 1. 79 * Max Chl Dpth (ft) 4.10 * Hydr. Depth (ft ) 0 . 91 2. 08 * Conv. Total (cfs ) * 30350 . l * Conv. (cfs ) 3239. 4 * 27110.7 • Length Wtd. (ft) 281. 00 * Wetted Per. (ft ) 89.56 162 .1 9 • Min Ch El (ft ) 267. 50 * Shear (l b /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 * C & E Loss (ft) o. 00 * Cum SA (acres) l. 01 2 .14 2 . 2 4 • ** ... * * *** ••• ** ** .. * * * ** ** * ..... * * ** ** * * * * ** * .. * * * * ..... **** * *** ** * * .. * *. * * * * * * * * * * * * * .............. * * * * ........ * Warning: Divided flow compu t ed for this cross -section . CROSS SECTION RIVER: West Tributary REACH : Reachl INPUT Description: Station El evation Data Sta Elev St a RS: 3718.67 num= 14 El ev Sta Elev Sta Elev Sta Elev •• * * * * ... * ... * ... ** * * ...... * * * •• ** .... * * * ••• * *. ** * * **. * * * * * ** * .... ** * .... * ** * * ... * ........ * .......... .. 100 276 196 274 299 272 309 270 319 268 322 267 . 64 32 4 268 3 47 270 457 270.5 564 270 575 269.75 586 270 703 272 778 27 4 Manning's n Values num= Sta n Val Sta n Val Sta n Val ** *. **. * ........... * ....... ** * * *. * * .... * .. * * .... * * * * .. * ••• * *. * •• 1 00 . 035 299 .03 347 . 035 Bank Sta: Left Right Lengths: Left Channel Ri ght 299 3 4 7 264 483.0 6 2 49 CROSS SECTION OUTPUT Profile UF 1 . E.G. Elev (ft ) 271.17 • Element • Vel Head (ft ) 0 .05 + Wt. n-Val. + w. s. Elev {ft ) 271.11 • Reach Len. {ft ) . Crit W.S . {ft ) . Flow Area {sq ft ) • E.G. Slope {ft /ft ) • 0 . 000924 • Area {sq ft ) . Q Total l cfs) 501. 00 . Flow {cfs ) . Top Width {ft) 347. 78 + Top Width {ft ) • Vel Total {ft /s ) 1. 47 + Avg. Vel. {ft /s) • Max Chl Dpth {ft ) 3. 47 • Hydr . Depth {ft ) . Conv. Total {cfs) 16485.3 + Conv. {cfs ) . Length Wtd . {ft ) 423. 32 + Wetted Per. {ft) + Min Ch El {ft) 267. 64 . Shear {lb/sq ft) * Alpha 1. 50 * Stream Power {lb/ft s) . Frctn Loss {ft ) 1.06 • Cum Volume {acre-ft ) . c & E Loss {ft) 0. 08 * Cum SA (acres) Coeff Contr. .1 Left OB * 264. 00 . 0. 42 o. 59 Expan. . 3 Channel 0. 0 30 4 83 . 06 89. 36 8 9. 36 215 . 66 43. 57 2. 41 2.05 7 096 .1 44. 02 0 .12 0 . 28 2 .79 1. 43 . Right OB • 0 . 035 24 9. 00 251. 24 251. 24 285. 34 304. 21 1.14 0. 83 9389 .1 304.22 0. 05 0. 05 0 . 81 1. 07 + ** *** +++ ** * +++++ ++ ••• ** * •• * •• * ++ *** *** * *** * * + •••• ** * ** ** ** * * *+ + + + •• + •••••• ++ +. * + * ++ •••••••• ** * 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 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 #PF 2 ************••················································································· * E .G. Elev {ft) 271. 48 * Element Left OB * Channel * Right OB ' * Vel Head {ft) 0. 05 * Wt. n-Val. 0.030 o. 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. 0007 56 * Area {sq ft ) 103.46 350. 89 * Q Total {cfs) 676. 00 . Flow {cfsl 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 * Conv. Total {cfs ) * 24591. 6 . Conv . {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) O. ll 0 . 05 * Alpha 1. 34 * Stream Power (lb/ft s) . 0.25 0. 06 * Frctn Loss {ft) 0.87 . Cum Volume {acre-ft) 0. 60 3. 26 1.18 * C & E Loss {ft ) 0.09 * Cum SA (acres) o. 72 1. 48 1.20 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * + * * * * * * * * * * * * * *. *'* ••• * * * ••• * * *. * * +. * *. *. * * * *. * * * * * * * * Warning: The velocity head has changed by mo re than 0.5 ft (0.15 m). This may indicate the need for addi tional 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. CROSS SECTION RIVER: West Tributary REACH: Reachl RS: 3235.61 INPUT Description: Station Elevation Data num- Sta Elev Sta Elev 100 274 310 272 506 268 513 270 Manning's n Values num= Sta n Val Sta n Val 10 Sta 455 526 Sta Elev 270 272 n Val * * * * **** ••• ***. *** * ** •••••• * ••• ***. **. * * ••• ** * •• 100 . 035 455 . 03 513 . 0 35 Bank Sta : Left Right Lengths: Left Channel 455 513 125 173 . 7 3 CROSS SECTION OUTPUT Profile #PF 1 Sta Elev Sta Elev 468 268 488 266 . 32 556 274 621 276 Right Coe ff Co ntr. Expan. 178 .1 .3 ** *. ++ * * •••• ****. * •• * ** **•. ** ••• +++ + *** + *** + + ++ ... + * * ***** * * * + * * * + •• * * *** ...... * ** * * ...... + * ** * * * * * E.G. Elev {ft) 270. 02 • Element Left OB ' Channel + Right OB * • 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 ) *O. Olll69 * Area {sq ft ) 83.79 * Q Total (cfs) 617. 00 . Flow {cfs l 617 . 00 . Top Width {ft) 49. 81 . Top Width {ft ) 49. 81 • Vel Total l ft /s ) 7 . 36 * Avg. Vel. l ft /s) 7.36 * Max Chl Dpth {ft ) 2. 86 . Hydr . Depth {ft ) 1. 68 * Conv . Total {cfs l 5838. 3 • Conv. {cfs l 5836 . 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 Curn Vo lume {acre-ft ) 0 . 42 1. 83 0 .1 0 C & E Loss {ft I 0. 21 * Cum SA {acres ) 0. 59 0 . 92 0 .20 .. * * * + + ....... + * ..... + * * + ........ + * •• * ........ + * + •• *. * + + ..... +. +. + * + ....... + * + .... + .. + +. * * ••• ++ + + ..... * * * *. +. + + * ...... I I I I Warning: The energy equation could not be balanced within the speci f ied number of i t erat ions . The program selected the water s urf ace that had the least amount of erro r between computed and assumed values. Warning: The v e locity h ead has changed by mor e than 0 .5 ft (0 .15 ml . This may indicat e the need for additional cro ss sections. Warning: The conveyan ce ratio (upst ream conveyance divided by downstream conveyance ) is l ess than 0.7 o r greater than 1 .4 . This may ind icate the need fo r additi o nal c r oss sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated wa t er surface came back below critical depth . This i ndi c a tes that there is not a valid subcritical answer. The program defaulted t o critical depth. CROSS SECTION OUTPU T Pro f ile #PF 2 * E.G. Elev (ft ) 270.5 1· * Element Left OB + Channel • Right OB * * Vel Head (ft) 0 . 98 • Wt. n-Val. 0 . 030 * w.s. Elev (ft ) 269.53 • Reach Len . (ft) 125 . 00 173 .7 3 178 .00 • Crit W.S. (ft) 269 .53 . Flow Area (sq ft) 101. 96 * E.G. Slope (ft/ft) •o. 0109 18 * Area (sq ft) 101. 96 * Q Total (cfs) 808.00 . Flow (cfs) 808 . 00 • Top Wi dth (ft) 5 3. 3 4 . Top Width (ft) 53 . 34 • Vel Total l ft /s ) 7. 92 • Avg. Vel. l ft /s) 7 .92 • Max Chl Dpth (ft) 3. 21 • Hydr. Depth I ft ) 1. 91 * Conv. Total (cfs) 7732 . 8 * Conv. (cf s ) 77 32. 8 • Length Wtd. (ft ) 172 .76 * Wetted Per. I f t) 53. 82 • Min Ch El (ft) 2 66 . 32 . Shear (lb /sq ft) 1.29 • Alpha 1. 00 . Stream Power (lb /ft s) . 10 .23 . Frctn Loss (ft) 0. 53 * Cum Volume (acre-ft) 0. 60 2.12 0 .17 + C & E Loss (ft) 0 . 25 * Cum SA (acres ) 0. 72 0 . 93 0 .28 ........................................................................................................................................ Warning : The energy equation could not be bal anc ed within the specified number of iterations. The program used critical depth for the water surface and continued on with the c alculations . Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warn ing : The conveyance ratio (upst ream conveyance divided by downstream conveyanc e ) is l ess than 0 . 7 o r greater than 1 . 4. This may indicate the need for additional cross sections. Warning: The energy loss was greater t han 1.0 ft (0.3 ml. between the current and p revious cross section. This may indicate the need for addi tional cross sections . Warning: During the standard step iterations, wh en the assumed water surface was set equal to critical depth, the calculated wa t er surface c ame 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: Reach! RS : 3061.88 INPUT Description: Stat ion Elevation Data num-= Sta Elev Sta Elev 1 00 272 296 270 393 26 6 468 268 577 27 6 620 278 Mann i ng's n Values num- Sta n Val Sta n Val 12 Sta Elev Sta 370 268 388 529 270 540 Sta n Val ** * * .............. * * *** *. * * * * * ... * * * * ** * ••••••• * * ** * 100 .035 370 .03 4 68 .03 5 Bank Sta: Left Right Lengths: Left Channel Right 370 4 68 447 435 . 52 449 CROSS SECTION OUT PUT Profile #PF 1 * E.G. Elev (ft ) 269.07 • Elemen t • Vel Head (ft) 0.14 * Wt . n-Val. * w.s. Elev (f t ) 268.93 * Re ach Len . (ft) * Crit W.S. (ft) . Flow Area (sq ft) * E .G. Slope (ft/ft) *0 .001480 • Area (sq ft) • Q Tota l (cfs) 617 . 00 . Flow (cfs l . Top Width (ft) 160 .90 . Top Width (ft ) * Vel Total l ft/s ) 2. 7 5 * Avg. Vel. I ft/sl • Max Chl Dpth (ft ) 3 . 29 • Hydr . Depth (ft) * Conv. Total (c fs ) . 16037 .2 • Conv. l cfs ) • Length Wtd. (ft) 437. 71 • Wetted Per. (ft ) * Mi n Ch El I ftl 2 65 . 64 . Shear !lb /sq ft ) * Alpha 1.15 . Stream Po wer (l b /ft . Frctn Loss (ft) 1. 25 * Cum Vo lume (acre-ft ) • c & E Lo ss (ft ) 0 . 0 4 * Cum SA {acres) Elev Sta Elev 266 390 265.64 272 553 274 Coe ff Contr. Expan. .1 .3 Left OB • Channel * Right OB • 0 . 035 0. 030 0.035 447 .00 4 35. 52 4 4 9. 00 16 . 0 7 195.23 13.24 16. 07 195.23 13 .24 15.77 588. 23 13 .00 34 . 48 98. 00 28. 42 0. 98 3 . 01 0.98 0 . 47 1. 99 0.47 409. 9 . 15289 .6 33 7.8 34 .49 98 .19 28. 44 0 . 0 4 0 .18 0. 04 s ) . 0 . 0 4 0. 55 0. 04 0. 40 1.27 0. 07 0 . 54 0. 62 0.15 * .. * * * ......... * ... * .. * .............. * .. ** * * ** * .. * .. * ** * *** * * * ** * ** ........ * ... * ............... * + * .. * * ....... * * ** ... * ..... * .. *. * * ** * ** Warning: Th e conveyance ratio (ups tream conveyance divided by downstream conveyance) is l ess than O. 7 o r grea t er than 1. 4. This may indicate th e need for additional c r oss sections. War ning: The energy loss was greater than 1. 0 ft ( 0 . 3 ml . between the current and previous cross section. This may indicate the need f o r additional cross sections. CROSS SECTION OUTPUT Pr ofile #PF 2 * ....... * * ............ * * * ** * ...... * * * ..... * ....... * ......... * ........... * .... * ... ** * ... * .... * * .......... * *. * ...... * ......... * * *. * .. * ....... * .... * * ..... * ' E.G . Elev (ft ) • Vel Head !ft) • W.S . Elev (ft ) Crit W.S. l ft l 269 .41 • Element 0 .16 Wt. n-Val. 269.26 • Reach Len . (f t) • Flow Area I sq ft ) Left OB • 0 .035 447.00 29.31 Channel * Right OB 0 .030 0 .035 4 35. 52 227. 26 44 9. 00 2 4 .16 + E.G. Slope (ft /ft) ·0.001 431 Area (sq ft) 29. 31 227. 26 24.16 . Q Total (c fs ) BOB. 00 + Flow (cfs ) 34. S6 7 4 4. 9S 28 .49 . Top ilidth (ft ) 182 .97 . Top Width (ft ) 46 . S7 98. 00 38.39 . Vel Total (ft /s ) 2.88 Avg . Vel. (ft /s ) 1.18 3. 2B l. lB * Max Chl Dpth (ft ) 3 .62 + Hydr . Depth (ft ) 0 .63 2 . 32 0 . 63 . Conv. Total (cfs ) . 2 1362.0 + Conv. (cfs ) 913 . 7 l 969S. l 7S3. l Length Wtd. (ft ) 438. 20 . Wetted Per . (ft ) 46 . S9 98 .19 38. 41 * Min Ch El (ft) 26 S.64 + Shear (lb/sq ft ) 0. 06 0. 21 0.06 Alpha l. 21 . Stream Power (lb/ft s ) + 0. 07 0 . 68 0.07 . Fr ctn Loss I ft ) l. 26 . Cum Volume (acre-ft) 0. S6 l. 46 0 .12 . c & E Loss (ft) 0. OS . Cum SA (acres) 0.6S 0 .63 0. 20 ++• * .... * + * * + ++ +• ** + ** + * * + *. ++ + + •• * + ** + * •• * •••• + + + * •• * + * ..... * •••• ** *** +. + * ++ + * ++ +. ** ++++ .... * + * ... + Warning: The velocity head has changed by more than 0.5 ft (0.15 ml. This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance ) is less than O. 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 REACH: Reachl RS: 2626 .36 INPUT Description: Station Elevation Data num• Sta Elev Sta Elev 100 270 126 268 336 268 338 266 3S9 266 366 26B Manning's n Values num& Sta n Val Sta n Val lS Sta 144 340 382 Sta Elev Sta 266 l 7S 264 343 270 421 n Val ***** .......... **. *** ** * * * •••••• **** ***. * •• * ••••• 100 .03S 336 . 03 366 . 03S Bank Sta: Left Right Coe ff Contr. Expan . 336 366 . l . 3 CROSS SECTION OUTPUT Profile HF * E.G. Elev (ft) 267. 77 * Element * Vel Head I ftl 0. SB * Wt. n-Val. * W.S . Elev (ft) 267. 20 . Reach Len. (ft ) * Crit W.S . (ft) 2 67. 20 . Flow Area (sq ft ) * E.G. Slope (ft/ft) •o . 007622 • Area (sq ft ) • Q Total (c fs) 621. 00 . Flow (cfs ) * Top Width (ft ) 98. OS + Top Width (ft) • Vel Total (ft/s) S.17 • Avg. Vel. (ft/s) • Max Chl Dpth (ft ) 3. S6 * Hydr. Depth (ft) * Conv. Total (cfs) 7113 .2 • Conv. (cfs) . Length Wtd. (ft) * Wetted Per. (ft) * Min Ch El (ft) 263. 64 . Shear (lb/sq ft ) Elev 266 2 63. 64 272 * Alpha l. 39 + Stream Power (lb/ft s) + + Frctn Loss (ft ) • Cum Volume (acre-ft) * c & E Loss (ft ) * Cum SA (acres) Sta Elev 22S 268 34B 264 S09 274 Left OB + Channel * Right OB * 0 . 03S 0. 030 61. 41 SB. 7B 61. 41 SB. 7B 20 S .16 41S. B4 71. 67 26. 3B 3. 34 7. 07 0. 86 2. 23 2349. 9 4 763 . 2 71. 76 28. 09 0. 41 l. 00 l. 36 7. 04 .......................................................................................................... Warning: Divided flow computed for this cross-section. l CROSS SECTION OUTPUT Profile #PF 2 * E.G . Elev (ft) 2 6B .11 • Element * Vel Head (ft) 0.66 * Wt. n-Val. * W.S . Elev (ft) 267. 44 . Reach Len. (ft) * Crit W.S. (ft ) 267. 44 . Flow Area (sq ft ) * E.G. Slope (ft/ ft) •o. oo B334 * Area (sq ft ) * Q Total (cfs) 816. 00 . Flow (cfs) . Top Width (ft) 107 .S8 + Top Width (ft) * Vel Total (ft/s) S.60 * Avg. Vel. (ft /s) • Max Chl Dpth (ft) 3 . 80 * Hydr . Depth (ft ) * Conv . Total (cfs) 8938 . 7 • Conv. (cfs) . Length Wtd. (ft) • Wetted Per. (ft ) • Min Ch El (ft) 2 63. 6 4 . Shear (lb/sq ft ) • Alpha l. 36 * Stream Power (lb/ft . Frctn Loss (ft) * Cum Volume (acre-ft ) * C & E Loss (ft) . Cum SA (acres) Left OB + Channel * Right OB • 0. 03S 0. 030 B0.19 6S. 4S 80.19 65. 4S 310.7B S05. 22 80. 09 27 . s o 3. 88 7 . 72 l. 00 2. 38 3404.4 SS34 .3 80.20 29. 34 O.S2 1.16 S) 2.02 B. 96 *. * * *. ***. **. * * * * ** * ••••••••• **** * •••••• * ** *. * ........ * •• ***• *** * * **. * * *. ** ** **** * *. * * ** * * ••• * * * * * Warning : Divided flow computed for ' this cross-section. SUMMARY OF MANNING' S N VALUES River: West Tributary ** * ••• * •• * * ... *. * .... * * * * •• * •• ** **. ***** •• **. * * •••• * **. **. ** ........... * .. Reach River Sta. nl n 2 n3 •• ** * •••• * * •••• ** * ••• * * * * .............. * ** ** ............................. * •• *Reachl *Reachl 6703 6262 . 03 s• . 03 S' . 03 • . 03• . 035+ . 03 S' *Reachl *Re achl *Reachl *Reachl *Reachl *Reachl *Re a chl *Reachl *Reach! *Reach! *Reachl *Reach! *Rea ch! *Reach! 5645 5300 5102 5050 4997 4615 4274 4100 4050 40 00 3718.67 3235. 61 3061. 88 2626.36 SUMMl\RY OF REACH LENGTHS River: West Tributary . 035 • . 035* . 035 • *Culvert . 035 • . 03 5• . 035 • . 035* *Culvert . 035• . 035• . 035• . 035 • . 035* . 03 • . 03 • . 03* . 035• . 035• . 035• . 035• . 035• . 035• . 035• . 035 • . 035• . 035* . 035• . 035• Reach River Sta. Left * Channe l * Right *Rea ch! *Reach! •Reach! *Rea ch! *Reach! *Reach! *Reach! •Reach! *Reach! *Reach! *Reach! *Reach! *Reachl *Reach! *Reach! *Reachl 6703 6262 5645 5300 5102 5050 4997 4615 4274 4100 4050 4000 3718.67 3235.61 3061. 88 2626.36 324* 346* 278 • 198* 105• *Culvert 112* 341 • 174* loo• *Culver t 281 * 264• 125• 447• 618.89 • 446.36• 335. 73 • 198 * 105• 1 12* 341' 174 * 100* 281 * 483.06• 173. 73• 435.52 • SUMMl\RY OF CONTRACTION AND EXPANSION COEFFICIENTS River : Wes t Tri butary Re ach *Reach! *Reach! *Reachl *Reach! *Rea ch! *Reachl *Reach! *Re ach! *Reachl *Reach! *Rea ch! *Reach! *Reach! *Reach! *Reachl *Reach! River Sta. * Con tr. * Expan . 670 3 6262 .1 • .1 • 5645 . j+ 5300 . j+ 5102 . j+ 5050 *Culvert 4997 .1 • 4615 .1 • 4274 . j+ 4100 .!' 4 050 *Culvert 4000 .1• 3718.67 • .1• 3235. 6 1 • .1 • 3061. 88 • 2626. 36 • .1 • .1 • . 3• • 3 • . 3 • . 3 • . 3• . 3• . 3 • . 3• . 3 • . 3• . 3 • . 3• . 3 • . 3 • Profile out.put. Tabl e -Standard Table l 308* 355• 245* 198 ' 105• 112• 341 • 174* 100* 281 * 249 ' 178' 449• • Reach • River St.a • Prof ile • Q Total • Min Ch El • w.s . Elev• Cr it. W.S . • E .G. El e v • E.G . Slope• Vel Chnl • Flow Area •Top Width• Froude I Chl • (ch) • (ft } • (ft) • (ft.} • (ft) • (ft /ft ) • (ft./s) • (sq ft.J • (ft.I • ..................................................................................................................................................................... Reachl Re achl Reach! Reach! Reach! Reachl Reachl Reachl Reach! Reach! Reacbl Reachl Reachl Reachl Reachl Re ac:hl Reachl Reac:hl 6703 6703 6262 6262 5645 5645 • 5300 5300 5102 5 1 02 5050 4997 4997 4615 4615 4214 4274 4100 PF l PF 2 PF l PF 2 PF l PF 2 PF l PF 2 PF l PF 2 PF l PF 2 PF l PF 2 PF l PF 2 PF l 465. 00 • 621. 00 • 465.00 • 621. 00 • 499. 00 • 665. 00 • 499. 00 • 665. 00 • 499 . 00 • 665. 00 • Culvert 499. 00 665. 00 499. 00 665. 00 499. 00 665. 00 501. 00 • 277.46 • 211 .46 279.60 • 279.60 .. 274 .56 • 274. 56 • 274 . 00 • 274. 00 • 213. 50 213.50 273.00 273.00 27 4 . 00 274. 00 273.00. 213.00 • 268. 50 • 282.68 .. 282. 9 4 • 282 .02 • 282.31 • 278. 96 • 279.30 • 278.0 279 .14 278.54 279.18 275. 46 215 .56. 275. 39 275 .H 2H .08 274 . 73 213. 02 261. 67 282.31 278 96 • 27 4 . 40 274 .55 274 08 270 36 • 282 .69 . 0.000091 282. 95 • 0. 000108 • 282.49 • 0 .008962 • 282.15 . 0.006750 . 219.39 0.005826 . 279. 6< o. 004304 278.58 279.22 218. 54 219.19 215. 15 216 . 01 275. 45 215 . 54 0. 000729 0.000488 o. 000014 0 .000015 • o. 003948 o . 006229 o. 001258 0. 001965 274 38 • 0. 0 15952 274. 84 • o. 002201 2'13 10 • o. 000'425 1.1 8 1.34 5. 5 1 5. 48 5. 90 5. 62 2 . 19 2 . 60 738. 06 • 850 . 80 • 86. 53 • 1 37. 50 • 126.14 .. 197 .19 • 218. 84 313.01 0 .46. 1111 .9 4 0 .52 1319.77 4. 27 5. 36 • 2. 03 • 2. 60 • 4.44. 2. 70 • 2.21 • 116. 19 124. 02 2 45.36 • 255. 14 112. 11 264. 94 227. 03 4 31.01 • 442. 75 166.26 • 1 82. 62 175. 31 2 39 . 87 173. 70 • 210.26 • 309.58 314. 89 ?l . 83 16. 41 196.1 6 • 198.21 196 . 62 210.11 70. 31 0.10 • 0.11 • o. 86 • o. 77 o. 72 0.64 0.28 0.24 0.04 o. 0 4 o. 59 0.14 o. 32 o. 4 0 1. 01 o. 43 0.22 Reachl 4100 PF 2 6'76. 00 268. 50 2'7 4 . 68 2'70. '72 2'74 . '73 o. 000224 l. 90 355.51 85. ll . 0.16 Reachl 4050 Culvert Reach! 4000 PF 1 501. 00 267. 50 2'71. 29 2'71. 33 o. 000391 1.61 344 . 32 218. 53 0.20 Ruehl 4000 PF 2 6'76. 00 . 267. 50 2'71. 60 2'71.65 o. 000496 . 1. 79 417 .84 251. 34 0 .22 Reachl 3718. 67 PF 1 501.00 . 267 . 64 271.11 . 271.17 o. 000924 . 2.41 . 340. 61 347. 78 0. 30 Reach! 3'718. 67 PF 2 676. 00 267. 64 271. 43 271. 48 o. 000756 . 2.35 4 54. 35 367. 96 0.27 Reach! 3235. 61 PF 1 617. 00 266. 32 269.18 269.18 270.02 0. Olll69 7 .36 . 83. 79 49. Bl . 1. 00 Reach! 3235. 61 PF 2 808 .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 o. 001480 . 3.01 224. 54 . 160. 90 o. 38 Reachl 3061. 88 PF 2 808.00 265 . 64 269.26 269. 4 1 0.001431 3.28 280. 73 . 182 . 97 . o. 38 Reach! 2626.36 PF 1 621. 00 • 263 . 64 . 267 .20 267. 20 267 . 77 o. 007622 . 7 .07 120.19 . 98.05 . o. 84 . Reach! 2626.36 PF 2 816. 00 263. 64 267. 44 267. 44 268. ll o. 008334 . 7. 72 145. 64 107 .58 . o. 88 . ................................................................................................................................................................ I I I g c .Q -ro > Q) UJ West Tributary 1 OOyr Floodplain Analysis Plan : Plan1 West Tributary 1/23/2007 284 ---.035 --~c--------.03 -----------!----.035------'ol)I ,.....,--.,.--, Legend 282 280 278 276 274 272 -+------.,--r--r----.,--r--r-~-~~~--~~-------------~ 0 100 200 300 400 500 Station (ft) EG PF 2 WS PF2 EG PF 1 WS PF 1 --··-···•-- Crit PF 2 ·--·-+--- Crit PF 1 Ground • Bank Sta g c: .Q n; > Q) w West Tributary 1 OOy r Floodplain Analysis Plan : Plan1 West Tributary 1/23/2007 i.<--------.035 -------------.03 ----")r(-.035 _j 282 I 280 278 276 274 2 72 +---~-~-~-~-~-~-~-~-~-~-~-~-~-~~-~~ 0 50 100 150 200 Station (ft) 250 300 350 400 Legend ---------+--------- EG PF 2 WSPF 2 ----··•·-- Cr it PF 2 -·----·-·+·-- Cr it PF 1 EG PF 1 WS PF 1 Ground • Bank Sta West Tributary 1 OOyr Floodplain Analysis Plan : Plan1 West Tributary 1/23/2007 .035-------.03 ------------.035 -----~ 278 I 276 I 274 I g c: .Q -ro > Ql I iii I 272 270 268 +-,....--r-,....-,-..,.--r---r-r---r--.-.,..-,....-,....-,--r--r---r-r---r--.-.,..-,....-,.......,~--r--r---r-r---r--.-,....-~~ 0 50 100 150 200 250 300 350 Station (ft) Legend _________ ...... ________ _ EG PF2 WSPF2 EG PF 1 WS PF 1 _ _,. __ Crit PF 2 ............ ·-··-+-··- Crit PF 1 Ground • Bank Sta 278 276 274 g c: 0 272 :; > Q) iiJ 270 268 West T ributary 1 OOyr Floodplain Analysis Plan : Plan1 West T ri butary 1/23/2007 ----.035 -----------.03 ----------.0 35 -----~ 26 6 +-~~~~~~~~~~~~~~~~~~~~~~~-----~~~~~~ 0 100 200 300 400 500 600 700 Station (ft) Legend EG PF 1 ---------+-------- EG PF 2 WSPF 2 WSPF 1 ......... -..... , .. ____ ,_ C rit PF 2 ··-· .. ···-···-··+·-··-·-- Crit PF 1 Ground • Bank St a HEC-RAS Plan • Plan 1West River: West Tributary Reach· Reach1 Reach Rlwr Sta Profile QTotal MinCtiB w.s . Elev Crit W .S. E.G. Elev E.G. Slope Velctvi FlowArea Top\l\l\d1!1 Froude#Ctj (cfs) (fl) (fl) (fl) (fl) (Ml) (lt/s) (sq ft ) (ft) Reach1 6703 PF 1 465.00 2n.45 282.68 282.69 0.000091 1.1 8 738.06 431 .0 1 0.10 Reach1 6703 PF2 621 .00 277.46 282.94 282.95 0.000108 1.34 850.80 442.75 0.11 Reach1 6262 PF 1 465.00 279.60 282.02 281 .87 282.49 0.008962 5.5 1 86.53 166.26 0.86 Reach1 6262 PF 2 621 .00 279.60 282.3 1 282.31 282.75 0.006750 5.48 137 .50 182.62 0.77 Reach1 5645 PF 1 499.00 274.56 278.96 278.96 279.39 0.005826 5.90 126.14 175.31 0.72 Reach1 5645 PF 2 665.00 274.56 279 .30 279.64 0.004304 5.62 197.19 239.87 0.64 Reach1 5300 PF 1 499.00 274.00 278.47 278.58 0.000729 2.79 2 18.84 173.70 0.28 Reach1 5300 PF 2 665.00 274.00 279.14 279.22 0.000488 2.60 373.07 270.26 0.24 Reach1 5 102 PF 1 499.00 273.50 27 8.54 274.40 278.54 0.000014 0.46 1117.94 309.58 0.04 Reach 1 5102 PF 2 665.00 273.50 279 .18 274.55 279.19 0.00001 5 0.52 13 19.77 314.89 0.04 Reach1 5050 OJvert Reach 1 4997 PF 1 499.00 273.00 275.46 275.75 0 .003948 42 7 11 6.79 71.83 0.59 Reach 1 4997 PF2 665.00 273.00 275.56 276 .0 1 0.006229 5.36 124.02 76.4 1 0.74 Reach1 4615 PF 1 499.00 274.00 275.39 275.45 0.001258 2.03 245.36 196.76 0.32 Reach1 46 15 PF 2 665.00 274.00 275.44 275 .54 0.001 965 2.60 255.74 198.27 0.40 I Reach1 4274 PF 1 499.00 273.00 274.08 274.08 274.38 0.0 15952 4.44 112.7 1 196.62 1.01 Reach 1 4274 PF 2 665.00 273.00 27 4.73 274.84 0.002207 2.70 264.94 270.11 0.43 Reach 1 4 100 PF 1 501 .00 268.50 273.02 270.36 273.10 0.000425 2.21 227.03 70.37 0.22 Reach1 4100 PF 2 676.00 268.50 274.68 270.72 274.73 0.000224 1.90 355.5 1 85.11 0.16 Reach1 4050 OJvert Reach1 4000 PF 1 501 .00 267.50 27 129 27 1.33 0.000391 1.61 344.32 21 8.53 020 Reach1 4000 PF2 676.00 267.50 271.60 271 .65 0.000496 1.79 4 17.84 251 .34 0.22 Reach1 371 8.67 PF1 501.00 267.64 27 1.11 271.17 0.000924 2.41 340.61 347.78 0.30 Reach 1 371 8.67 PF 2 676.00 267.64 271 .43 27 1.48 0.000756 2.35 454.35 367.96 027 Reach 1 3235.61 PF 1 61 7.00 266.32 269 .18 269.18 270.02 0.011169 7.36 83.79 49.8 1 1.00 Reach 1 3235.61 PF2 808.00 266.32 269 .53 269.53 270.5 1 0.010918 7.92 101 .96 53.34 1.0 1 Reach1 3061.88 PF 1 6 17.00 265.64 268.93 269.07 0.001480 3.01 224.54 160.90 0.38 Reach 1 3061 .88 PF2 808.00 265.64 269.26 269.41 0.00143 1 328 280.73 182.97 0.38 Reach 1 2626.36 P F 1 62 1.00 263.64 267.20 26720 267.77 0.007622 7.07 120.19 98.05 0.84 Reach 1 2626.36 PF2 816.00 263 .64 267 .44 267.44 268.11 0.008334 7.72 145.64 107 .58 0.88 I I I EXHIBITE ~ it 0 0 ~ w ..J ..J ~ :!i u.. I 0 ..... ~ 0 .... ffi z z ~~ w ii ~ Ii ..J ~ w ~ ~ 0 ~~ ~ ..... ~ NO. AC. o.4 0,4 <i.9 ft. Cul3 7.83 0.00 7.83 0.00 3.13 550.0 Cul4 0.68 0.00 0.68 0.00 0.27 1.0 Ch1 3.22 o.oo 3.22 o.oo 1.29 1.0 Ch2 2.92 o.oo 2.92 0.00 1.17 127 .. 0 EXHIBIT E Ra\iQna• Form1JI~ Drah1aae Area CaJc1,1l;1tions HlbOEN SPRING$, PHASE 1 ~ ~ 3:: it 9 Q ~ ~ ..... ~ ~~ ffi I.> ~ ..... {;. 0: ;::! I;: ,...J .; z ' ..... w ~~ (!) ~ 5~ ~ "' l::! a !!! a c ft.' ft .. ft. Ws min niln Ill/Hr cfs In/Hr Cfil 5.0 600.0 11.0 1.1 17.3 17.3 '4.80 1M . 5.9 18.5 1.0 1.0 1.0 1Q.4 O.Q 10.0 6.33 1.7 7.7 2.1 1.0 980.0 11.0 2.1 7.8 10.0 6.33 8.1 7.7 9.9 1.0 1250.0 10 .. 0 1.5 15.1 15.1. 5.17 6.0 6.3 7.4 b a 0 .. ~ !B :!::: a In/Hr · !:fl! lh/H~ Cfs' Ill/HI' 6.7 21.0 7.7 24.0 8.7 8.e 2.3 9.9 2.7 11.1 8.6 11.1 9.9 1:n 11. 1 7.2 8.4 8.2 9.6 9.3 ~ 0 0 .a r: <Ifs lr\/Hr 27.2 9.8 3.0 12.5 14.4 12.5 10.~ 10.5 8 ... a cfs 30.7 3.4 16.1 12.2 2/8/2007 10560005-dra Exhibit E EXHIBITF - Culvert #3 Culvert Description 24" RCP at Intersection of Hidden Springs and Field Stone -- Culvert DeslQn Criteria Circular Pipe No . Dia . (ft .) Pipes 2 .00 2 Culvert Analysls Calculations Total Flow per Critical Design Flow Pipe Depth(ft .) Storm (cfs) (cfs) de 5 18.50 9 .25 1.05 10 21 .00 10.50 1.20 25 24 .00 12 .00 1.25 50 27 .20 13.60 1.35 100 30 .70 15.35 1.40 El hi = Hwi + ELI ho = TW or (de + D)/2 (Which ever is Greater) n 0 .024 Normal Depth (ft .) 2 .00 2 .00 2 .00 2 .00 2 .00 EXHIBIT F-1 CULVERT ANALYSIS HIDDEN SPRINGS, PHASE 1 ELhi -£:: TopofRoad ~ELho ~:-:-10--------~ H __/-- - - - - - -TW Eli Proposed Culvert ~ - - - - --"'- Invert Outlet Culvert Elev. (ELI) Elev. (ELo) Length (ft .) (ft .) (ft .) 272 .69 272 .28 82 .00 INLET CONTROL HWi/D HWi ELh l 0 .95 1.90 274 .59 1.01 2 .01 274 .70 1.09 2 .17 274 .86 1.18 2 .36 275 .05 1.30 2 .60 275 .29 H = (1 +ke+((29"(n'2)'L)/R'1 .33)J'((v'2)12g) EL ho =ELo +H +ho Outfall Channel Desi n Criteria Top Lt.Side Rt.Side Bottom Slope of Slope Slope Slope Width (ftlft) Road ke I ftlft ?:1 ?:1 ft . 0 .0050 276 .50 0 .50 I 0 .0100 4 .00 4 .00 0 .00 HEADWATER CALCULATIONS Control OUTLET CONTROL HW TW de (de+ D)/2 ho H ELho Elev. 1.07 1.05 1.53 1.53 0 .67 274.47 274 .59 1.12 1.20 1.60 1.60 0 .86 274 .74 274 .74 1.18 1.25 1.63 1.63 1.12 275 .03 275 .03 1.24 1.35 1.68 1.68 1.44 275 .40 275.40 1.29 1.40 1.70 1.70 1.83 275 .81 275 .81 n 0.024 Type of Control Inlet Outlet Outlet Outlet Outlet ELo Outlet Velocity Freeboard (fps) (ft .) 2 .94 1.91 5 .34 1.76 5 .81 1.47 6 .03 1.10 6 .54 0.69 2/8/2007 10560005-cul3.xls Exhibit F-1 Culvert~ CLllvert Deiicrjptioh 18"CMP at Intersection of Hidderl Springs anti Wellborn Roacj Culvert 0eslgn €fiteria- Circular Pipe No. Dia . (ft.) Pipes 1.50 1 Culvert Anah,lsls Calculations Tptal Flow per Critical Oes ign Flow Pipe Depth(ft.) Storm l cfsl lt:fsl de 5 2.10 2.10 0 .60 10 2.30 2 .30 Q.60 25 2.70 2 .7 0 Q.65 50 3.00 3.00 Q.65 100 3.40 3.40 .Q.65 !!Lhi = Hwl + Eli Ho= TW or (de+ b )/2 (Whichever iii Greater) n 0.02.- Normal Depth {ft.) 0.77 0.81 0.90 O.M 1.06. lrlVert Elev. (EU) (ft.l 276 .25 IN HWi/D 0.79 0.60 0.82 0.84 a.es Outlet EXH IBlrf-2 CULVERT A~ALYSIS t-llDDEN SPRINGS, PHASE-1 -- ELhi ~ ... ~---'.. JGC: ~op ~f Road El.ho r""' :-1on~h~n~~ _/ ----~---~-~ ti.I . Prppossd Culvert ~ - - - --, "'----ELo Culvert Top Elev . (l:~o) Length Slope of n (ft .) {ft.) (ft/ft) Road ke I 275 .88 74.00 0.0050 279.26 d .50 I 0.024 HEADWAlER CALCULATIONS '' cpntrol Type Outle't ET CONTROL OUTLET CON tROL : HW of Velocity Freeboard HWi ELhi TW de tdc + Dl/2 ho H EL ho E;lev . Control (fps) (ft.) 1.19 2'77.44 0.47 0.60 1.05 . 1.05 0.13 277.06 277.44 Inlet :1 .31 1.82 1.20 277.45 0.49 tl .60 1.05 1.05 0 113 277.09 277.45 Inlet 2.36 1.81 1.23 277.48 0.52 0.65 t .08 1.00 0 22 277.17 .277.48 Inlet 2.45 1.78 1.25 2'77 .50 0.$4 0.65 1.08 '1.08 tl .27 277 .23 2 77.50 lnlef 2.50 1.76 1.29 2'7 7.54 0.06 0 .65 1.08 1.08 0.35 277.30 277.54 Inlet 2.56 1.72 H ~f l +ke+((~B '(n"2 )'lJ1w 1 .36)J"((v•:!j/2g ) ELhO = ELo + Ii + ho 21612007 10560005•t:ul4 Exhi bit F-2 EXHIBITG EXHIBIT G-1 {Channel #1 Calculations) TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION February 8, 2007 ================================================================================ DESCRIPTION VALUE PROGRAM INPUT DATA Flow Rate (cfs) ............................................ . Channel Bottom Slope (ft/ ft) ............................... . 0.0278 Manning's Roughness Coefficient (n-value) .................. . Channel Left Side Slope (horizontal/vertical) .............. . Channel Right Side Slope (horizontal/vertical) ............. . Channel Bottom Width (ft) .................................. . 12.2 0.03 4.0 4.0 0.1 ================================================================================ DESCRIPTION VALUE COMPUTATION RESULTS Normal Depth (ft)··········································· Flow Velocity (fps)········································· Froude Nwnber · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · 1. 228 Velocity Head (ft)·········································· Energy Head (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Cross-Sectional Area of Flow (sq ft)························ Top Width of Flow (ft)······································ 0.81 4.48 0.31 1.12 2.73 6.6 ================================================================================ 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. EXHIBITG-2 (Channel #2 Calculations) TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION February 8, 2007 ================================================================================ DESCRIPTION VALUE PROGRAM INPUT DATA Flow Rate (cfs) ............................................ . Channel Bottom Slope (ft/ft) ............................... . Manning's Roughness Coefficient (n-value) .................. . Channel Left Side Slope (horizontal/vertical) .............. . Channel Right Side Slope (horizontal/vertical) ............. . Channel Bottom Width (ft) .................................. . 16.1 0.003 0.03 4.0 4.0 0.1 ================================================================================ DESCRIPTION VALUE COMPUTATION RESULTS Normal Depth (ft)··········································· Flow Velocity (fps) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Froude Number· · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · 0.441 Velocity Head (ft)·········································· Energy Head (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Cross-Sectional Area of Flow (sq ft)························ Top Width of Flow (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · 1. 38 2.08 0.07 1.45 7.73 11.12 ================================================================================ 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. C ITY O F C OLLEGE S TATION Planning & Development Services FOR OFFICE USE ONLY P&ZCASENO.: 1()1 -~( DATE SUBMITTED: Od-1'.~-01 FINAL PLAT APPLICATION (Check one) 0 Minor ($300.00) 0 Amending ($300.00) IRl Final («oo .oo) 0 Vacating ($400.00) 0 Replat ($600.00)* *Includes public hea ri ng fee Is this plat in the ET J? [gj Yes 0 No The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL Rr.:IREMENTS: _x_ Filing Fee (see above) NOTE : Multiple Sheets -$55 .0 per additional sheet N/A Variance Request to Subdivision Regulations -$100 i applicable) Development Permit Application Fee of $200 .00 (if pplicable). Infrastructure Inspection Fee of $600 .00 (applica e if any public infrastructure is being constructed) __ Application completed in fu ll. NIA Copy of original deed restrict ions/covenants fo replats (if applicable). _x_ Fourteen (14) folded cop ies of plat. (A sign mylar original must be submitted afte r staff review .) _£ Paid tax certificates from City of College Station , Brazos County and College Station l.S .D. _x_ A copy of the attached checklist with all items checked off or a brief explanation as to why they a re not. _x_ Two (2 ) copies of public infrastructure plans associated w ith this plat (if applicable). N/A Parkland Dedication requirement approved by the Parks & Recreation Board , please prov ide proof of approval (if applicable). Date of Preapplication Conference : _______________________ _ NAME OF SUBDIVISION HIDDEN SPRINGS SUBDIVISION, PHASE ONE SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) 16055 FM 2154. South of Greens Pra irie Trail APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project): Name Homes of Hidden Springs, Ltd. and John & Diane Duncum Street Address 728 North Earl Rudder Frwy City =B __ ry"""a=n'--------- State Texas Z ip Code 77802 E-Mail Address -------------- Phone Number (979) 774-6101 Fax Number (979) 774-9327 PROPERTY OWNER 'S INFORMATION (ALL owners must be identified . Please attach an additional sheet fo r multiple owners): Name (Same as above) ARCHITECT OR ENGINEER 'S INFORMATION : Name McClure & Browne Engineering/Surveying, Inc. Street Address 1008 Woodcreek Drive City College Station State Texas Z ip Code 77845 Phone Number (979) 693-3838 E-Mail Address MikeM@McClureBrowne.com Fax Number (979) 693-2554 6/13/03 I of 5 Do any deed restrictions or covenants exist for this property? Yes __ No ~ Is there a temporary blanket easement on this property? If so , please provide the Volume and Page# __ _ Acreage -Total Property 76 .2 acres Total# of Lots ~ R-0-W Acreage 7 .31 acres Existing Use : A-0 Proposed Use : Number of Lots By Zoning District ET J Average Acreage Of Each Residential Lot By Zoning District: ET J Floodplain Acreage 12 .2 acres A statement addressing any differences between the Final Plat and7 pp oved Master Plan and/or Preliminary Plat (if applicable): None I Requested Variances To Subdivision Regulations & Reason F (Same : ""-N=o.:...:.ne=---------------- Total Linear Footage of Proposed Public: 4597 Streets -0-Sidewalks -0-Sanitary Sewer Lines 5440 Water Lines -0-Channels -0-Storm Sewers -0-Bike Lanes I Paths Parkland Dedication due prior to filing the Final Plat: ACREAGE : ___ # of acres to be dedicated + $ ____ development fee ___ # of acres in floodplain ___ # of acres in detention ___ # of acres in greenways OR FEE IN LIEU OF LAND: ___ #of Single-Family Dwelling Units X $556 = $ ___ _ ______ (date) Approved by Parks & Recreation Board NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true , correct, and complete . The undersigned hereby requests approval by the City of College Station of the above-identified final plat and attests that this request does not amend any coven"!nts or restrictions associated with this plat. Date { 6/13/03 2 of 5 .. .. CITY OF C O LLEGE STATI ON PIAnn;ng & Dewkpmmt Smnra SUBMIT APPLICATION AND THIS LIST CHECKED OFF WITH 13 FOLDED COPIES OF PLAT FOR REVIEW D 1. ~ 2 . ~ 3. ~ 4 . FINAL PLAT MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE MET) INCLUDING BUT NOT LIMITED TO THE FOLLOWING: (Requirements based on field survey and marked by monuments and markers.) Mylar original of approved preliminary plat (Mylar must be on file or submitted before the final plat will be reviewed). Paid tax certificates . Drawn on 24 " x 36" sheet to scale of 100' per inch or larger. Vicinity map which includes enough of surro ding area to show general location of subject property in relationship to College Station and ts City Limits . No scale required but include north arrow. D 5 . Title Block with the following information : ~ Name and address of sub 'vider, corded owner, planner, engineer and surveyor. D Proposed name of subdivi ion . (Subdivision name & street names will be approved through Brazos County 911 . eplats need to retain original subdivision name.) ~ Date of preparation . Gr" Engineer's scale in feet. D Total area intended to be developed . D 6 . [21"' 7 . North Arrow. Subdivision boundary indicated by heavy lines. o/A-8. If more than 1 sheet, an index sheet showing entire subdivision at a scale of 500 feet per inch or larger. D 9. All applicable certifications based on the type of final plat. [!'.( Ownership and Dedication D 6/13/03 [i(' Surveyor and/or Engineer City Engineer (and City Planner, if a minor plat) ~ Planning and Zoning Commission (delete if minor plat) Brazos County Clerk [Q/ Brazos County Commissioners Court Approval (ET J Plats only) 10. If subm itting a replat where there are existing improvements , subm it a survey of the subject property showing the improvements to ensure that no encroachments will be created. 11 . If using private septic systems, add a general note on the plat that no private sewage facility may be installed on any lot in this subdivision without the issuance of a license by the Brazos County Health Un it under the provisions of the private facility regulations adopted by the Comm issioner's Court of Brazos County, pursuant to the provisions of Section 21 .004 of the Texas Water Code. 12 . Location of the 100-Year Floodplain and floodway , if applicable, according to the most recent available data . 13. Lot corner markers and survey monuments (by symbol) and clearly tied to bas ic survey data . 14. Matches the approved prelim inary plat and/or master development plan . 4 of 5 15 . The location and description with accurate dimensions , bearings or deflection angles and radii , area , center angle , degree of curvature , tangent distance and length of all curves fo r all of the following : (Show existing items that are intersecting or contiguous with the boundary of or forming a boundary with the subd ivision , as well as , those within the subdivision). Existing Proposed D CY( cef NOTE: 6/13/03 ~ ~ Streets . Continuous or end in a cul-de-sac , stubbed out streets must end into a temp turn around unless they are shorter than 100 feet. ~ ~ Public and private R.O.W . locations and widths. (All existing and proposed R.O .W .'s sufficient to meet Thoroughfare Plan.) ~@ ~~f o Street offsets and/or intersection angles meet ordinance . Alleys . Easements . [ff' 0' o t!f~o A number or letter to identify each lot r site and each block . Greenbelt area/park linkages/park! nd dedication ( All proposed ded ications must be reviewed by the Parks an Recre ion Board prior to P & Z Commission consideration .) 16 . Construction documents for all publi infr tructure drawn on 24 " x 36 " sheets and properly sealed by a Licensed Texas Profess ional E gi er that include the following: 17 . 18 . 19 . D Street , alley and sidewalk plans , profiles and sections . One sheet must show the overall street , alley and/or sidewalk layout of the subdivision. (may be combined with other utilit ies). D San itary sewer plan and profile showing depth and grades . One sheet must show the overall sewer layout of the subdivision. (Utilities of sufficient size/depth to meet the utility master plan and any future growth areas .) D Water line plan showing fire hydrants , valves , etc . with plan and profile lines showing depth and grades . One sheet must show the overall water layout of the subdivis ion . (Utilities of sufficient size/depth to meet the utility master plan and any future growth areas .) D Storm drainage system plan with contours , street profile , inlets , storm sewer and dra inage channels , with profiles and sections . Drainage and runoff areas , and runoff based on 5, 10 , 25 , 50 and 100 year rain intensity . Detailed drainage structure design , channel lining design & detention if used . One sheet must show the overall drainage layout of the subdivision . D Detailed cost estimates for all public infrastructure listed above sealed by Texas P.E. D Drainage Report . D Erosion Control Plan (must be included in construction plans). All off-site easements necessary for infrastructure construction must be shown on the final plat with a volume and page listed to indicate where the separate instrument easements were filed . Separate instrument easements must be filed prior or concurrently with Final Plat. Are there impact fees associated with th is development? D Yes 0No Impact fees for R-1 , R-2, & R-3 zoned final plats , must be paid prior to filing . Will any construction occur in TexDOT rights-of-way? ~Yes D No If yes , TexDOT permit must be submitted along with the construction documents . 1 . We will be requesting the corrected Final Plat to be subm itted in d ig ital form if availab le prior to filing the plat at the Courthouse . 2. If the construction area is greater than 5 acres , EPA Notice of Intent (NOi) must be submitted prior to issuance of a development permit. 5 of 5 · Issue Date : 2/9/2007 ~-------~------___ __..B_razos Coun!}' Tax Office ___ -~-------------~ Gerald L. 'BUDDY' WINN, ASSESSOR - COLLECTOR OF TAXES 300 E Wm J Bryan Pkwy Bryan , TX 77803 Ph : 979-361-4470 Fax: 979-361-4491 This certificate includes tax years up to 2006 Entities to which this certificate applies : F1 -EMG SVCS DIST #1 G1 -BRAZOS COUNTY S2 -COLLEGE STATION ISD Properjy Information Property ID : 001300-0075-0010 Owner Information --- Owner ID : 0180597 Quick-Ref ID : R117757 A001300 SAMUEL DAVIDSON , TRACT 75 .1, ACRES 15 .06 Value Information Land HS $0 .00 Land NHS $55 ,790 .00 Imp HS $0 .00 Imp NHS $0 .00 Ag Mkt $0 .00 Ag Use $0.00 Tim Mkt $0 .00 Tim Use $0 .00 HS Cap Adj $0 . 0 Assessed $55 ,790 . DUNSHIRE PROPERTIES INC PO BOX 10233 COLLEGE STATION, TX 77842-0233 Th is Docu ment is to ce rtify that afte r a careful check of the Tax Records of th ice , the following Current or Delinquent Taxes , Penalties , and Interest are due o n the Property for the Ta x ing Entities described above : Entity Year Tax ---= F1 2006 16.74 G1 2006 253 .84 0.00 S2 2006 825 .69 0.00 P&I 0 .00 0.00 0.00 A!!Y Fee 0.00 0 .00 0 .00 TOTAL 0.00 0.00 0.00 Total for current bills if paid by 2/28/2007 : $0.00 Total due on all bills 2/28/2007 : $0.00 2006 taxes paid for entity F1 $16 .74 2006 taxes paid for entity G1 $253 .84 2006 taxes paid for entity S2 $825 .69 2006 Total Taxes Paid : $1,096.27 1NI 112S11u .I•....., on ,.., 11ea11 enlr. II ._ not Include mlnerala8nd/or.,.,_.1 property. If applica ble , the above -described property is re ceiving spe cial valuation ba sed on its use . Additional ro ll back ta xes tha t may become due bas ed on the provision s of the spe ci al valuation are not indicated in this document. Th is certi ficate does not clear abu se of granted exemptions as defined in Section 11.43 , Paragraph (i) of the Texas Property Ta x Code . © 2003 Tyler Technol ogies , Inc. Date of Issue Requestor Ref. Number Fee Paid Payer 02 10912007 DUNSHIRE PROPERTIES INC , BC-2007-272563 $10 .00 DUNSHIRE PROPERTIES INC Page 1 of 1 · Issue Date : 2/9/2007 -. AX CERTIFICA -=B;..;;;razos Coun!)'. Tax Office Gerald L. 'BUDDY' WINN, ASSESSOR - COLLECTOR OF TAXES 300 E Wm J Bryan Pkwy Bryan, TX 77803 Ph : 979-361-4470 Fax: 979-361-4491 This certificate includes tax years up to 2006 Entities to which this certificate applies : F1 -EMG SVCS DIST #1 G1 -BRAZOS COUNTY S2 -COLLEGE STATION ISO Property Information Property ID : 001300-0075-0020 Owner Information ~----~~~~ Owner ID: 0180598 Quick-Ref ID : R117758 Value Information CLABORN, ANN H Land HS $0 .00 8303 WILDEWOOD CIR Land NHS $57,730 .00 COLLEG TATION , TX 77845-4613 A001300 SAMUEL DAVIDSON, TRACT 75.2 , ACRES 16.55 Imp HS $0.00 Imp NHS $0 .00 Ag Mkt $0 .00 Ag Use $0 .00 Tim Mkt $0 .00 Tim Use $0 .00 HS Cap Adj $0 . Assessed This Document is to certify that after a careful check of the Tax Records of this Office , the following Current or Delinquent Taxes , Penalties , and Interest are i due on the Property for the Taxing Entities describe d above : ! Entity _Y.._e""'a,..r __ .,,,,.. __ ..... P&I A Fee TOTAL F1 2006 G1 2006 S2 2006 This cet1lflcete ts Issued on ,.., estate only. It does net include · e als and / or personal property. 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total for current bills if paid by 2/28/2007 : $0.00 Total due on all bills 2/28/2007 : $0.00 2006 taxes paid for entity F1 $17 .32 2006 taxes paid for entity G1 $262.67 2006 taxes paid for entity S2 $854.41 2006 Total Taxes Paid: $1,134.40 If applicable, the above-described property is receiving special valuation based on its use . Additional rollback taxes that may become due based on the provisions of the special valuation are not indicated in this document. This certificate does not clear abuse of granted exemptions as defined in Section 11.43, Paragraph (i) of the Te xas Property Tax Code . © 2003 Tyler Technolog ies, Inc. Date of Issue 02/09/2007 Requestor Ref. Number Fee Paid Payer CLABORN, ANN H BC-2007-272562 $10 .00 CLABORN, ANN H Page 1 of 1 TAX RECEIPT KRISTEEN ROE, RTA , CTA Assessor and Collector of Taxes Brazos County 300 East WM . J. Bryan Pkwy . Bryan , Texas 77803 Station Cashier : counter3 Tax Yea rs : 2007 Payor : HOMES OF HIDDEN SPRINGS , LTD This is a receipt for taxes paid as of 11/15/2007 based upon the tax records of the County Tax Office. Receipt Number Date Paid Tender Method Total Paid : BC-2007-314765 : 11/15/2007 : Check -2418 : 8,385.98 Effective Date: 11 /15/2007 Payor : HOMES OF HIDDEN SPRINGS, LTD (00025146) P 0 BOX 10233 Owner: HOMES OF HIDDEN SPRINGS , LTD (00025146) P 0 BOX 10233 COLLEGE STATION , TX 77842-0233 COLLEGE STATION , TX 77842-0233 LEGAL DESCRIPTION ENTITIES R305553 : A001300 SAMUEL DAVIDSON , TRACT 40.1, G1 BRAZOS COUNTY ACRES 76.213 S2 COLLEGE STATION ISO F1 EMG SVCS DIST #1 PAYMENT SUMMARY R305553 -HOMES OF HIDDEN SPRINGS, LTD (00025146) P 0 BOX 10233 COLLEGE STATION , TX 77842-0233 001300-0040-0010 Tax Year I Taxin Unit 2007 G1 2007 S2 200 7 F1 Ta xable Value 483,050 .00 483 ,050 .00 483,050 .00 Tax Rate 0.465000 1.241050 0.030000 Levy Tax Paid Penalty&lnt Coll. Penalty Amount Paid 2 ,246 .18 2 ,246.18 0 .00 0 .00 2,246 .1 8 5,994 .89 5,994.89 0 .00 0 .00 5 ,994.89 144 .91 144 .91 0.00 0.00 144.91 Total Payment for Property R305553 8,385.98 TAX RECEIPT STAFF REVIEW COMMENTS N0.1 Project: HIDDEN SPRINGS PH 1 (FP) -07-00500031 PLANNING 1. In order to make the March 1st meeting, we must have revised documents to our office by Wednesday at 10 am in order for staff review to be completed prior to packet preparation for the Planning and Zoning Commission. 2. Will all of the current owner's be signing the plat? Currently there are 3 Ownership and Dedication certificates, but only one owner indicated on the application. If Hidden Springs, Ltd. is to sign the plat, we will need updated Tax Certificates, copy of title, or some legal documentation giving Hidden Springs, Ltd the authority to sign for the other property ow ers. 3. Please provide the number of lots in the titl block. 4. Please provide the Name and Address f all of the recorded owners in Note 1. 5. Please clarify the acreage for Lot , Block 2. The preliminary indicates an acreage of 2 .29 and the final shows .35. Reviewed by: BRAZOS COUNTY 1. Pending Reviewed by : ENGINEERING COMMENTS NO. 1 1. Show floodplain limits of the tributary of Peach Creek. Date : February 13, 2007 Date: 2. Provide Private or HOA Drainage Easements on all natural drainage courses. Indicate party or parties responsible for maintenance of private drainage easements . Is it the HOA, or individual Lot Owners on which the Drainage Easement is dedicated? 3. All below grade creek and drainage channel crossings of water mains shall have a minimum cover of 3.5 feet below flowline at time of construction. Air relief valves shall be provided at high point of all crossings. 4. TCEQ requires special precautions for water mains laid under any flowing or intermittent stream ; water main installed in separate watertight pipe encasement and isolation valves on either side of crossing. 5. Vales are required within 200' of dead end lines equal to and less than 8" in diameter. 6. It appears that the maximum valve separation of 800 feet is exceeded on Triple Ridge, Hidden Springs, and Stony Brook. 7. Minimum cover is 4 feet. Construction plans seem to indicate lees than 4 feet in areas where crossing or encroaching roadside drainage ditches Was an existing fire hydrant tested for the Fire Flow report? Schematic Water System Layout indicates a fire hydrant near the southeast property corner, but one was not located in the field. Exhibit B indicates flow test location as 800 feet south of the proposed subdivision. Please clarify. 8 . Be aware that the subdivision w i ll have to show fire flow capabilities once constructed in order to file the Final Plat. Test will have to be performed in accordance with NFPA 291 and witnessed by the Design or SUD Engineer. 9. Has the County approved a public road across the dam? 10. Flow in the drainage channel from Stony Brook needs to discharge to defined channel, not just the floodplain. It appears that an off-site drainage easement may be necessary. 11 . Does there not need to be channel lining on the downstream end of Culvert 1? Reviewed by: Carol Cotter Date : February 15 , 2007 SANITATION 1. No issues for Sanitation . Reviewed by : Wally Urrutia Date: February 16 , 2007 GENERAL ELECTRICAL COMMENTS 1. This plat is in the College Station ET J, but is out of the College Station Utility electric service area. Customer will have to get with their electric supplier for this area to determine electric service specifications and requirements. Reviewed by: Timothy Crabb (979) 764-3439. Date: 02/16/07. STAFF REPORT Project Manager: Lindsay Boyer, Staff Planner Email: lboyer@cstx.gov Project Number: 07-00500031 Report Date: February 13 , 2007 Meeting Date: March 1, 2007 Item: Presentation, possible action, and discussion on a Final Plat for Hidden Springs Subdivision, Phase 1 consisting of 30 lots on 76 .2 acres located at 16055 FM 2154 in the general vicinity of the northwest intersection of Wade Road and FM 2154 in the City 's Extra-Territorial Jurisdiction . Applicant: John Duncum , Hidden Springs , Ltd. Staff Recommendations: Staff recommends appr al final plat with the condition that Staff Review Comments are addressed . ET J Plats -Brazos County's comments an ecommendations: None. Item Summary: The applicant is proposin a large lot residential subdivision on 126 acres in the City's ET J. The prelimi ry ~ twas approved on January 18 , 2007 by the Commission with variances to Secti -C.1 which requires that plats be drawn to a scale of no less than one hundred fe per inch, as well as Section 12-1.3, Relation to Adjoining Street Systems for street connections to the north and east. Comprehensive Plan Considerations: The Comprehensive Land Use Plan identifies this property as Rural Residential. The property has a single access on FM 2154 , a Major Arterial on the City 's Thoroughfare Plan . The Final Plat is in compliance with the approved Preliminary Plat , City Subdiv ision Regulations , and the Comprehensive Plan. Item Background: The subject property came into the City 's ET J in 1983 and has not been previously platted. Budgetary & Financial Summary: None . Related Advisory Board Recommendations: None. Commission Action Options: The Commission has final authority over the final plat. The options regarding the final plat are: • Approval • Denial Supporting Materials: 1. Small Area Map (SAM) and Aerial Map 2. Application 3. Copy of Final Plat (provided in packet) 4. Staff Review Comments Mc URE & BROWNE ENGINEE G/SURVEYING, INC. MB 11 I 008 Woodcreek Drive, Suite I 03 •Coll ege Station, Texas 77845 (979) 693-3838 •Fax: (979) 693-2554 •Email: McClureBrowne@ Verizon .net TO-: Phone.: Fax: ATIACH-. TRANSMITTAL LETTER Mrs. Bridgette George -?tanning_ & fleve1apment Services City of Conege Station P.-0-. -Box 9960 College Station , Texas 77842 {97.9} 764-3570 (979) 764-3496 DATE: RE: RJ-TNo.: \ I DESCRIPTlON February 12 , 2007 HIDDEN SPRINGS SUBDIVISION 1056-0001 1 each Final Plat Application, Ch~c~st & Fees + 1 additional sheet ($455.00) ...... 14 ea. Copies of Final Plat (folded) 1 each Copy of each Paid Tax Certificate (3 total) 2 sets Public Infrastructure Plans (ET J) 2 each Drainage & Water Reports 5 sets TxDOT Driveway Permits THESE ARE BEING SENT: o At your request o -For your signature o For your approval o For your information o -For further act1on as noted 181 For review and comment o Per our conversatiorr o -Per contract o For your use o For ~--------- o At request of ______ _ o Original w ill follow by mail REMARKS: If you have any questions or need any additional information, please do not hesitate to call. Copy to: Signed: ~ ~ M~lure, P.E., R.P.L.S. F:\1056 -John Duncum\0005 -63 .5 Acre Nolan Estate\Correspondence\COCS -George01 -Tletter.wpd ACTION OF MEMBERS OF HHS MANAGEMENT, LLC WITHOUT ORGANIZATIONAL MEETING I. CONSENT TO ACTION The undersigned being all the Members of HHS MANAGEMENT, LLC , a Texas limited liability company ("Company"), consent, by this writing, to take the following action, to adopt the following resolutions, and to transact the following business of the Company : II. APPOINTMENT OF OFFICER RESOLVED, that the Members of the Company have met this the 1 st day of October, 2007, in a called meeting to appoint Justin M. Duncum as Vice President of the Company with authorization to execute documents on behalf of the Campa , those documents to include all necessary to obtain permits for development of the pron rty known as the Hidden Springs subdivision. That authorization includes all legal inst ments except loan documents with financial institutions that would create additional debt on e property. Dated this 1 st day of October, 2007. l l-ll?J-01 ~ l~c .4ta AM . DIANE DUNCUM, Member Action ofMemb ers of HHS MANAGEMENT, LLC At Call ed Mee tin g Pa ge 1 1101 Texas Avenue , P.O. Box 9960 College Station, Texas 77842 Phone 979.764.3570 I Fax 979 .764.3496 MEMORANDUM February 19, 2007 TO: Homes of Hidden Springs , John & Diane Duncum, via fax 77 4-9327 FROM: Lindsay Boyer, Staff Planner SUBJECT: HIDDEN SPRINGS PH 1 (FP) -Fina lat Staff reviewed the above-mentioned final plat . s requested . The following page is a list of staff review comments detailing items th need to be addressed. If all comments have been addressed and the following info ation submitted by Wednesday, February 21st, 10:00 a.m ., your project will be lac on the next available Planning and Zoning Commission meeting scheduled for h sday, March 1st, 7:00 p.m. in the City Hall Council Chambers, 1101 Texas Avenu One (1) 24 "x36" copy of the revised final plat; Sixteen ( 16) 11 "x17" copies of the revised final plat ; One (1) copy of the digital file of the final plat on diskette or e-mail to sgriffin@cstx.gov and awelsh@cstx.gov; and The Mylar original of the revised final plat with the owner and County Judge's signatures (will be required after the County's approval). Upon receipt of the required documents for the Planning & Zoning meeting, your project will be considered formally filed with the City of College Station. Please note that if all comments have not been addressed , your project will not be scheduled for the Planning & Zoning Commission meeting. Your project may be placed on a future agenda once all the revisions have been made and the appropriate fees paid. Once your item has been scheduled for the P&Z meeting, the agenda and staff report can be accessed at the following web site on Monday the week of the P&Z meeting. http://www .cstx.gov/home/index.asp?page=2481 If you have any questions or need additional information, please call me at 979.764.3570. Attachments : Staff Review Comments cc : McClure and Browne Engineering 693-2554 Gary Arnold, Brazos County Planning & Traffic , via fax 775.0453 Case file #07-00500031 f r l,.. .) I I; l tfi { r: I ) I \ L-~~·\'lf.\'S' WATER SYSTEM FLOW TEST REPORT AS-BUILT VERIFICATION DATE: 11-6-07 WATER SYSTEM OWNER: WELLBORN SPECIAL UTILITY DISTRICT DEVELOPMENT PROJECT: HIDDEN SPRINGS SUBDIVISION, PHASE 1 FLOW TEST LOCATION: CORNER OF HIDDEN SPRINGS WAY & TRIPLE RIDGE DRIVE NOZZLE SIZE: 2.5" PITOT READING (J>si): 58 FLOWRATE (gpm): 1280 (computed) PRESSURE GAUGE LOCATION : FIRE HYDRANT AT THE INTERSECTION OF HIDDEN SPRINGS WAY AND FIELD STONE LANE STATIC PRESSURE : 70 psi RESIDUAL PRESSURE : 53 psi REPORT PREPARED BY : JEF L. ROBERTSON (printed name) OTHERS PRESENT: STEVEN CAST (WELLBORN SUD) MINUTES Regular Meeting Planning and Zoning Commission Thursday, March 1, 2007, at 7:00 p.m. C ITY Of COLLEG E ST ATION Plil!mil:tg & ,Drt1tlopmrn1 Snvit<'t Council Chambers College Station City Hall 1101 Texas Avenue College Station, Texas C O MMIS SIO NER S P RESENT: Chairman John Nicho ls, Dennis Christiansen, Bill Davis , Derek Dictson, Marsha Sanford , Glenn Schroeder, and Harold Strong. COMMI SSIO NER S ABSENT: None . CITY C O UNCIL MEMBERS PRESENT: CITY STAFF PRESENT: Staff Planners Li Cisay Boyer, Crissy Hartl , Jennifer Ree ves , Jason Schubert and Grant Wencel , Se ior Planner J ennifer Prochazka, Actin g Director Lanc e Simms , Planning Admi ·strata Moll y Hitchcock , Senior Assi stant City En gineer Alan Gibbs , Graduate Civil E ineers Caro l Cotter and Jo sh Norton , Transportation Planner Ken Fogle , City rney Harvey Cargill , Mapping Coordinator Sven Griffin , GIS Intern Ryan Lupo , Dep ty City Manager Terry Childers , Information Services Representative Bryan Cook and Staff As sistants Lisa Lindgren and Brittany Korthauer. 1. Call meeting to order. Chairman Nichols called the meeting to order at 7 :05 p.m . 2. Hear Citizens . No one spoke during the item. 3. Consent Agenda. 3.1 Presentation, possible action , and discussion on a Final Plat for Castlegate Section VII Phase 2 consisting of 40 lots on 12 .754 acres , located off of Castlegate Drive , southeast of its intersection with Victoria Avenue . Case #07-005000 19 (JP) 3 .2 Presentation, possible action , and discussion on a Preliminary Plat for Duck Hav en Phases 4,5,&6 , consisting of 50 lots on 65.7 1 acres located southwest of the intersection of Well born Road an d Drake Drive in the City's Extra-Territorial Jurisdiction (ETJ). Case #07-500029 (GW) March 1, 200 7 P&Z Reg ula r Meeting Minutes Page 1 of 6 3.3 Presentation, possible action and discussion on a Preliminary Plat for The Villages of Indian Lakes Phase IIIb , consisting of 11 lots on 17.92 acres, located at Arrington Road , approximately Y4 mile outside the southern edge of College Station, within the City 's Extra-Territorial Jurisdiction (ETJ). Case #07-00500030 (JP) 3.4 Presentation, possible action , and discussion on a Final Plat for Hidden Springs Subdivision, Phase 1 consisting of 30 lots on 76.2 acres located at 16055 FM 2154 in the general vicinity of the northwest intersection of Wade Road and FM 2154 in the City's Extra-Territorial Jurisdiction . Case #07-00500031 (LB) 3.5 Consideration, discussion , and possible action to approve meeting minutes . *February 1, 2007 -Workshop Meeting Mi tes -DRAFT * February 1, 2007 -Regular Meeting Min es -DRAFT *February 15 , 2007 -Workshop Meetin inutes -DRAFT * February 15 , 2007 -Regular Meeting 3 .6 Consideration, discussio)Jand p sible action on request for absence from meetings. *Bill Dav is -February 15, 7 -Workshop Meeting Commissioner Christiansen motioned to approve the Consent Agenda. Commissioner Schroeder seconded the motion, motion passed (7-0). Regular Agenda 4. Consideration, discussion, and possible action on items removed from the Consent Agenda by Commission action. No items were removed . 5 . Presentation, possible action , and discussion on a Variance request to Section 18- B .2 of the Subdivision Regulations -Platting and Replatting within Older Residential Subdivisions and a public hearing , presentation, possible action, and discussion on a Replat of a portion of Lots 11 , 12 , 13, 14 , and 15 of the Joe Pasler ' s Partial Subdivision consisting of 2 lots on 0.26 acres located at 815 Pasler Street in the general vicinity of the intersection of Pasler and Lincoln A venue. Case #06- 00500155 (LB) Jennifer Prochazka, Senior Planner, presented the Variance Request and Replat. Ms. Prochazka recommended approval of the Rep lat should the Variance Request be approved . March 1, 2007 P&Z Regular Meeting Minutes Page 2 of 6 Lucille Young, 720 Churchill Street, College Station, Texas ; Onie Holmes , 616 Pasler, College Station, Texas; LaBridget Lewis, 823 Pasler, College Station, Texas ; Leroy Thomas , 611 Banks Street, College Station, Texas; Lawrence Carter, 1009 Mistywood Circle , Bryan, Texas; all spoke in opposition of the Replat. Items of concern were parking issues, student housing and adequate space for adding two homes on the lot. Commissioner Davis motioned to approve the Variance Request as submitted. Commissioner Christiansen seconded the motion, motion passed (7-0). Commissioner Dictson motioned to deny the Replat. Commissioner Strong seconded the motion. Commissioner Dictson withdrew his m ion to deny the Replat. Commissioner Strong seconded the motion and with ew his second of the previous motion. Commissioner Davis motioned to eny the Variance Request as submitted by staff. Commissioner Sanford seco ded the motion, motion passed (7-0). Commissioner Dictson m tio ed to deny the Replat. Commissioner Strong seconded the motion, moti passed (7-0). 6 . Public hearing, presentation, possible action , and discussion on a Rezoning from C- l General Commercial to 3 .25 acres of R-4 Multi -Family and 0.14 acres of A-0 Agricultural Open for Lot 9 , Block 1 of the Gateway Subdi vision located at 1505 University Drive , just north of Home Depot. Case #06-00500194 (JR) Jennifer Reeves , Staff Planner, presented the Rezoning and recommended appro val. Ms . Reeves , Carol Cotter and Alan Gibbs , Development Review Engineering , were called upon to address questions by the Commission. Robert Todd, 2902 Burning Tree , College Station, Texas ; Mr. Todd spoke in fa vor of the project and stressed that the wetlands would be protected in the area . Commissioner Strong motioned to recommend denial of the Rezoning to City Council. Commissioner Davis seconded the motion, motion failed (3-4). Commissioner Strong, Davis and Sanford voted in favor of the motion; Commissioners Schroeder, Nichols, Christiansen and Dictson voted in opposition of the motion. March 1, 2007 P&Z Regular Meeting Minutes Page 3 of 6 TRANSMISSION VERIF ICATION REPORT TIME 02 /20 /2007 15:41 NAME FA X TEL SER.# 000 L5J 595800 DATE, TIME FAX NO./N AM E DURATION PAGE (S) RESULT 02/20 15:40 959 32554 00:00:17 01 OK MODE STANDAR D ECM Feb. 16. 2007 3:4 2PM No.sss3 P. 1 ~·f&·f7 BRAZOS COuNTY HEALTH DE~~rp 4; ~~ • 201 NORTH TEXAS AVE.NUB· BRYAN , TE~S 7 3-5 0 )f: ~ (979) 361 ·4440 •Fax (979) 823 -2275 &mail: healthdept@co .brazos .tx us M IJ.. l www .br s ealth.org V l"' ') February 16, 2007 Mr. Jeff Robertson McClure and BroWne Engineering 1008 Woodcreek Prl,ve , Suite 103 Colleg~ Station, Tex.t 7784S Re: Preliminary Plat and Fi.t\al Pl•t. Phil$~ l fo> llidden Sprir;igs Subdivision, Samuel Davidson Lel'l.gu.e , AA1~. Btazos Couut}\ Texas . Pear Mr. R.obemon : We appreciate the opportunity to review the prel.inrinary plat and the final pl.at, ph.ase l for Hidden Springs Subdivis ion. lt appean from the plat that some lots are i.vithU:i. fue WO-year flood plain. TAC, Section 285.30 (h) states tb~ following about 100-year flood plain: •• ... Any sites within the 100 year flood plain, determined from either FBMA maps or flood studies prepared by a professional engira:er reg istered in Texas, shall bo subject !'() special planning teql.liretnents to indi~te that the location of the OSSP will not result in damage to the OSSF or teliu1t In conta!Illn..non f;.'oro, ~e OSSF during flooding . Any planning materials submitted undEr $s subseotian shall indict~ how fl°''il;ile tlloM flQtatjoi;i. j.s eliminated." Furore homeowners should be road.e aware of the5e special ~oments for an on-site sewage :fAci.lity. Other than the above mentioned provision, and the enlargilig of Lot 12 to add more non-floo~lam property, the plat meets the i:e<i,uirtmetl.ts set forth by the Texas Coilllnission on Environmental Quality (TCEQ) and Brazos Councy concerning on-eite sewage facilities. If we can be of further assistance, please call~ at (979) 361-4450 . Sincerely, r'\ /) f~. DEVELOPMENT REVIEW HIDDEN SPRINGS PH 1 j JCase: 07-0~1 DEVELOPMENT REVIEW HIDDEN SPRINGS PH 1 I I Case: ~7-0~1 07-31 closes Carol Cotter -RE: New Development for the Week of 2/19/2007 From: To: Date: Subject: "Randy Trimble" "Brittany Korthauer" 2/22/2007 2:24 PM RE: New Development for the Week of2/19/2007 Hidden Springs: • Need 16' PUE along the front of Lots 14 -20 of Block 1. rage i u1 .1. • A 20' PUE will need to extend around the outer perimeter of the subdivision. (i.e., Block 4, Lots 1-3 and Block 1lots1-3) • FYI: Electrical service to each lot will be from the front of the lots. BTU may utilize any part of the PUE's to place its facilities. -----Original Message----- From: Brittany Korthauer [ mailto:Bkorthauer@cstx.gov] Sent: Monday, February 19 , 2007 1 :37 PM To: Randy Trimble Subject: RE: New Development for the Week of 2/19/2007 Yes. That is fine! Brittany Korthauer Staff Assistant-Planning & Development City of College Station P.O. Box 9960 College Station, TX 77842 979 .764.6252 "Work like you don't need the money, love like you've never been hurt, and dance like you do when nobody's watching." >>>"Randy Trimble" <rtrimble@btutilities.com> 02 /19/07 1 :04 PM>>> Brittany, I was out of the office part oflast week and today . I have some comments on plats from last week. I'll get them to you ASAP (hopefully tomorrow). Will that work? Thanks, Randy -----Original Message----- From: Brittany Korthauer [ mailto:Bkorthauer@cstx.gov] Sent: Monday, February 19, 2007 10 :46 AM To: Elton Abbott; kimberly. winn@atmosenergy.com; pcorley@bc911.org; file ://C :\Documents and Settings\ccotter.CSTX\Local Settings\Temp\XPgrpwise\45DDA7E5City ... 2/22/2007 Kim Hoesel; jbeard@bcsmpo.org; Randy Trimble; Shawndra Green ; jimp@bvsbdc.org; Days Inn; clint@clarkewyndham.com; cmetest@cox-intemet.com; mike.lavender@cox.com; Clark Ealy; David Norton; Bridgette George; Connie Hooks; Glenn Brown; Harvey Cargill; John Happ; Pete Vanecek; Ron Silvia; Jennifer Mascheck; Jay Page; Karl Nelson; George Lea; Shelly Taylor; gbrewer@fnb-bcs.com; Joe Salvato; mholmgreen@fnb-bcs .com; Nora Thompson; Steve Hilton; Sharon@Days Inn; Jon ; Ed Clarkson; Daniel Westerheim; belinda_fikes@ mcgraw-hill.com; Joe Vargo; Newell@Newellsdesigns.com; James Drews; Mark Dudley; Charles White; Joe Bethany; Rod Weis; Paul; The Plan Room; Tracy.Holland@verizon.com; Tim Williams; Jim Survant; Ann@wicksoncreek.com Subject: New Development for the Week of 2/19/2007 The following attachment is the list of new development projects submitted to Planning and Development Services for the deadline of 2/19/2007. Thank you Brittany Korthauer Staff Assistant-Planning & Development City of College Station P.O. Box 9960 College Station, TX 77842 979.764.6252 "Work like you don't need the money, love like you've never been hurt, and dance like you do when nobody's watching." College Station. Heart of the Research Valley. College Station. Heart of the Research Valley. Page 2 ot2 file://C:\Documents and Settings\ccotter.CSTX\Local Settings\Temp\XPgrpwise\45DDA7E5City ... 2/22/2007 LETTER OF COMPLETION RIGHT-OF-WAY/EASEMENT USER CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS DP DATE: Z°· /°3 ·CJ/ RE: COMPLETION OF N \.ofCQ, ~£A;µA6€ /M f>Mt/C'"~EAfr5 The purpose of this letter is to request that th e following listed work activity occurring within a City of College Station right -of-way or e asement be approved and accepted as being constructed under City inspection a nd completed according to plans , specifications, and City Ordinance requirements . The City acknowledges that the constructed infrastructure is the property of the user and that inspection is limited to those activities and the location of the user infrastructure within the right-of-way or easem ent. The user remains responsible for but not limited to the establishment of vegetation , settlement of excavation, restoration of landscaping, repair of irrigation systems , repair of City infrastructure such as sidewalks and streets , and any other areas of disturbance with a warranty responsibility period of ne (1) year following completion . WORK COMPLETED ~'1""' .,afc/ L-r v'lo.x Cot-v6)[/ Owner: /(oJco hue-,/k1&J4 Ma iling Address: //<22 /"'1utv~ ul!~,,5141'7~ r/'K --z 71-fp ' c~ Revised 8130105 DATE Contractor: 7'e1-41 /)o:k o Z'l c..., Address:// O.J. /iM ~ L'i>/¥ -5°4r,~ --Z? ~iD Signatur¢-:z----? ~ f / LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dear Sir: DATE: FJ-Z.0-O 7 I RE: COMPLETION OF N rJ J::==tt-7° .P '&m~5 f/('< u!tif'C/ The purpose of our letter is to request that the following listed improvements be approved and accepted as being constructed under City inspection and completed according to plans and specifications as approved and required by the City of College Station, Texas . This approval and acceptance by the City is requested in order that we may finalize any subcontracts and to affirm their warranty on the work. This approval and acceptance by the City of the improvements liste91Tulow does hereby void the letter of guarantee for the listed improvements on the abo ~ referenced project. The one-year warranty is hereby affirmed and agr. ed to by ________ _ and by their subcontractors as indicated by sign tures below. WORK COMPLETED Owner: /?t> d/lD 7.; v~'frzi ~&-LL Mailing Address: //ZJ Z l/a_yv~ ffel)~4~ ~/d;e ~ 17 ~, 77~{L. 6 Signature: tf:v&.. -~&/ ACCEPTANCE & APPROVAL . ,jj(l t-£C2 CitfEr1[jinefJ Revised 10112100 WARRANTY DATE 4 " 7 q 51 ~ {) r-A-J/J tJ I ·~, I b I ontractor:, 9111 !>11.d 5 ~f01Q~5 Address: P, D, {3oX HA5 /Jq)'-t:fil-/n c. li, )58D.:2 ...... .. \ reo 10 ur 1u :o.Ja ~aoon 1v1eica1r engineering NO. 1 2 3 4 ENGINEER•s COST ESTIMATE -2/15/2007 NINFA'S MEXICAN RESTAURANT DRAINAGE IMPROVEMENTS 1007 EARL RUDDER FREEWAY COLLEGE STATION, BRAZOS COUNTY, TEXAS DESCRIPTION QUANTITY UNIT WATER LINE IMPROVEMENTS Mobilization & Construction Staking 1 LS Erosion, Sedimentation Control & Seeding 1 LS 6' x 4' CIP Box Cu lvert (TxDOT SCC-5&6) 100 LF Grading, Erosion Control Fabric & Rock Rip-Rap 1 LS UNIT COST $1,000.00 $1,000.00 $150.00 $1 ,500.00 SUS-TOTAL= 10% CONTINGENCY = TOT AL ESTIMATED CONSTRUCTIO COST = CELL : (979) 219-4174 FAX : (979) 690-0329 E-mail: rabon@rmengineer.com CD1-208-0296-E01 p.2 TOTAL COST $1 ,000.00 $1,000.00 $15,000.00 $1,500.00 $18 ,500.00 $1,850 .00 $20,350.00 1 of1 · 1 2 3 4 5 6 7 Engineer's Cost Estimate -Revision No. 1 NINFA'S MEXICAN RESTAURANT UTILITY IMPROVEMENTS 1007EARLRUDDERFREEWAY COLLEGE STATION, BRAZOS COUNTY, TEXAS UNIT DJ:S«;RiPTION QUANTITY: UNIT COST WATER IMPROVEMENTS Mobilization & Trench Safety (Water line) 1 LS $1,500.00 8" PVC Water Line (C909, CL 200) 219 LF $23.00 18"x8" (MJ) Tapping Valve & Sleeve (Tie to Existing 1 LS $3,000.00 18" DIP Water Line) 8" (MJ) Gate Valve & Box $850.00 6" (MJ) Gate Valve & Box $650.00 0.1. Fittings (Class 350) $1,500.00 Cement Stabilized Sand Bedding & Backfill $15.00 8 Standard Fire Hydrant Assembly $2,300.00 TOTAL CQST $1 ,500.00 $5,037.00 $3,000.00 $850.00 $650.00 $1,500.00 $2,625.00 $2,300.00 SUB-TOTAL = $17,462.00 10% CONTINGENCY = $1,746.20 ESTIMATED CONSTRUCTION COST = $19,208.20 This Engineer's Cost Estimate was prepared in our office, at the date shown, and is released for the purpose of CD1-208-0296-E03 RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 CELL: (979) 219-4174 FAX : (979) 690-0329 &mail: rabon@nnengineer.com 1 of1 CITY OF C OLLEGE STATIO N Planning & Devrlopment &rvicu SITE LEGAL DESCRIPTION: Greenworld , Phase 1 Lot 2R and Greenway Channel Improvements DATE OF ISSUE: 02/14/07 OWNER: Mario Rodriquez 1102 Harvey Road College Station, Texas 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: DEVELOPMENT PERMIT PERMIT NO. 07-04 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 1007 Earl Rudder freeway DRAINAGE BASIN: Carter's Creek VALID FOR 6 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction All trees required to be protected as part of the landscape plan must e completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Uni ed Development Ordinance , prior to any operations of this permit. The cleaning of equipment or materials within the drip 1ne of any tree or group of trees that are protected and required to rema in is strictly prohibited . The disposal of any wa e material such as , but not limited to , paint , oil, solvents , asphalt , concrete , mortar, or other harmful liquids or m erials ithin the drip line of any tree required to remain is also proh ibited . ****TCEQ PHASE II RULES IN EFFECT**** The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construct ion site in accordance with the approved eros ion control plan as well as the City of College Statio_n Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requ irements. The Owner and/or Contractor shall as sure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant th is permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit applicat ion for the above named project and all of the codes and ordinances of the C ity of College Stat ion that apply . Adm inistrator/Representative Date Owner/ Agent/Contractor Date CITY OF COLLEGE STATI ON Plannint & Dewlopmnit Smlict1 SITE LEGAL DESCRIPTION: Greenworld , Phase 1 Lot 2R Ninfa's Restaurant DATE OF ISSUE: 06/21/07 OWNER: Mario Rodriquez 1102 Harvey Road College Station , Texas 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: DEVELOPMENT PERMIT PERMIT NO. 07-31 FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 1007 Earl Rudder freeway DRAINAGE BASIN: Carter's Creek VALID FOR 9 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construe · All trees required to be protected as part of the landscap Ian st be completely barricaded in accordance with Section 7.5.E ., Landscape/Streetscape Plan Requirements of the ity's nified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within t rip line of any tree or group of trees that are protected and required to rema in is strictly prohibited . The disposal of any aste material such as , but not limited to, paint, oil, solvents, asphalt , concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. ****TCEQ PHASE II RULES IN EFFECT **** The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance w ith the approved erosion control plan as well as the City of College Station Drainage Pol icy and Design Criteria . If it is determined the prescribed eros ion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and /or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as eros ion , siltation or sedimentation resulting from the permitted work. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets , or existing dra inage facilit ies . I hereby grant this permit for development of an area inside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. (l:J!§itz-u-~-ot- Administrator/Representative Date Owner/Agent/Contractor Date Feb. 16. 2007 3:42 PM No. 5883 P. 1 ~-f &·n BRAZOS COUNTY HEALTH DE~{{jj~ 4; ~fl 20!NORTHTEXASAVENUE•BRYAN,TEXAS7 3-5 D ~ ~ (979 ) 361 -4440 •Fax (979) 823 -2275 E-mail : healthdept@co .brazos .tx .us h(1 ~ l Februa ry 16 , 2007 Mr. Jeff Robertson McClure and Browne Engineering 1008 W oodcn:ek Drive , Suite 103 College Station , Texas 77845 www.brazoshealth.org U 1 • ') Re : Preliminary Plat and Final Plat, Phase 1 for Hidden Springs Subdivision , Samuel Davidson League , A-13 , Brazos County , Texas . I Dear Mr. Robertson; We appre ciate the opportunity to revjcw the prelimina~ plat and the final plat, phase 1 for Hidden Springs Subdivi si on . It appears from the plat that some lots re within the 100-year flood plain . TAC, Section 285 .30 (h ) states the following about 100 -year flo · plain : '' ... Any sifes within the IOO year floo lain, etennined from either FEMA maps or flood studies prepared by a pro fe ssion.al engineer registered in e s, shall be subject to special planning requirements to indicate that the location of the OSSF will not r t in damage to the OSSF or result in contamination from the OSSF during flooding . Any planning materials submitted under this subsection shall indicate how possible tank flotat ion is eliminated ." Future homeowners should be made aware of the se special requirements for an on-site sewage facility . Other than the above mentioned provision, and the enlarging of Lot 12 to add more non -floodpla in property , the plat meets the requirements set forth by the Texas Corru:nission on Environmental Quality (TCEQ ) and Bnizos County concerning on-site sewage facil ities . If we can be of further assistance, please call me at (979) 361-4450 . rk~ Don Plitt , RS Director of Environmental Health Services Division Via Fax : Gary Arnold , Brazos County Road and Bridge Department 7. Public hearing, presentation, possible action, and discussion on a Rezoning from A-0, Agricultural Open to C-2, Commercial Industrial consisting of 1 lot on 16.4 acres located at 17339 SH 6 S in the general vicinity of the east side of State Highway 6 south of the College Station Business Park. Case #06-00500278 (LB) Lindsay Boyer, Staff Planner, presented the Rezoning and recommended approval. Travis Martinek, 3608 E. 29th Street, College Station, Texas. Mr. Martinek represented the applicant and spoke in favor of the project and answered questions in general from the Commission. Commissioner Christiansen motioned to recommend approval of the Rezoning to City Council. Commissioner Strong seconded the motion, motion passed (7-0). 8 . Public hearing, presentation, possible action, and discussion on a Rezoning for 1.996 acres located at 3105 Freneau Drive from A-0, Agricultural Open to A-OR, Rural Residential on one lot. Case #07-00SOOOlO(JR) Commissioner Christiansen recused himself from the vote on the item . Grant Wencel , Staff Planner, presented the Rezoning and recommended approval. Josh Norton and Alan Gibbs , Development Review Engineering, were called upon by the Commission to answer questions regarding the floodplain and flood fringe. Christian Galindo, Engineer, 3107 Rolling Glen, Bryan, Texas ; Kevin Sweetland , 3105 Freneau, College Station, Texas; Mr. Sweetland and Mr. Galindo spoke in favor of the project, and Mr. Galindo was called upon to address questions in general from the Commission. Commissioner Davis motioned to recommend approval to City Council of the Rezoning request as submitted by staff. Commissioner Dictson seconded the motion, motion passed (6-0-1). Commissioner Strong, Sanford, Davis, Nichols, Dictson and Schroeder voted in favor of the motion; no one opposed the motion; Commissioner Christiansen recused himself from the vote. 9 . Presentation, possible action, and discussion on a Preliminary Plat for the Sweetland Subdivision consisting of one lot on approximately 1.996 acres located at 3105 Freneau Drive. Case #07-00500016(JR) Commissioner Christiansen recused himself from the vote of the item. March 1, 2007 P&Z Regular Meeting Minutes Page 4 of 6 Jason Schubert, Staff Planner, presented the Preliminary Plat and recommended approv al. Commissioner Davis motioned to approve the Preliminary Plat. Commissioner Schroeder seconded the motion, motion passed (6-0-1). Commissioner Strong, Sanford, Davis, Nichols, Dictson and Schroeder voted in favor of the motion; no one voted in opposition of the motion; Commissioner Christiansen recused himself from the vote. 10. Public hearing , presentation, possible action , and discu ssion on a Comprehen sive Plan Amendment from Single Family Residential, High Density to a mix of Neighborhood Retail , Residential Attached , and Planned Development consisting of 110 lots on 89 .563 acres of the property generally surrounded by FM 2 154 , Holleman Drive West, Jones Butler Road, and Luther West. Case #07-00500021 (LB) The item was pulled from the agenda to be heard at a later date and time. 11 . Public hearing , presentation, possible action , and discussion on a re zoning from R- 1, Single Family Residential to R-4 , Multi-Family Re sidential for 0.5 2 acr es, located at 701 Luther Street West, approximately one mile southeas t of the Bush Presidential Library. Case #07-500005 (GW) The item was pulled from the agenda to be heard at a later d ate and time . 12. Public hearing , presentation, possible action , and discu ssion on a Comprehensive Plan Amendment from Single Family Reside ntial Medium Density to Planned Development for one lot on 5 acre s located at 1850 William D . F itch Parkw ay. Case #07-00500024 (CH) Crissy Hartl , Staff Planner, presented the Comprehensive Plan Amendment and recommended approval of the item as presented. Ms . Hartl stated that 139 calls were received regarding the item and all the calls were in opposition . Jane Kee , Applicant, 511 University Drive , Suite 205 , College Station, Tex as and Keith Clemmons , 201 Wellborn Road , College Station, Texas ; Hugh Stearns , College Station, Texas ; Mr. Steams , Mr. Clemmons and M s. Kee spoke in favor of the project. Ms. Kee addressed questions and concerns from the Commission. Alex Dessler, 4780 Silverbriar Circle , College Station, Texas ; Dennis Brunson, 4430 Spring Meadows , College Station, Texas; Jim Butcher, 4420 Spring Meadows , College Station, Texas ; Ambrose Boube, 4503 Diamond Court, College Station, Texas ; Phillip Brown, 410 Cold Spring, College Station, Texas; Tim Thurmond 4538 Hicks Lane , College Station, Texas; Matthew Moore , 4401 Spring Branch Court, College Station, Texas; Frank Thurmon, 3015 Glen Haven, Bryan, Texas; Greg Jasper , 4422 Spring Meadow, College Station, Te x as ; Mark Foster , March 1, 2007 P&Z Regular Meeting Minutes Page 5 of 6 4447 Spring Meadows Court, College Station, Texas; Melissa Cunningham, 4417 Rocky Meadows, College Station, Texas; JD Taylor, 4400 Woodland Ridge, College Station, Texas; Gary Erwin, 4513 Amber Stone, College Station, Texas; Billy Pittman, 1850 William D . Fitch, College Station, Texas. All the indi v iduals spoke in opposition of the Comprehensive Plan Amendment and the Rezoning. Commissioner Dictson motioned to recommend denial of the Comprehensive Plan Amendment to the City Council. Commissioner Christiansen seconded the motion, motion passed (6-1); Commissioner Strong, Sanford, Davis, Christiansen, Dictson and Chairman Nichols were in favor of the motion; Commissioner Schroeder opposed the motion. 13. Public hearing, presentation, possible action, and discussion on a rezoning of one lot on 5 acres located at 1850 William D. Fitch Parkway from A-0 Agricultural Open to PDD Planned Development District. Case #07-00500025 (CH) The public hearing for the item was combined with item 12 . Commissioner Dictson motioned to recommend denial of the Rezoning. Commissioner Christiansen seconded the motion, motion passed (7-0). 14 . Discussion and possible action on future agenda items -A Planning and Zoning Member may inquire about a subject for which notice has not been given. A statement of specific factual information or the recitation of existing policy may be given. Any deliberation shall be limited to a proposal to place the subject on an agenda for a subsequent meeting. No items were discussed. 15 . Adjourn. Commissioner Christiansen motioned to adjourn. Commissioner Davis seconded the motion, motion passed (7-0). Meeting adjourned at 9:57 p.m. Jo chols , Chairman Planning and Zoning Commission Lisa Lindgren, Staff Assist Planning and Development Services March 1, 2007 P&Z Regular Meeting Minutes Page 6 of 6 I I I RB 11 DRAINAGE REPORT F OR HIDDEN SPRINGS SUBDIVISION, PHASE I COLLEGE STATION, TEXAS FEBRUARY 2007 MBESI# 1056-0005 SUBMIITED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodc reek Drive, Sui te 103 •Co ll ege Station, Texas 77845 (979) 693-3838 •Fax : (979) 693-2554 •Emai l: McC lur eBrowne@Verizon .net I I I SUMMARY Hidden Springs, Phase I Drainage Report MBESI # 1056-0005 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 : Anticipated land use : Anticipated number of lots : Notes on surrounding development : FLOOD HAZARD INFORMATION FEMA FIRM Map #: 48041 C0200 C Effective Date : July 2, 1992 76.13 acres Single family residential 30 lots FM 2154 (Wellborn Road) borders the site on the west. surrounding the site to the south is developed, while the area and north is undeveloped. The area to the east Comments : A portion of the property is located in Flood Zone A (no elevations determined). Applicable Exhibits : A -Excerpt ofFEMA 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 SECONDARY STORM DRAIN DESIGN Design Storm : 25-yr Return Period (Culverts) Design Methodology Hydrology : Time of Concentration : Runoff Coefficients: Curve Numbers : Hydraulics : Software Model : Manning's N : Drainage Report Hidden Springs , Phase I 100-yr Return Period (Floodplain & Culverts) Culverts -Rational Formula Floodplain -SCS Method (HydroCAD Software) minimum = 10 min . 0.40 -Undeveloped area 0 .55 -Residential areas 0 .90 -Paved areas Undeveloped Land-75 (type D soils) Impervious Cover -98 (type D soils) HEC-RAS Excel Spreadsheet 0 .024 (corrugated metal) Page 1 of2 I I Applicable Exhibits : C HydroCAD Output D-1 D-2 E F-1 F-2 G-1 G-2 HEC-RAS Output (Peach Creek) HEC-RAS Output (West Tributary) Rational Method Calculations Culvert #3 Analysis Culvert #4 Analysis Channel # 1 Analysis Channel #2 Analysis EROSION AND SEDIMENTATION CONTROLS Control Measures : SWPPP: Drainage Report Hidden Springs , Phase I Silt fence Hydro-mulch seeding Rock Filter Dams Straw Bale Barriers Construction entrance/exit The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements. Page 2 of2 EXHIBIT A \ I ~ I .-...,,-......... (\ J [) HIDDEN SPRING PHASE 1 ~~~d\\R N.T.S. EXHIBIT A Flood Insurance Rote Mop Excerpt Brazos County, Texas and Incorporated Areas Mop Numbers: 48041 C0200C Effective Dote: July 2, 1992 I I I I I EXHIBITB EXHIBlTC East Tributary-Prop Prepared by {enter your company name here} HydroCAD ® 8.00 s/n 004323 © 2006 HydroCAD Software Solut ions LLC 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 Page 1 21812007 East Tributary-Prop Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Type Ill 24-hr 100 Rainfal/=11.00" Page 2 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-lnd+ Trans method -Pond routing by Stor-lnd 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 ,647 .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=88 1' 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 '/' Tc=30 .2 min CN=76 Runoff=89 .22 cfs 11 .380 af Subcatchment S: (new Subcat) Runoff Area=13 .380 ac Runoff Depth>8 .06" Flow Length=1 ,07 1' 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 '/' 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 Link N2: Combine N1 and 3 Link N3: Combine N2 and 4 Link N4: Combine N3 and S Link NS: Combine N4 and 6 Link NG: Combine NS and 7 lnflow=1 ,651 .03 cfs 678 .843 af Primary=1 ,651 .03 cfs 678 .843 af lnflow=1 ,652 .73 cfs 681 .501 af Primary=1 ,652 .73 cfs 681 .501 af lnflow=1 ,660 .56 cfs 692 .881 af Primary=1 ,660 .56 cfs 692 .881 af lnflow=1 ,666.49 cfs 701 .864 af Primary=1 ,666.49 cfs 701 .864 af lnflow=1,669 .69 cfs 706.600 af Primary=1 ,669 .69 cfs 706 .600 af lnflow=1 ,699.25 cfs 740 .239 af Primary=1,699.25 cfs 740.239 af East Tributary-Prop Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link N7 : Combine N6 and 8 Link NS: Combine N7 and 9 Type Ill 24-hr 100 Rainfal/=11 .00" Page 3 21812007 lnflow=1 ,706 .91 cfs 750 .970 af Primary=1 ,706 .91 cfs 750 .970 af lnflow=1 ,718 .27 cfs 766 .253 af Primary=1,7 18 .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 Prepared by {enter your company name here} HydroCAD ® 8.00 sin 004323 © 2006 HydroCAD Softwa re Solut ions LLC Type Ill 24-hr 100 Rainfal/=11 .00" Page4 2/8/2007 Subcatchrnent 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 Ill 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 (m in) (feet) (ft/ft) (ft/sec) (cfs) 213.7 19,572 0.0328 1.53 Lag/CN Method, Contour Length= 762 ,229' Interval= 2' Subcatchrnent 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 111 24-hr 100 Rainfall= 11 . 00 " Area (ac) CN Description 75 7.980 0 .120 98 Impervious Area from Lot Development 8.100 7.980 0.120 75 Weighted Average Pervious Area Impervious Area Tc Length Slope Veloc ity Capacity Descript ion (min) (feet) (ft/ft) (ft/sec) ( cfs) 22 .7 1,429 0.0469 1.05 Lag/CN Method, Contour Length= 8,279 ' Interval= 2' Subcatchrnent 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 Ill 24-hr 100 Ra infall=11 .00" · Area (ac) CN Description 4 .090 75 4 .090 Pervious Area East Tributary-Prop Prepared by {enter your company name here} HydroCAD ® 8.00 s/n 004323 © 2006 HydroCAD Software Solu ti ons LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11 .3 881 0.0877 1.30 Lag/CN Method, Type Ill 24-hr 100 Rainfal/=11 .00" Pages 2/8/2007 Contour Length= 7,812 ' Interval= 2' Subcatchment 4: (new Subcat) Runoff = 89 .22 cfs@ 12.41 hrs , Volume= 11 .380af, Depth> 7 .91" Runoff by SCS TR-20 method , UH=SCS , Time Span= 2.00-24 .00 hrs , dt= 0.05 hrs Type 11124-hr 100 Rainfall=11 .00" Area (ac) CN Description 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 111 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 Prepared by {enter your company name here} HydroCAD® 8 .00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Type Ill 24-hr 100 Rainfal/=11.00" Pages 21812007 Subcatch ment 6: (new Su bcat) 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 11124-hr 100 Rainfall=11 .00" Area (ac) 0.250 6.920 7.170 6.920 0.250 CN Description 98 Lot Deve lopment 75 76 Weigh ted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 16 .8 1,005 0.0457 0.99 Lag/C N Metho d, Contour Length= 7, 137' Interval= 2' Subcatch me nt 7: (new S ubcat) 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 11124-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) (fUft) (fUsec) (cfs) 55 .7 3, 175 0.0279 0.95 Lag/CN Metho d, Contour Length= 31 ,686 ' Interval= 2' Subcatch ment 8: (new S ubcat) 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 11124-hr 100 Rainfall=11.00" Area (ac) CN Description 0.320 98 Road 16.240 75 16 .560 75 Weighted Average 16.240 Pervi ou s Area East Tributary-Prop Prepared by {enter your company name here} HydroCAD ® 8.00 sin 004323 © 2006 HydroCAD Software Solu ti ons LLC 0 .320 Imperv ious 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, Type Ill 24-hr 100 Rainfal/=11 .00" Page 7 21812007 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 11124-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 Primary outflow= Inflow , Time Span= 2.00-24 .00 hrs , dt= 0.05 hrs East Tributary-Prop Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software So luti ons LLC Link N4: Combine N3 and S 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 Type Ill 24-hr 100 Rainfal/=11 .00 " Page 8 2/8/2007 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 NS: 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 NG: Combine NS and 7 lnflowArea= 1,169 .350ac, lnflowDepth> 7.60 " for 100event Inflow = 1,699 .25 cfs @ 14. 76 hrs, Volume= 7 40 .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 NS 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 NS: 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} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC 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 Page 1 21812007 West Tributary-Prop 2 Type Ill 24-hr 25 Rainfal/=8. 80" Page 2 21812007 Prepared by {enter your company name here} HydroCAD ® 8.00 s/n 004323 © 2006 HydroCAD Software Solut ions LLC Time span=2.00-24 .00 hrs, dt=0.05 hrs , 441 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-ln d+ Trans method -Pond routing by Stor-lnd method Subcatchment A : (new Subcat) Runoff Area=494 .700 ac Runoff Depth>5 .36" Flow Length=8 ,829 ' Slope=0 .0062 '/' 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 '/' Tc=127 .1 min CN=75 Runoff=320 .01 cfs 91 .825 af Subcatchment F: (new Subcat) Runoff A rea=12 .640 ac Runoff Depth>5 .85" Flow Length=1 ,397' Slope=0 .0122 '/' Tc=42.4 min CN=76 Runoff=41.45 cfs 6.157 af Pond 1 P: (new Pond) Pond 2P: (new Pond) Pond 3P: (new Pond) Link NA: Combine 1 and 2 Link NB: Combine N1 and 3 Link NC: Combine N2 and 4 Link ND: Combine N3 and 5 Peak Elev=273 .16' Storage=2 .167 af lnflow=507 .57 cfs 260 .100 af 54 .0" x 100.0' Culvert Outflow=505 .64 cfs 260 .074 af Peak Elev=278 .07' Storage=2 .732 af lnflow=501 .94 cfs 248 .873 af Outflow=501 .38 cfs 248 .661 af Peak Elev=285.08' Storage=7 .093 af lnflow=473 .35 cfs 221 .092 af Outflow=464 .97 cfs 220 .922 af lnflow=499 .50 cfs 244 .116 af Primary=499 .50 cfs 244 .116 af lnflow=507 .57 cfs 260 .100 af Primary=507 .57 cfs 260 .100 af lnflow=6 16 .93 cfs 351 .898 af Primary=6 16 .93 cfs 351 .898 af lnflow=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 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solut ions LLC Subcatchment A: (new Subcat) Type Ill 24-hr 25 Rainfal/=8.80" Page 3 21812007 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 Ill 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 Ill 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 Ill 24-hr 25 Rainfall=8 .80" Area (ac) 9.100 0.250 0 .370 9.720 9.100 0 .620 CN Description 75 98 Impervious Area from Lot Development 98 Lot Development 76 Weighted Average Pervious Area Impervious Area West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD ® 8.00 sin 004323 © 2006 Hyd roCAD Software Solutions LLC Tc Length Slope Ve locity Capacity Descript ion (min) (feet) (ft/ft) (ft/sec) (cfs) 18 .2 720 0.0230 0.66 Lag/CN Meth od, Subcatchment D: (new S ubcat) Type Ill 24-hr 25 Rainfall=B .80 " Page 4 218 12007 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 Ill 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 (m in) (feet) (ft/ft) (ft/sec) (cfs) 34 .9 1,356 0.0162 0.65 Lag/CN Method, Subcatc hme nt E: (new S ub cat) 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 Ill 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 La g/CN Method, Subcatchment F: (new S u bc at) 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 Ill 24-hr 25 Ra infall=8 .80 " West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 si n 004323 © 2006 HydroCAD Software Solutions LLC 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, Inflow Area= Inflow = Pond 1 P: (new Pond) for 25 event 260.100 af Type Ill 24-hr 25 Rainfaf/=8 . 80" Pages 21812007 Outflow = Primary = 577 .390 ac, Inflow Depth> 5.41" 507 .57 cfs@ 15.89 hrs , Volume= 505 .64 cfs@ 16 .07 hrs, Volume= 505 .64 cfs@ 16.07 hrs, Volume= 260 .074 af, Atten= 0%, Lag= 10 .6 min 260.074 af Routing by Stor-lnd 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 #1 Elevation (feet) 272 .00 274 .00 276 .00 278 .00 280 .00 Invert Avail.Storage Storage Description 272 .00' Surf.Area (acres) 1.410 2.960 4.580 6.850 16 .540 46 . 730 af Custom Stage Data {Prismatic) Listed below (Recalc) Inc.Store (acre-feet) 0.000 4.370 7 .540 11.430 23 .390 Cum .Store (acre-feet) 0.000 4 .370 11 .910 23.340 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=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) Inflow Area= Inflow = Outflow = Primary = Pond 2P: (new Pond) 554.420 ac , Inflow Depth > 5.39" 501 .94 cfs @ 15 .82 hrs , Volume= 501 .38 cfs@ 15 .91 hrs , Volume= 501 .38 cfs @ 15 .91 hrs , Volume= for 25 event 248 .873 af 248.661 af, Atten= 0%, Lag= 5.2 min 248 .661 af West Tributary-Prop 2 Type Ill 24-hr 25 Rainfal/=8. 80" Page 6 2/8/2007 Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Routing by Stor-lnd 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 #1 Elevation (feet) 274 .00 275 .00 276 .00 277 .00 278 .00 279 .00 280 .00 Invert Avail.Storage Storage Description 274 .00' Surf.Area (acres) 0.000 0.280 0.420 1.000 1.980 2.430 3.500 7.743 af Custom Stage Data (Conic) Listed below (Recalc) Inc .Store (acre-feet) 0.000 0.093 0.348 0.689 1.462 2.201 2.949 Cum .Store (acre-feet) 0.000 0.093 0.441 1.130 2.593 4 .794 7.743 Wet.Area (acres) 0.000 0.280 0.420 1.001 1.981 2.431 3.502 Device Routing Invert Outlet Devices #1 Primary #2 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= 0.014 278 .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) t1=Culvert (Barrel Controls 498 .26 cfs@ 6.61 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.97 cfs@ 0.71 fps) Inflow Area = Inflow = Outflow = Primary = Pond 3P: (new Pond) 494 .700 ac, Inflow Depth> 5.36 " 473 .35 cfs@ 15 .73 hrs, Volume= 464 .97 cfs @ 15 .93 hrs, Volume= 464 .97 cfs @ 15 .93 hrs, Volume= for 25 event 221 .092 af 220 .922 af, Atten= 2%, Lag= 12.4 min 220.922 af Routing by Stor-lnd 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 t i me= 7.4 min calculated for 220.421 af (100% of inflow) Center-of-Mass det. t ime= 7.1 min ( 1,021 .1 -1,014 .0) Volume Invert Avail.Storage St orage Description #1 281 .00' 67 .246 af Custom Stage Data (Conic) Lis t ed below (Recalc) West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solu ti ons LLC Elevation (feet) 281 .00 282 .00 284 .00 286 .00 288 .00 290 .00 Surf.Area (acres) 0.000 0.430 2 .820 6 .740 13 .120 22 .730 Device Routing Inc .Store (acre-feet) 0.000 0.143 2.901 9.280 19 .509 35.413 Cum .Store (acre-feet) 0.000 0.143 3.044 12 .324 31 .833 67 .246 Invert Outlet Devices Wet.Area (acres) 0.000 0.430 2.820 6.741 13 .122 22.733 Type Ill 24-hr 25 Rainfal/=8. 80" Page 7 21812007 #1 #2 Primary 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= 0.014 288 .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) t1=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 .93cfs@ 15 .15hrs, Volume= 351 .898af 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 Prepared by {enter your company name here} HydroCAD® 8 .00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Primary outflow= Inflow, Time Span= 2.00-24 .00 hrs , dt= 0 .05 hrs Type Ill 24-hr 25 Rainfal/=8.80" Page 8 2/8/2007 West Tributary-Prop 2 Prepared by {enter your company name here} Type Ill 24-hr 100 Rainfal/=11 .00" Page 9 2/8/2007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=2 .00-24.00 hrs , dt=0 .05 hrs, 441 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 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 '/' 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 8.31 Oaf Pond 1 P: (new Pond) Pond 2P: (new Pond) Pond 3P: (new Pond) Link NA: Combine 1 and 2 Link NB: Combine N1 and 3 Link NC: Combine N2 and 4 Link ND: Combine N3 and 5 Peak Elev=274.47' Storage=5 .838 af lnflow=675 .69 cfs 353 .240 af 54 .0" x 100 .0' Culvert Outflow=668 .27 cfs 353 .206 af Peak Elev=278 .56' Storage=3 .779 af lnflow=668 .22 cfs 338 .140 af Outflow=667 .82 cfs 337 .861 af Peak Elev=286.08' Storage=12 .899 af lnflow=638 .98 cfs 300 .530 af Outflow=620.82 cfs 300 .251 af I nflow=665 .12 cfs 331 . 722 af Primary=665 .12 cfs 331 . 722 af lnflow=675 .69 cfs 353 .240 af Primary=675 .69 cfs 353 .240 af lnflow=808 .20 cfs 477 .740 af Primary=808 .20 cfs 477 .740 af lnflow=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 Prepared by {enter your company name here} HydroCAD ® 8.00 s/n 004323 © 2006 Hyd roCAD Software Solutions LLC Type 11124-hr 100 Rainfa//=11 .00" Page 10 21812007 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 Ill 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 111 24-hr 100 Ra infall= 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 11124-hr 100 Ra infall=11 .00" Area (ac) 9.100 0.250 0.370 9.720 9.100 0.620 CN Description 75 98 Impervious Area f rom Lot Development 98 Lot Development 76 Weighted Average Pervious Area Impervious Area West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solu t ions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.2 720 0.0230 0.66 Lag/CN Method, Type Ill 24-hr 100 Rainfal/=11 .00" Page 11 2/8/2007 Subcatc hment D: (new Su bcat) Runoff = 112 .56 cfs@ 12.47 hrs , Volume= 15 .379 af, Depth> 8.03" Runoff by SGS TR-20 method , UH=SCS, Time Span= 2.00-24 .00 hrs , dt= 0.05 hrs Type 11124-hr 100 Rainfall=11 .00" Area (ac) CN Description 1.310 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 Capaci ty Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34 .9 1,356 0 .0162 0.65 Lag/CN Method, Subcatchment E: (new S ubcat) Runoff = 431.48 cfs @ 13 .68 hrs , Volume= 124.534 af, Depth> 7.62" Runoff by SGS TR-20 method , UH=SCS , Time Span= 2.00-24 .00 hrs , dt= 0.05 hrs Type 11124-hr 100 Rainfall=11 .00" Area (ac) CN Description 3.590 98 Road 0.370 98 Lot Development 192 .270 75 196 .230 75 W eighted Average 192 .270 Pervious Area 3.960 Impervious Area Tc Length Slope Velocity Capacity Descri ption (min) (feet) (ft/ft) (ft/sec) (cfs) 127 .1 5 ,285 0.0121 0.69 Lag/C N Method, S u bcatc hment F: (new S ub cat) Runoff = 55.44 cfs @ 12 .57 hrs, Volume= 8.310 af, Depth> 7.89" Runoff by SGS TR-20 method , UH=SCS , Time Span= 2 .00-24 .00 hrs , dt= 0.05 hrs Type 11124-hr 100 Rainfall=11 .00" West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 Hyd roCAD Software Solutions LLC Type Ill 24-hr 100 Ra infal/=11 .00" Page 12 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, Inflow Area = Inflow = Outflow = Primary = Pond 1 P: (new Pond) 577 .390 ac , Inflow Depth > 7.34" for 675.69 cfs @ 15.93 hrs, Volume= 668.27 cfs @ 16 .25 hrs, Volume= 668 .27 cfs @ 16.25 hrs, Volume= 100 event 353 .240 af 353 .206 af, Atten= 1 %, 353 .206 af Routing by Stor-lnd 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 t ime= 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 Lag= 19 .2 min #1 272 .00' 46.730 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 272.00 274 .00 276.00 278 .00 280.00 Surf.Area (acres) 1.410 2.960 4 .580 6.850 16 .540 Inc.Store (acre-feet) 0.000 4 .370 7.540 11.430 23 .390 Cum .Store (acre-feet) 0.000 4 .370 11 .910 23 .340 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=27 4.4 7' TW=271.42 ' (Fixed TW Elev= 271.42') L1=Culvert (Inlet Controls 668 .26 cfs@ 8.40 fps) Inflow Area= Inflow = Outflow = Pr imary = Pond 2P: (new Pond) 554.420 ac , Inflow Depth> 7.32" for 668 .22 cfs @ 15 .87 hrs, Volume= 667 .82 cfs @ 15 .94 hrs, Volume= 667 .82 cfs @ 15 .94 hrs , Volume= 100 event 338 .140 af 337 .861 af, 337 .861 af Atten= 0%, Lag= 4.4 min West Tributary-Prop 2 Type Ill 24 -hr 100 Rainfal/=11 .00" Page 13 21812007 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Sol ut ions LLC Routing by Stor-lnd method, T ime 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 t ime= 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 #1 Elevation (feet) 274 .00 275.00 276 .00 277.00 278 .00 279 .00 280.00 Invert Avail.Storage Storage Description 274.00 ' 7.743 af Custom Stage Data (Conic) Listed below (Recalc) Surf.Area Inc.Store Cum.Store Wet.Area (acres) (acre-feet) (acre-feet) (acres) 0.000 0.000 0.000 0.000 0.280 0.093 0.093 0.280 0.420 0.348 0.441 0.420 1.000 0.689 1.130 1.001 1.980 1.462 2.593 1.981 2.430 2.201 4 .794 2.431 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 #2 Primary Outlet Invert= 273 .75' S= 0.0025 '/' Cc= 1.000 n= 0.014 278 .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) t1=Culvert (Barrel Controls 599.18 cfs @ 6.97 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 68 .61 cfs @ 2.03 fps) Inflow Area = Inflow = Outflow = Primary = Pond 3P: (new Pond) 494.700 ac, Inflow Depth> 7.29" 638 .98 cfs@ 15 .52 hrs , Volume= 620 .82 cfs@ 16 .01 hrs , Volume= 620 .82 cfs @ 16 .01 hrs, Volume= for 100 event 300 .530 af 300 .251 af, Atten= 3%, Lag= 29.6 min 300 .251 af Routing by Stor-lnd 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) West Tributary-Prop 2 Type Ill 24-hr 100 Rainfal/=11 .00" Page 14 21812007 Prepared by {enter your company name here} HydroCAD ® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Elevation (feet) 281.00 282 .00 284 .00 286 .00 288 .00 290 .00 Surf.Area (acres) 0.000 0.430 2.820 6.740 13 .1 20 22 .730 Inc .Store (acre-feet) 0.000 0.1 43 2 .901 9.280 19 .509 35.413 Cum.Store (acre-feet) 0.000 0.143 3.044 12 .324 31 .833 67 .246 Wet.Area (acres) 0.000 0.430 2.820 6.741 13.122 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 .014 288 .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 #2 Primary Pr imary OutFlow Max=620 .78 cfs@ 16.01 hrs HW=286 .08' (Free Discharge) t1=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 .7 00 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 Pr imary = 808 .20 cfs@ 14 .25 hrs, Volume= 477 .740 af, Atten= 0%, Lag= 0.0 min Pr imary 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 Pr imary = 816.47 cfs@ 14.16 hrs , Volume= 486 .050 af, Atten= 0%, Lag= 0.0 min West Tributary-Prop 2 Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Primary outflow= Inflow, Time Span= 2 .00-24 .00 hrs , cit= 0.05 hrs Type Ill 24-hr 100 Rainfa//=11 .00" Page 15 2/8/2007 EXHIBITD I x x x x x x HEC-Rl\S Version 3 .1. 3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California xxxxxx xxxx xxxx xx x x x x x x x x x x x Exhibit D-1 xxxx x x x x xxxxxxx xx xx x xxx xx xx xxxxxx xx xx x x x x x x x x x x x x x x x x x x x x x xxxxxx xx xx x x x x xxxxx PROJECT DJ\TJ\ Project Title: East Tributary lOO yr Floodplain J\nalysis Project File 1065005.prj Run Date and Time: 2/8/2007 9 :35:1 8 J\M Project in English units PLJ\11 DJ\TJ\ Plan Title: Planl East Trib. lOOyr Floodplain J\nalys Plan File F:\1056 -John Duncum\0005 -63.5 J\cre Nolan Estate\Docs\Dr ainage\HEC-Rl\S\1065005 .pOl Geometry Title: East Tributary Cross-Sections Geometry File F: \ 1056 -John Duncum\0005 -63. 5 J\cre Nolan Estate\Docs\Drainage\HEC-Rl\S\ 1065005. gOl East Tributary lOOyr flows Flow Title Flow File F: \1056 -John Dunc um\0005 -63. 5 J\cre Nolan Estate\Docs\Drainage\HEC-Rl\S\1065005. fOl Plan Summary Information: Number o f: Cross Sections -= 17 culverts 0 Bridges 0 Multiple Openings Inline Structures Lateral Structures -= Computational Information Water surface calculation tolerance - Critical depth calculation tolerance = Maximum number of iterations Maxi.mum difference tolerance Flow tolerance fac t or Computation Options 0. 01 0. 01 20 0.3 0 . 001 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 DJ\TA Flow Title: East Tributary lOOyr flows Flow File F:\1056 -John Dunc um\0005 -63.5 J\cre Nolan Estate\Docs\Drainage\HEC-RJ\S\1065005.fOl Flow Data (cfs) + River Rea ch 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 D~stream ++••···············••++•++++++++++++++••+++•++++•++++++++••++++++++++•+++++++••++•++++++++++++++•+++++++ * East Tributary Reachl PF 1 Critica l +++++••••+++•++++++++•+++•+++•+•++++++++++++++++++++++++++++++•+•++•+•+•++++++++++++++•+++++++++++++++•• GEOMETRY DJ\TJ\ Geometry Title : East Tributary Cross-Sections Geometry File F :\1056 -John Duncum\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-Rl\S\1065005 .gOl CROSS SECTION RIVER: East Tributary REJ\CH: Reachl RS: 8746.05 INPUT Description: Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev * ..... ** ++ + + ....... + ** * * + * * + * * ... + * ... * * .... * + + ** * + *. + * ...... + ............. * ..... + + + ++ .. + + * ** * ....... * .. + ++ ... + + * 100 284 146 262 149 280 152 278 154 276 .66 156 278 160 280 367 280 373 278 379 277 .75 384 278 399 280 418 282 547 284 Manning 's n Values num= Sta n Val Sta n Val Sta n Val ** * * ***** * .. ** * ....... * .. * * ........ * ** * * * *** * *** * * ++ +++ + + * 100 .035 149 . 03 160 . 035 Bank Sta: Left Right Lengths : Left Channel Right Coe ff Con tr. Expan. 149 160 227 506. 32 303 .1 .3 CROSS SECT! ON OUTPUT Profile #PF 1 * E.G. Elev (ft) 282. 08 * Element Left OB * Channel • Right OB • • 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 54 8. 60 * E.G . Slope (ft /ft ) • 0. 000553 * Area (sq ft) 3. 09 39. 99 54 8. 60 * Q Total (cfs) . 1002.00 . Flow lcfs) 2 . 50 99. 08 900.42 * Top Width (f t ) 274. 44 . Top Width (ft) 3. 64 11. 00 259.80 * Vel Total I ft/s) 1. 69 + Avg. Vel. lft/s) 0.81 2. 48 1. 64 * Max Chl Dpth (ft) 5. 37 * Hydr. Depth (ft) o. 85 3. 64 2 .11 * Conv. Total lcfs) . 42596. 7 . Conv. (cfs) 106 .3 4212. 2 . 38278. 2 • Length Wtd. (ft) 370.34 * Wetted Per. !ft) 4. 25 12. 89 260. 37 * Min Ch El I ft) 27 6. 66 . Shear (lb/sq ft) 0 . 03 0.11 0. 07 * Alpha 1. 06 . Stream Power (lb/ft S) . 0. 02 0.27 0 .12 . Frctn Loss I 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 ... ++++ **** * ** *** ** ++ * * ***** ** * ** * + .... + ++• * ....... * +• ++•• ....... ++. * * +++••* ... * * + ** ++ * * ** ++++ *"'** + *** Warn ing : 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 SECT ION RIVER: East Tributary REACH: Reach! RS: 8239. 73 INPUT Description: Station Elevation Data mlln= Sta Elev Sta Elev 10 Sta Elev Sta Elev Sta Elev **"'********"'******"'*********************•********"'***********++++++++••········· 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= Sta n Val Sta n Val Sta n Val **•*•*** * * + * * * **** * + ••• ** + ••• * **** * *** * .... * ** * ** 100 . 035 302 .03 321 . 035 Bank Sta: Left Right Lengths: Left Channel Right Coe ff 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 * Vel Head (ft) 0. 53 * Wt. n -Val . 0. 035 0.030 * w.s. Elev (ft) 281. 07 * Reach Len. (ft) 534. 00 . 1044.00 + Crit W.S. (ft) . Flow Area (sq ft) 17 .10 78.49 . E.G. Slope (ft/ft) *0.003683 * Area (sq f t) 17 .10 78.49 * Q Total lcfs) . 1002. 00 . Flow (cfs) 28. 99 576. 46 * Top Width (ft) 172. 65 . Top Width I ft) 32 . 04 19. 00 * Vel Total (ft/s) 4. 25 * Avg. Vel. lft/s) 1. 70 7. 34 • Max Chl Dpth (ft) 5. 47 * Hydr. Depth (ft) 0 . 53 4 .13 * Conv. Total lcfs) . 16510.7 * Conv. (cfs) 477. 7 94 98. 8 * Length Wtd. (f t ) 701. 93 . Wetted Per. !ft) 32. 05 20.55 * Min Ch El (ft) 275. 60 . Shear !lb/sq ft) 0.12 0 . 88 * Alpha 1. 90 . Stream Power (lb/ft s) . 0. 21 6 . 45 . Frctn Loss (ft) 1. 78 * Cum Vol urne (acre-ft ) 14. 74 16 . 84 * c & E Loss (ft ) 0 .13 * Cum SA (acres) 11. 39 4. 95 * Right OB * 0. 035 508. 00 140. 09 140. 09 396.54 121. 61 2.83 1.15 6534. 2 121. 66 0.26 o. 75 21. 36 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 REACH: Reachl RS: 7195 .73 INPUT Description : Station Elevation Data num= Sta Elev Sta Elev 100 282 307 280 11 Sta 310 Elev Sta Elev Sta Elev 278 313 276 317 274.51 I 3 19 2 76 3 51 27 6 392 2 7 8 .5 496 278.5 707 280 7 94 282 Mann ing's n Values num= Sta n Val Sta n Val Sta n Val + •• * ...... + ••• + •• *. * * * * * + ... * ..... ** ... ++ ... * **"' ...... * ..... * * * 100 . 0 35 30 7 .0 3 3 19 .0 35 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Con tr. Expan. 307 3 1 9 2 9 8 97 6.37 6 99 . l . 3 CR OSS SECT! ON OUTP UT Pr o file #PF l **** * •••• +++ * ••• *. * * •• * ** + *** * * * *. *. + *. * •• *** +. ** * * ** •••• + •• + * * ...... *** •••••• * * ........ * •• * ** •• * •• * E.G. Elev (ft ) 279 .68 * Element Left OB * Ch annel * Right OB * Vel Head I ft l 0.10 . Wt. n-Val. 0 . 0 30 0 . 0 35 * w.s. Elev I ftl 2 79 .59 * Reach Len. (ft ) 2 98. 00 976. 37 699 . 0 0 * Crit W.S . I ft l . Flow Area (sq ft ) 35 . 64 4 06. 60 * E .G. S lope (ft/ft ) '0 .00 1856 * Area (sq ft ) 35 . 64 4 06. 60 • Q Total (cfs l . 100 2. 00 . Flow (cfs l 1 4 7 . 22 854. 78 * Top Width (ft ) 3 41. 22 . Top Width (ft ) 11.38 329. 84 * Vel Total l ft/s ) 2. 27 • Avg. Vel. l ftls l 4 .13 2.1 0 * Max Ch l Dpth (ft ) 5. 08 • Hydr. Depth (ft ) 3 .13 1. 23 • Conv. Total l cfs ) . 2 3260 . 4 * Conv. l cfs l 3 417. 5 . 19842 .9 • Length Wtd. (ft) 699.28 * Wetted Per. (ft) 13. 23 329.92 "' Min Ch El (ft) 274. 51 . Shear (lb/sq ft ) 0. 31 0 .1 4 * Alpha 1. 22 . Stream Power (lb /ft s ) . 1. 29 0. 3 0 . Frctn Loss I ftl 1. 53 * Cum Volume (acre-ft ) 1 4. 64 1 5. 47 18.17 • C & E Loss I ftl 0. 0 3 * Cum SA (acres ) 11. 20 4.59 15.60 ....................................................................................................... Warning: The energy l o ss was greater than 1.0 ft (0.3 m). be t ween the current and previous cro ss section. This may i ndicate the need for additional cross sections. CROSS SECT ION RIVER: East Tributary REACH: Reachl RS: 6219.36 INPUT Description: Station Elevation Data num= Sta Elev Sta El ev 1 0 0 280 1 18 278 3 49 2 71. 75 3 5 0 272 576 2 80 Manning's n Values num• Sta n Val Sta n Val 11 Sta 337 3 5 5 Sta Elev 276 274 n Val ** ** * .... * * * * * ** .... * * .... ** ** * * ..... * ** **** * ** **. * * * * * 1 0 0 .035 343 .03 355 . 0 35 Bank Sta: Left Righ t Lengths : Left Channel 343 355 341 276.21 CROSS SECTION OUTPUT Pro file #PF 1 Sta Elev Sta Elev 343 2 7 4 348 2 72 360 2 76 458 2 78 Right Co e ff Con tr. Expan. 221 .1 . 3 * ** •• *• * *. *• •••••• ** •• * •••• ** ................. ** ••• * * ................... * ........ ** * .................... * *** * E.G. El e v (ft ) 278 .13 . Element Left OB • Channel • Right OB * • Vel Head I ft l 0. 36 * Wt. n -Val. 0 . 035 0 . 0 30 0.035 * W. S. El ev I ft ) 277. 77 • Reach Len. I ft l 3 41. 00 276.21 221. 00 * Crit W.S. (ft) . Flow Area lsq ft) 1 87.36 5 9. 44 90. 25 * E.G. Slope I ft / ft I '0 .002616 * Area (Sq ft ) 187.36 59. 44 90.25 • Q Total (cfsl 1 002. 00 . Flow l cfs l 389. 93 41 8. 51 193.57 ' Top Width (ft ) 3 02 . 92 . Top Width (ft) 1 99. 39 12 . 0 0 91.54 * Vel Total (ft /s l 2. 97 * Avg . Vel. (ft /sl 2. 08 7 . 0 4 2 .14 • Max Chl Dpth (ft ) 6. 02 . Hydr. Depth (ft ) 0. 94 4 . 95 0 . 99 * Conv. To tal l cfsl . 1 9589. 0 * Conv. (cfs l 7 623. 0 8181. 8 3784. 2 * Length Wtd. (ft) 271. 20 * Wetted Per. I ft l 1 99. 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 . Frctn Loss (ft ) 0. 79 . Cum Volume (acre-ft ) 14 .00 14. 41 14.19 * C & E Loss (ft) 0. 00 . Cum SA (acres) 10. 51 4. 33 12. 22 *. ** •• * •• *. ** ****. *** * * * * * * •• * ......... *. * ........ * ............... * * * ...... *. * ** .. * * .. * * * ........ * ***. * * ***. **. * CR OSS SE CTI ON RIVER: East Tributary REACH: Rea c hl RS : 5943 .15 INPUT Descr i pt ion : Station El evation Data num'"" Sta El ev Sta Elev 2 82 58 28 0 2 0 9 272 2 14 272 38 5 27 5.8 1 420 277. 0 2 Mann ing's n Values n um• Sta n Val Sta n Val 1 4 S t a 113 220 463 Sta Elev 27 8 274 2 77.84 n Val ............................ * ... * * * * .................... . 03 5 202 .0 3 2 2 3 . 03 5 Sta Elev Sta Elev 202 27 6 2 0 5 274 223 2 76 330 27 5 .83 573 2 7 9. 2 Bank Sta: Left 202 Right 223 Lengths: Left Channel Right 178 231.67 242 CROSS SECTION OUTPUT Profile #PF l * E.G. Elev I ft) 277.33 • Element * Vel Head I ft) 0. 35 Wt. n-Val. * W.S. Elev (ft) 27 6. 98 * Reach Len . (ft) Crit W.S. I ft) . Flow Area (sq ft ) * E.G. Slope I ft/ ft l • 0. 003307 Area (sq ft) • Q Total lcfs) . 1002. 00 . Flow (cfs ) * Top Width I ft) 260. 33 . Top Width (ft) • Vel Total lft/s) 3. 40 * Avg. Vel. (ft/s) • Max Chl Dpth (ft) 4. 98 * Hydr. Depth (ft) * Conv. Total (cfs) . 17424.5 Conv . (cfs) * Length Wtd. (ft) 234.85 * Wetted Per. (ft) * Min Ch El (ft) 272. 00 * Shear (lb/sq ft) * Alpha 1. 95 . Stream Power (lb/ft . Frctn Loss (ft) 0. 77 * Cum Volume (acre -ft ) * C & E Loss (ft) 0. 03 * Cum SA (acres) S) Coe ff Con tr. .l Left 08 0. 035 178.00 21. 30 21. 30 32. 28 43. 54 l. 52 0. 49 561. 3 43 . 55 0 .1 0 . 0 .15 13 .18 9. 56 Expan. .3 Channel 0. 030 231. 67 76. 55 76. 55 485.88 21. 00 6. 35 3 . 65 8449. 4 23. 01 0. 69 4.36 13. 97 4. 22 * Right OB * 0. 035 242. 00 197. 23 197. 23 4 83. 84 195. 80 2. 45 l. 01 8413. 9 195. 82 0 . 21 0. 51 13. 46 ll. 49 ******. * * * •• + *. * * * * * ** * * + * + * ** + * ** + * * ** *** * ** * * * + + * * * * ••• *** + * * * * **** *** * *** * •• ** * * * ** * ** * ** * * * CROSS SECTION RIVER: East Tributary REACH : Reachl INPUT Description: RS: 5670 Station Elevation Data num-= Sta Elev Sta Elev 282 47 280 204 272 213 272 344 275.56 395 274.9 612 277. l 8 666 277. 94 Manning's n Values nums Sta n Val Sta n Val 20 Sta 127 221 446 719 Sta Elev 278 274 275. 28 278.66 n Val * ** **** ••• * ***** * * ***** * * * * * *** * * * * * ** ** * •• * * * * * . 035 162 .03 235 . 035 Bank Sta: Left Right Lengths: Left Channel 162 235 731 731 CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 162 276 195 274 235 27 6. 34 290 276.2 500 27 6 . 4 8 555 276.66 772 279.35 825 280 .61 Right Coef f Contr. Expan. 731 .1 .3 ****** *** * ** * * * **** ** * * * ** ***** *** * ** * * * ** * * *** * * ** * ** * ** ** * * * * ** * ** * *** * * ** *** .... * ** ** ••••• + ** • E .G. Elev (ft) 27 6. 53 * Element Left 08 * Channel * Right OB * * 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 * Crit W.S . (ft) . Flow Area (sq ft) o. 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) o. 49 699. 09 302. 42 * Top Width (ft) 314. 68 * Top Width (ft) 5 . 08 72 . 70 236. 90 * Vel Total I ft/s) 3 .18 * Avg . Vel. lft/s) 0. 66 4. 57 l. 87 • Max Chl Dpth (ft) 4.29 * Hydr. Depth (ft ) 0 .15 2 .10 0. 68 * Conv. Total (cfs) . 17685 .2 Conv . (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 (lb/ft s) . 0. 02 l. 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. 4 6 3 . 97 10. 29 *** * * * * ***. ***** * * * * * * ***** •• + *** * ** **. * **** * .. ** **** *. * * * *. * *. * •• ** ••••••• * ** •• * ... * ** * **. * *. * ** Warning: Divided flow computed for this cross-section . Warni ng: 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 INPUT Description: RS: 4939 Station Elevation Data num""' Sta Elev Sta Elev 0 284 32 282 115 272 120 274 258 274 .05 269 274. 72 Manning's n Values num= Sta n Val Sta n Val 15 Sta 61 140 311 St a Elev 280 272. 3 273. 42 n Val ........ + ........ +• + ............... + ............. * •••• **. * ** ...... * * . 035 73 .03 120 .035 Bank Sta: Left Right Lengths: Left Channel 73 120 254 254 CROSS SECTI ON OUTPUT Profile #PF l Sta Elev Sta Elev 73 276 94 272 196 273 .l 248 27 3. 27 359 275.25 406 27 5. 68 Right Coe ff Contr. Expan. 254 .l . 3 + + + + + + + + .. + ++ + + + + + + ++ ... + + + * * + +++ + + ++ *. * * + + + ... + + + ••••• + + + +. + + * ... + .. + + +. + +. + * .. + ..... + + * + +. +• * •• * ++ + *. • E.G. Elev (ft) 27 5 .10 . Element Left OB ' Channel . Right OB ' + Vel Head (ft) 0. 09 + Wt. n-Val. 0. 030 0. 035 • w.s. Elev (ft ) 27 5. 01 Reach Len. (ft ) 254. 00 254.00 254.00 Crit W.S. (ft) . Flow Area (sq ft I 97 .12 354. 92 ' E.G. Slope (ft/ft ) ·0.00 1254 + Area lsq ftl 97 .12 354. 92 . Q Total l cfsl . 1002.00 Flow lc fs J 295 . 58 7 06. 42 . Top Width I ft ) 274. 57 ' Top Width (ft) 41. Bl 232.76 • Vel Total (ft/s) 2 .22 * Avg. Vel. (ft/S J 3. 04 l. 99 • Max Chl Dpth I ft) 3. 01 . Hydr. Depth I ft ) 2 .32 l. 52 . Conv. Total (cfs J . 28300 .6 * Conv . (cfs J 834 8. 5 . 19952 .1 . Length Wtd. (ft) 254. 00 * Wetted Per. (ft ) 42.48 232.93 * Min Ch El (ft) 272. 00 . Shear (lb/sq ftJ 0 .18 0.12 * Alpha 1.12 * Stream Power (lb/ft S) . 0.54 0.24 . Frctn Loss I ftJ 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 ++ +•++• + + + •• + ................... + *** *** + + .... + ** * * * + * •++ * + ** •++ * ... *** * +++ ** + ...... + + ..... + ++ ........ *** + * ..... + * * .. 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 : Ea st Tributary REACH: Reachl INPUT Description: RS : 4685 Station Elevation Data num• Sta Elev Sta Elev 11 284 26 282 49 274 57 272 262 273. 95 304 273 .49 386 270. 59 388 271.19 515 274. 92 566 276 .25 Manning's n Values nwnc Sta n Val Sta n Val 22 Sta Elev 32 280 75 272 340 273.49 393 271.14 Sta n Val ..... + ** * + ... * ++• + +•+++ * ++ * + * •• * * * ** ++ + •• * ++++ •+• + * 11 .035 49 .03 88 .035 Bank Sta: Left Right Lengths: Left Channel 49 88 297 285.58 CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 36 278 42 276 88 274 211 274. 34 373 272. 68 384 2 7 1.46 410 273 . 38 472 273. 81 Right Coe ff Contr. Expan. 249 . l .3 ++++ +• ..... *. * + *. + ** +++ + **•* + + ** * ++• * + * ** * •++++++ + ++++ + + * + ... * + + * ++++ * * * * * * + ** * * *** ** *****"' * ++••• +• * E.G. Elev (ft) 274.45 * Element Left OB ' Channel * Right OB + * Ve l Head (ft) 0. 27 * Wt. n -Val. o. 035 0. 030 0. 035 * W.S. Elev (ft) 27 4 .18 * Reach Len. (ft) 297. 00 285.58 249. 00 * Crit W.S. (ft) . Flow Area (sq ft) o. 05 63. 89 211.30 * E .G. Slope (ft/ft) '0.006980 * Area (sq ft ) O. 05 63. 89 211. 30 * Q Total (c fs) . 1002. 00 . Flow (cfsJ 0 . 04 364. 93 637. 03 . Top Width (ft) 357 .39 . Top Width (ft ) 0. 62 39. 00 317. 77 * Vel Total I ft /sJ 3. 64 * Avg. Vel. lft/s) 0.69 5. 71 3. 01 • Max Chl Dpth (ft) 3 . 59 * Hydr. Depth (ft ) o. 09 l. 6 4 0.66 * Conv. Total (cfsJ . 11993.4 * Conv . lcfsJ 0. 4 4368. 0 7625. 0 • Length Wtd. (ft) 278.03 . Wetted Per. (ft) 0 . 64 39. 40 318.28 * Min Ch El (ft) 272. 00 * Shear (lb/sq ft) 0 . 04 0. 71 0.29 • Alpha l. 33 * Stream Power (lb/ft S) . 0 . 03 4. 0 4 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 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 282 12 280 104 274 242 272. 03 418 273 . 25 469 272 .6 507 270. 23 517 272. 58 667 27 5. 31 Manning 's n Values nwnc Sta n Val Sta n Val 21 Sta 23 273 484 533 Sta Elev 270 272. 42 272. 25 27 4. 82 n Val ............ •••+ ..................... * ..... +• .... **•**. + .035 484 . 03 517 . 03 5 Bank Sta: Left Right Lengths: Left Channel 484 517 355 344. 39 CROSS SECT! ON OUTPUT Profile #PF l Sta Elev Sta Elev 41 270 52 272 319 273.09 366 272. 27 495 270 .12 500 269. 44 567 276.27 616 275. 61 Right Coe ff Contr. Expan. 278 . l . 3 * E.G. Elev (ft ) 274. 0 1 Element Left OB Channel . Right OB • Vel Head (ft) 0 . 04 Wt. n-Val. 0.035 0 . 0 3 0 0. 035 * w .s. Elev (ft ) 273 . 9 7 * Reach Len. (ft) 355. 00 344. 39 278. 00 * Crit W.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 (cfsJ . 1002. 00 . Flow (cfsJ 732. 08 264. 62 5. 31 * Top Width (ft) 505.0 6 . Top Width (ft) 4 62 . 15 33. 00 9. 90 * Vel Total ( ft /sJ 1. 40 • Avg. Vel. Cft/s J 1. 21 2. 49 0. 77 • Max Chl Dpth (ft) 4. 53 * Hydr. Depth (ft) 1.31 3. 21 0.69 * Conv. Total CcfsJ . 42837.0 * Conv. (cfsJ . 31297.5 . 11312. 7 226. 9 • Length Wtd. (ft) 322 .16 * Wetted Per. (ft) 4 63. 95 33. 57 10. 00 ' Min Ch El I ft) 269.4 4 . Shear (lb/sq ftl 0. 04 0.11 0. 02 Alpha 1. 39 . Stream Power (lb/ft sJ . 0.05 0. 27 0. 02 . Frctn Loss (ft) 0 . 24 * Cum Volume (acre-ft ) 11. 07 10. 24 5. 85 * c & E Los s (ft) o . 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. CROSS SECTION RIVER: East Tributary REACH: Reach! RS: 4223.25 INPUT Description : Station Elevation Data num-= Sta Elev Sta Elev 100 278 128 276 152 268.84 157 270 646 276 Manning's n Values nwn= Sta n Val Sta n Val 11 Sta 137 199 Sta Elev 274 272 n Val •• * •••• *** ••• * •••••••• * ** •• * * * •• * * * ** ** * •••••• * * 100 .05 142 . 03 157 .05 Bank Sta: Left Right Lengths: Left Channel 142 157 333 389.16 CROSS SECTION OUTPUT Profile ~PF 1 Sta Elev Sta Elev 142 272 147 270 444 272 469 274 Right Coe ff Con tr. Expan. 341 .1 .3 ······························································································· • E.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. 4 5 * Q Total (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 Cft/s) 1. 66 • Avg. Vel. lft/sJ 0. 84 3. 84 1. 44 • Max Chl Dpth (ft) 4.85 • Hydr. Depth (ft) 0. 84 3. 7 4 1. 77 * Conv. Total (cfs) . 30247. 2 * Conv. (cf s ) 90 .1 6513. 7 • 23643.4 • Length Wtd. (ft) 369.84 * Wetted Per. (ft) 4.55 15. 65 308. 22 • Min Ch El (ft) 268.8 4 . Shear (lb/sq ft) 0. 05 0.25 0 .12 * Alpha 1. 75 . Stream Power (l b /ft s) . o. 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 . Cwn 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 additional cross sections. Warning : The conveyance ratio (upstream conveyance divided by downstream c onveyance) 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: Reach! RS: 3834.09 INPUT Description : Station Elevation Data num• Sta Elev Sta Elev 100 277 129 276 412 268 419 267. 2 538 272 555 27 4 Manning 1 s n Values num• Sta n Val Sta n Val 13 Sta 161 422 735 Sta Elev 274 268 276 n Val +. * ••• * * * * •• * •• * * ... *. * * ** * .... * •• * * * * * * * * * * ....... 100 . 05 391 .03 429 .05 Bank Sta: Left Right Lengths : Left Channel 391 429 273 310.81 CROSS SEC TI ON OUTPUT Profile #PF 1 Sta Elev Sta Elev 383 272 39 1 270 429 270 435 272 Right Coe ff Contr. Expan. 344 .1 . 3 I 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 I ft! 271.43 Reach Len. (ft) 273. 00 310.81 34 4. 00 * 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 l cfsl . 1002. 00 . Flow l cfs) 9. 02 98 6. 31 6. 67 * Top Width l ftl 47.98 . Top Width l ft I 5 . 71 38.00 4 .28 • Vel Total I ft/sl 8 . 84 Avg . Vel. l ft /s) 2 .22 9. 29 2 .18 • Max Chl Dpth l ft l 4. 23 Hydr. Depth (ft ) 0. 71 2.79 0. 71 * Conv. Total (cfs) * 10505.6 . Conv. l cfsl 94.6 . 10341.2 69. 9 Length Wtd. (ft) 309. 93 Wetted Per. (ft ) 5. 88 38.53 4. 51 * Min Ch El I ft! 267. 20 . Shear (lb/sq ft) 0. 39 1. 57 o. 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 (acre s ) 5.90 2 .12 1. 57 * * ... * * * *. * * ** * ••• * * * ** * *** ........ *. * ++ * * * * ** .... * * * * * * * * + *** * ++ + ... * * •••• * ** + * *** +. ++ + * * ** + * * +. + + * * 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. Warn ing: 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 0 . 7 or greater than 1. 4. This may indicate the need for additional cross sections . Warn ing : The energy loss was greater than 1 . O ft { O. 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 criti cal depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: East Tributary REACH: Reachl INPUT Description: RS: 3541 Station Elevation Data nurn= Sta Elev Sta Elev 274 78 272 385 265. 44 394 264 Manning's n Values nwn• Sta n Val Sta n Val Sta Elev Sta Elev Sta 336 270 343 268 373 402 271.59 464 273.93 Sta n Val ** * *** *** * * ** * * ** * * *** * * * ** ** * *** * *** * * * **** * * * * .05 336 . 03 402 .05 Bank Sta: Left Right Lengths: Left Channel Right Coeff Con tr. 336 4 02 413 380. 81 363 .1 CROSS SECTION OUTPUT Profile #PF l * E.G. Elev I ft I 271. 24 * Element Left OB * * Vel Head (ft) 0 .28 * Wt. n-Val. 0. 050 * w.s. Elev (ft) 270.96 * Reach Len. (ft) 413. 00 * Crit W.S. (ft) Flow Area (sq ft ) 59.1 9 * E.G. Slope (ft /ft ) *0.001645 * Area (sq ft ) 59 .19 * Q Total (cfsl . 1002. 00 . Flow (cfsl 43. 68 * Top Width (ft) 188.91 * Top Width (ft) 123. 58 * Vel Total I ft /sl 3. 59 * Avg . Vel. l ft/s ) 0. 74 * Max Chl Dpth (f t) 6. 96 * Hydr. Depth (ft ) 0. 48 * Conv. Total l cfs) . 24702 .2 * Conv. l cfs ) 1076 . 9 . * Length Wtd. (ft) 391. 09 * Wetted Per. (ft) 123. 58 * Min Ch El (ft ) 264.00 . Shear (l b /sq ft ) 0 .05 * Alpha 1. 41 . Stream Power (lb/ft s) . 0. 0 4 * Frctn Loss (ft) 0.52 . Cum Volume (acre-ft ) 8. 37 * C & E Loss (ft) 0. 04 * Cum SA (acres) 5.50 Elev 268 . 71 Expan. . 3 Channel * Right OB * 0. 030 380.81 363. 00 220. 05 220. 05 958.32 65.33 4 .36 3. 37 23625.3 68. 95 0.33 1. 43 7. 71 1. 93 1. 75 1.55 * ** .. ** ** * * ** * **. * * * * * * * ** ** ... * ..... * * ** * ** * ** * * * * *. * ** * * * *** ........ **. * * * •• * * * *. * * * * * * * * ** * ** *. * * * CROSS SECTION RIVER: East Tributary REACH: Reachl INPUT Description: RS : 3281 Station Elevation Data nurn .. Sta Elev Sta Elev 11 Sta Elev Sta Elev Sta Elev * ***** ** * * *. * * ** * * * **. * * * * * * * *. * ••• ** *. *. ** * * * * * *. * * * * *** * * *. * * *. * * *. * * *. * * ** * * * 272 270 101 268 152 268 189 267.48 191 264. 4 199 263. 8 200 264. 06 209 27 0 . 4 306 273.23 383 276.13 Manning's n Values nwn• Sta n Val Sta n Val Sta n Val *** •••••••••••••••••••••••••••••• ** .............. * .05 189 . 0 3 209 .05 Bank Sta: Left Right Lengths : Left Channel Right Co eff Con tr. Expan. 189 209 362 382 362 .1 . 3 CROSS SECTION OUTPUT Pro file #PF l E.G. Elev (ft ) 2 70. 68 . Element Left OB + Channel . Right OB + . Vel Head (ft ) 0 .13 + Wt. n-Val . 0.050 0. 0 30 0 .050 . w.s. Elev (ft ) 270.55 Reach Len . I ft l 382. 00 382. 00 382. 00 . Crit W.S . !ft I . Flow Area (sq ft ) 376. 80 97 .26 0.37 . E.G. Slope (ft/ft ) '0 .0 01080 . Area (sq ft) 376.80 97. 26 0.37 . Q Total (cfs J 1002. 00 . Flow (cfs J 596. 55 405 .39 0.06 . Top Width (ft ) 207 . 51 + Top Width (ft) 182 . 46 20. 00 5. 05 . Vel Total I ft /s J 2.11 * Avg . Vel. l ft /s) 1. 58 4 .17 0 .17 . Max Chl Dpth (ft ) 6 . 75 . Hydr . Depth (ft) 2.07 4.86 0.07 . Conv. Total (cfsJ . 304 91. 4 . Conv. lcfsJ 18153.2 . 12336 .3 1. 9 . Length Wtd . (ft) 382. 00 . Wetted Per. I 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 . c & 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 INPUT Description: Station Elevation Data numc: Sta Elev Sta Elev 100 273 155 272 418 266 437 265 .13 597 272 662 274 Manning's n Values num~ Sta n Val Sta n Val 12 Sta 233 477 Sta Elev 270 266 n Val *** * * ... ** *** * ... *** * ** ... *"' .......... * •• ++. * ** * .. * **** ... ** 100 .05 409 .03 509 .0 5 Bank Sta: Left Right Lengths: Left Channel 409 509 258 24 3 . 52 CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 276 268 409 268 509 268 566 270 Right Coe ff Con tr. Expan. 235 . l . 3 ************************••····································································· * E.G. Elev (ft) 270 .52 * Element Left OB * Channel • Right OB * * Vel Head (ft) 0. 03 * Wt. n -Val. 0. 050 0. 030 o. 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 . Q Total (cfsJ . 1002 . 00 . Flow (cfs J 242 . 23 720.12 39. 66 . Top Width (ft) 359 . 71 * Top Width (ft) 195.11 100. 00 64. 60 • Vel Total (ft/sJ 1. 09 * Avg. Vel. (ft/s) 0. 61 1. 66 0. 46 • Max Chl Dpth (ft) 5. 36 * Hydr. Depth (ft) 2 .05 4. 34 l. 34 . Conv. Total lcfsJ . 79317 .0 • Conv . (cfs J . 19174 .6 . 57003.4 3139. 0 . Length Wtd. (ft) 245. 41 * Wetted Per . (ft) 195.16 100 . 31 64 . 65 • Min Ch El (ft ) 2 65.13 * Shear !lb/sq ft) 0.02 0. 0 4 0. 01 + Alpha 1. 75 * Stream Power (lb/ft sJ + 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 additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance ) is less than O. 7 or greater than 1.4. This may indicate the need for additional cross sections . CROSS SECTION RIVER: East Tributary REACH: Reachl RS: 2898.95 INPUT Description: Station Elevation Data numc Sta Elev Sta Elev 100 276 121 274 416 267.33 420 263.69 479 269.16 538 271.46 Manning 's n Values num= Sta n Val Sta n Val 13 Sta 174 429 618 Sta Elev 272 263. 3 27 5 . 32 n Val *. * ...... * * ••••••• * + ...... * * * * .... ++. * *** ...... * .. + + * •• *. 100 .05 416 .03 434 .0 5 Bank Sta: Left Righ t Lengths : Left Cha nnel 4 1 6 4 3 4 6 0 8 67 5. 0 5 CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 358 268. 9 397 268.29 434 267. 62 441 267. 32 Right Coe ff Con tr. Expan. 615 . l .3 * * * * **. * ...... + + * ......... * + ................. * ...... * * ................ * •••• * ...... * .......... * ...... * ....... * * ........ * ........ . E.G . Elev (ft ) 2 70. 3 2 . Element Left OB . Channel . Right OB . * Vel Head (ft) 0 . 89 • Wt. n-Val. 0.050 0. 030 0. 050 .. w.s. Elev (ft) 2 69. 4 3 • 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 I •Q.004483 • Area (sq ft) 71. 60 88.93 59. 83 * Q Total (c fs) . 1025.00 . Flow (cfs l 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 * Conv. Total (cfs) . 15308. 2 • Conv . (cfsl 1834. 6 . 11520.3 1953.3 Length Wtd. (ft) 662. 2 8 * Wetted Per. (ft) 89. 44 21. 02 51. 96 • Min Ch El (ft ) 2 63. 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 (a c re-ft) 1. so 2. 53 1.15 • C & E Loss (ft) 0. 02 • Cum SA (acres) 1. 55 0. 52 0.91 ..... •* ................... * * * ••••• * * •••• * * *. *** ** ** •••• * •••• * ........................ ** * * * ** * * ** * * ** * Warning: The energy equation could not be balanced within the specified number of iterations. The program s e lected 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 fo r additional cross sections . Warning: During the standard step iterations , when the ass umed water surface was set equal to critical depth, the calculated water surface came b a ck below critical depth. This ind icates that there is not a valid subcritical answer . Th e program defaulted to critical depth . CROSS SECTION RIVER : East Tribu tar y REACH: Reach! RS: 2223.90 INPUT Description: Station Elevation Data nums Sta Elev Sta Elev 100 267 155 266 189 259 . 35 193 260 337 267 Manning 's n Values nurn- Sta n Va l Sta n Va l 11 Sta Elev Sta 175 264 180 201 262 212 Sta n Val * ••• **** * *** * ***** * ** ** * * * ••••••••• * * * * * * * * * * * * * 100 .05 180 .03 201 .05 Bank Sta: Left Right Lengths: Left Channel Right 180 201 444 447.81 432 CROSS SECTION OUTPUT Profile HPF 1 * E.G . Elev (ft) 266. 55 * Element * Vel Head (ft) 0 . 81 * Wt . n -Val. * w.s. Elev (ft) 265 . 7 4 * Reach Len. (ft) • Crit W.S. (ft) . Flow Area (sq f t) * E.G. Slope (ft/ ft) •Q .002875 * Area (sq ft) . Q Total (cfs l . 1025 . 00 . Flow (cfsl • Top Width (ft) 82 . 27 . Top Width (ft) * Vel Total (ft/s ) 5.30 * Avg. Ve l. (ft/s) • Ma x Chl Dpth (ft) 6. 39 * Hydr. Depth (ft) * Conv . Total (cfsl . 19115.5 . Conv . (cfs) * Length Wtd . (ft) 446.10 * Wetted Pe r. (ft) * Min Ch El (ft) 259 . 35 . Shear (lb /sq f t ) * Alpha 1. 86 . Stream Powe r (lb/ft s ) . Frctn Loss (ft) 1. 72 . Cum Volume (ac r e -ft) * c & E Loss (ft) 0. 00 . Cum SA (a cres) Elev Sta Elev 262 185 260 264 244 266 Coe ff Con tr. Expan. .1 . 3 Left OB * Chann e l * Right OB * 0.050 0 . 030 0.050 444.00 447.81 432. 00 28. 86 110 .16 54. 40 28.86 110.16 5 4 . 40 53. 69 863. 25 108. 06 22 .4 1 21 . 00 38 . 86 1. 86 7.84 1. 99 1. 29 5.25 1. 40 1001. 3 . 16099 .1 2015. 2 22.88 21. 74 39 . 09 0.23 0 . 91 0 . 25 . 0. 42 7 .13 0 . 50 0. 80 0. 99 0 . 35 0. 77 0.22 0. 27 * ** ... * •• * ... * * .. * •• **. * * ••• ***. ** .. * ** .. * * * * ••••••• *. *** *** ** ** * * ** *. * * *. **. ** •• ** ••• *. ** * *. *** ..... 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: 1776 .09 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 61 266 100 264 245 260 250 262 Manning's n Values num- Sta n Val Sta n Val 10 Sta 229 266 Sta Ele v 262 264 n Val ** * ••• * ........... * .............. *. * *. *. * ........ * .... * 61 .05 229 .03 250 .05 Bank Sta: Left Right Coe ff Contr. Expan. 229 250 .1 . 3 CROSS SECTION OUTPUT Profile #PF • E .G. Elev (ft) 264.83 • Element Sta Elev Sta Elev 235 260 241 258 291 264 366 266 Left OB • Channel * Right OB + Vel Head (ft) 0. 84 .. Wt. n-Val. 0 .050 0. 030 0. 050 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 I ft / ft I '0.005412 .. Area (sq ft) 128.16 82.86 15. 90 . Q Total (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 I ft/s) 4. 56 Avg. Vel. l ft/sl 2.18 8.69 2 .17 Max Chl Dpth (ft) 5. 99 Hydr. Depth (ft) 1. 00 3. 95 1. 00 .. Conv. Total (cfs l . 14055.0 Conv. (cfsl 3800 .1 9785. 9 468.9 .. Length Wtd. (ft) Wetted Per. (ft) 128. 59 22 . 51 16. 07 Min Ch El I ft! 258.00 . Shear (lb/sq ft) 0. 34 1. 24 0. 33 * Alpha 2. 60 . Stream Power (lb/ft S) . 0. 73 10. 81 0. 73 . Frctn Loss (ft) • Cum Volume (acre-ft) .. c & E Loss (ft) .. Cum SA (acres ) ** + *** * * ............ * * * ** ....... + * * * * + •••• ** + * ..... ** * * *** * * **** ** +• ** * ** * * *** * * * * *** ** ** ••• * * * * ** ** * SUMMARY OF MANNING ' S N VALUES River:East Tributary Reach River Sta. nl n2 n3 *Reachl 8746.05 . 035' . 03* .035' *Reachl 8239. 73 . 035* .03* . 035' *Reachl 7195.73 . 035' . 03 ' . 035' *Reachl 6219. 36 . 03 5' .03* .035' *Reachl 5943.15 . 035* .03* . 035' *Reachl 5670 . 035' . 03* . 035 * *Reachl 4939 . 035' . 03* . 035' *Reach! 4685 . 035' . 03* . 035* *Reach! 4567. 64 . 035* . 03* . 035' *Reachl 4223. 25 . 05* . 03* .05* *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• *Reachl 1776 . 09 . 05* . 03* . 05* *****'*********•··························· .. ················••+•++ SUMMARY OF REACH LENGTHS River: East Tributary Reach River Sta. Left * Channel * Right *Reachl 8746.05 227'* 506.32' 303* '*Reachl 8239. 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 * *Reach! 4939 254* 254* 254* *Reach! 4685 297• 285.58* 2 49* *Reachl 4567. 64 355• 344. 39* 21s • *Reach! 4223. 25 333• 389.16* 341 * •Reachl 3834.09 273• 310.81* 344 * *Reach! 3541 413* 380 . 81 * 363* *Reach! 3281 382' 382* 382* *Reach! 3142.47 258* 243.52* 235' *Reach! 2898.95 608' 675.05* 615* +Reach! 2223.90 444• 447.81* 432* *Reach! 1776.09 ** * ••••• * * * ..... ** ****'** * * •••••• * * * **** ••••••• ** *. + ..... * •••• ** + **** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: East Tributary Reach River Sta. • Contr. * Expan . *Reach ! 8746.05 . . l * . 3* *Reachl 8239.73 . . l * . 3* *Reachl 7195. 73 . .1 • . 3* *Reachl 6219.36 * . l * . 3* *Reach! 5943.15 * . l * . 3* *Reach! 5670 .1 * . 3* •Reachl 4939 .1 • .3* *Reach! 4685 .l' .3 * +Reach! 4567. 64 * .1 • .3* •Reachl 4223. 25 * .1 * . 3* •Reachl 3834.09 . .1 • . 3* *Reachl 3541 .1 • . 3* *Rea chl 32 8 1 • l * . 3* *Reach! 3142.47 . .1 • . 3* *Reachl 2898. 95 * .1 • . 3• +Reachl 2223. 90 * .1 • .3* *Reach! 1776.09 * .1• . 3* Profile output Table -Standard Tablf! 1 ................................................................................................................................................................... Rf!ach River Sea . Profilf! . 0 Tot.al Min Ch r.l w.s . Ehv Crit W.S. E .G. Elev • E.G. Slope Vd Chnl Flow A.tf!a Top Width . Froudf! I Chl tcfs) (ft.) . (ft.) (ft ) (h) (ft /ft.I (ft.Is l l sq fC ) (ft.) ································································································································································ Rf!achl 8146 . 05 PF 1 1002. 00 216. 66 . 282. 03 282. 08 0. 000553 . 2. 48 591. 68 214 .44 0.23 Rf!achl 8239 .13 PF 1 1002. 00 215.60 . 281. Oi 281 . 60 0. 003683 ., . 34 . 235. 69 112. 65 o. 64 R@achl "7195.13 PF 1 1002.00 2"74. 51 . 219. 59 219. 68 0. 001856 4 .13 . 442.24 341.22 o .n Rf!achl 6219 . 36 PF 1 1002. 00 2"71. 15 . 21"7 .11 21 8 .13 0.002616 . 1. 0 4 331. 05 302. 92 0.56 Rf!achl 5943.15 PF l 1002 . 00 212. 00 . 276. 98 211 . 33 o. 003307 6 .35 295. OB 260.33 o. 59 Reachl 5610 PF l 1002 . 00 212. 00 . 276 .29 276 . 53 0.003210 . 4. 57 . 315. 55 314 .68 o . 56 R@achl 4939 PF l 1002 . 00 272. 00 . 215 .01 275.10 . o. 001254 . 3 .04 . 452. 04 214. 57 0 . 35 R@achl 4685 PF l 1002. 00 272. 00 . 274 .18 274 . 45 o. 006980 . 5. 11 . 275 .24 351.39 o. 79 . Rf!achl 4567. 64 PF 1 1002. 00 269.U . 273 .97 214 . 01 0.000547 . 2 .49 . 116. 43 505. 06 0.25 R@acbl 422 3 .25 PF l 1002 . 00 268 . 84 . 273 . 69 273. 76 0.00 1 091 . 3. 84 . 604 .14 321.33 0.35 Reachl 3834. 09 PF l 1002 . 00 267. 20 . 211. 43 211. 43 272 . 75 0. 009091 . 9 .29 . 113 . 32 4.1. 98 0. 98 Rf!achl 3541 PF 1 1002. 00 264 . 00 . 270 .96 . 271.24 0 .001645 . 4.36 . 279. 24 188. 91 o. 42 Rf!achl 3281 PF l 1002. 00 263. BO . 2 7 0. 55 270. 68 . 0.001080 • 4 .11 . 4"74 . 43 20"7 . 51 0.33 Reachl 3142. 41 PF l 1002 . 00 265.13 . 2"70.49 270. 52 0. 000160 • 1. 66 . 920. 39 359. 71 0.14 Reachl 2898. 95 PF l 1 025. 00 263.30 . 269.43 269. 43 2"70. 32 0. 00448 3 . B. 61 220.36 159.31 o. 69 . Reachl 2223. 90 PF l 1025 . 00 259.35 . 265. 7 4 . 266. 55 0 .002875 • 7. 84 . 193. 42 82.2"7 o. 60 . . Re a chl 1776. 0 9 PF l 1 034. 00 258.00 . 263.99 . 263 . 99 264. 83 . 0. 005412 . 8. 69 . 226.92 165. 53 . o . 77 . ................................................................................................................................................................. I I I HEC-RAS Plan-Plan1 River: East Trtbutary Reach: Reacll1 Profile· PF 1 Reach River Sta Profile Q Tobll MlnCh8 w.s. Elev CritW.S. E.G. Elev E.G.Slope VelCll'll Flow Alea Top Width Froude#CH (els) (ft) (fl) (fl) (fl) (Mt) (fl/s) (sq ft) (fl) Reach1 8746.05 PF 1 1002.00 276.66 282.03 282.08 0.000553 2.48 591 .68 274.44 0.23 Reach1 8239.73 PF 1 1002.00 275.60 28 1.07 281 .60 0.003683 7.34 235.69 172.65 0.64 Reach1 7 195.73 PF 1 1002.00 274.5 1 279 .59 279.68 0.001856 4.13 442.24 341 .22 0.41 Reach1 6219.36 PF 1 1002.00 271 .75 277 .77 278.13 0.002616 7.04 337.05 302.92 0.56 Reach1 5943.15 PF 1 1002.00 272.00 276 .98 m .33 0.003307 6 .35 295.08 260.33 0.59 Reach1 5670 PF 1 1002.00 272.00 276 .29 276.53 0.003210 4.57 315.55 3 14.68 0.56 Reach1 4939 PF 1 1002.00 272.00 275.01 275.10 0.001254 3 .04 452.04 274.57 0.35 Reach1 4685 PF 1 1002.00 272.00 274 .18 274.45 0.006980 5 .7 1 275 .24 357.39 0.79 Reach1 4567.64 PF 1 1002.00 269.44 273.97 274.01 0.000547 2.49 716.43 505.06 0.25 Reach1 4223.25 PF 1 1002.00 268.84 273.69 273 .76 0.001097 3 .84 604.14 327.33 0.35 Reach1 3834.09 PF 1 1002.00 267.20 271.43 27 1.43 272.75 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 Reach1 3281 PF 1 1002.00 263.80 270 .55 270.68 0.001080 4.17 474 .43 207.5 1 0.33 Reach1 3142.47 PF 1 1002.00 265.13 270.49 270.52 0.000160 1.66 920.39 359.71 0.14 Reach1 2898.95 PF 1 1025 .00 263.30 269.43 269.43 270.32 0.004483 8.67 220.36 159.3 1 0.69 Reach1 2223.90 PF 1 1025.00 259.35 265.74 266 .55 0.002875 7.84 193.42 82.27 0.60 Reach1 1776.09 PF 1 1034.00 258.00 263.99 263 .99 264.83 0.00541 2 8.69 226.92 165.53 0.77 I I I I I I I EXHIBITD-2 x x x x x x HEC-RAS Version 3 .1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California xxxxxx xxxx xxxx xx x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx x x x x x x x x x x x x x x x x x x x xxxxxx xxxx x x r. x PROJECT DATA Project Title: We s t Tributary lOOyr Floodplain Analysis Project File 1065005West.prj Run Date and Time: l/23/2007 10:52:18 AM Project in English units PLAN DATA Plan Title: Planl West Tributary xxxx x x xxxx x x xxxxx Plan File F: \ 1056 -John Duncwn\ 0005 -63. 5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\ 1 065005West . pOl Geometry Title: West Tributary lOOyr Geometry File F:\1056 -John Duncwn\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\l065005West.g0l lOOyr Flow Flow Title Flow File F:\1056 -John Duncum\0005 -63 .5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West. fOl Plan Swmnary Information: Number of: Cross Section!! =- culverts Bridges Computational Information l4 2 0 Multiple Openings Inline Structures Lateral Structures Water surface calculation tolerance Critical depth calculation tolerance • Maximum number of iterations O.Ol 0 . 01 20 0.3 0.001 Maxi.mum difference tolerance Flow tolerance factor 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: lOOyr Flow Flow File F:\1056 -John Duncwn\0005 -63.5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\l065005West .f0l Flow Data (cfs) + River Reach RS PF 1 PF 2 + • Weot Tributary Reachl 6703 465 621 • • West Tributary Reachl 5645 499 665 • • West Tributary Reachl 4100 501 676 • • West Tributary Reachl 3235.61 • 617 808 • • We st Tributary Reachl 2626.36 • 621 816 • +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Boundary Cond itions +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•++++++++++++++++++++++++++++++ + River Reach Profile Upstream. Downstream. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + West Tributary Reach! PF 1 Critical GEOMETRY DATA Geometry Title : West Tributary lOOyr Geometry File F:\1056 -John Duncum\0005 -63 .5 Acre Nolan Estate\Docs\Drainage\HEC-RAS\1065005West.g0l CROSS SECTION RIVER: West Tributary INPUT Description: Station Elevation Data nwn= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev •••••••••• + + *. * •• * + ......... + ••••• * ••• * ••••••••••••••••••••• +. + ................... * 100 2BB 119 2B6 133 2B4 147 282 263 2BO 275 27B 27B 277. 4 6 2B2 27B 2B6 2BO 547 2B2 624 2B4 Manning's n Values num= Sta n Val Sta n Val Sta n Val •••• * ••••••• * *** * •• * ** * ........... * * •• **. * ••••• * * • 100 .035 263 .03 2B6 . 035 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr . Expan. 263 286 324 61B .B9 308 .1 .3 CROSS SECT ION 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) 2B2.6B Reach Len . (ft) 324 . 00 61B. B9 30B. 00 * Crit W.S. (ft) . Flow Area (sq ft) 196. 6B 93. 56 447. B2 * E.G. Slope (ft/ft) •o. 000091 * Area (s q ft) 196. 6B 93.56 447. B2 * 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 2B7. 24 • Vel Total (ft/s) 0. 63 * Avg. Vel. (ft/s) 0. 56 1.18 o. 55 • Max Chl Dpth (ft) 5.22 * Hydr. Depth (ft) 1. 63 4. 07 1. 56 * Conv. Total (cfs) . 486B4.4 * Conv. l cfs) . 11554 .1 . 1156B.9 • 25561. 3 • Length Wtd. (ft) 502. 04 • Wetted Per. (ft) 120. 84 23. 72 2B7. 2 6 • Min Ch El (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 & E Loss (ft) o. 05 . Cum SA {acres) 1. 55 7. 24 5 . 47 *** ***•. ** * •• * ... * ** * *** * ** ••• ** * •• ** .. * ** * * *** ••• * * * ••••••••••••••••••• ** ••• * *. * * * *** •• * •• *. *. * + * Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than O. 7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile HF • E.G. Elev (ft) 2B2.95 * Element Left OB • Channel * Right OB * + Vel Head (ft) 0. 01 * Wt. n-Val. 0. 035 0. 030 0. 035 + w.s. Elev (ft) 2B2. 94 . Reach Len. (ft) 324. 00 61B. B9 308. 00 * Crit W.S. (ft) . Flow Area (sq ft) 22B. OB 99.50 523 .22 * E.G. Slope (ft/ft) •0.00010B + Area (sq ft) 22B. OB 99. 50 523. 22 * Q Total lc fs) 621. 00 . Flow (cfs) 151. 93 133. 00 336. 07 * Top Width (ft) 442 .75 . Top Width (ft) 122 . 5B 23 . 00 297 .1 7 • Vel Total l 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) . 59B47 .5 . Conv. (cfs) . 14642.1 . 12Bl7.7 . 32387. 6 • Length Wtd. I ft) 485. 47 • Wetted Per. (ft) 122. 66 23. 72 297 .19 • Min Ch El (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 I ft) 0 .16 . Cum Volume (acre-ft ) 2.0B 17 . 35 6. 3B * c & E Loss I ft) 0. 04 . Cwu SA (acres) 1. 92 7.46 7. 01 *** *** *. ** •• ***. * * +. * ** ** *. *. ** * * * * •• **. * * * *. + •• + ** *** * *. ** * •• * * * ••• *** •• ** •• * + ••• * * * * **** * ••• * 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: West Tributary REACH: Reachl INPUT Description : RS: 6262 Station Elevation Data num= Sta Elev Sta Elev 100 2BB 123 2B6 269 279.6 272 2BO 411 2B4 420 2B6 Manning's n Values nwu- Sta n Val Sta n Val 13 Sta 134 303 429 Sta Elev 2B4 2B2 2BB n Val • * + ••• + •••• ** * * * + * * * •• * * ••• * + + + * *** * **** ** + + * ** * 100 .035 237 .03 303 . 035 Bank Sta: Left Right Lengths: Left Channel 237 303 34 6 4 4 6. 36 CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 237 2B2 25B 2BO 373 262 402 2B2 Right Coe ff Contr. Expan. 355 .1 . 3 * * + * + + + •• * + + + * * * *** •••••••••• * * •••• + * * * * * * •• *. * ++ * *. + * * + * •• * •• * + * * + * + ••• + * * * •• + * + * *** * * * * **. * * * * E.G. Elev (ft) 2B2.49 . Element Left OB • Channel * Right OB * * Vel Head (ft) 0. 47 . Wt. n-Val. 0. 035 0. 030 0. 035 * w.s. Elev (ft ) 2B2.02 * Reach Len. (ft ) 34 6. 00 446. 36 355. 00 . Crit W.S. (ft) 2Bl. 87 . Flow Area l sq ft ) 0. 01 B4. 2B 2. 23 • E.G. Slope (ft/ft ) •o.OOB962 * Area (s q ft ) 0. 01 B4 . 28 2 .23 * Q Total (c fs) 4 65. 00 . Flow (cfs) 0. 00 464.2B 0. 71 • Top Width (ft) 166. 2 6 . Top Width (ft) 1.16 66 . 00 99.10 * Vel Total (ft /s) 5. 37 • Avg. Vel. l ft /s) 0 .20 5. 51 0.32 • Max Chl Dpth (ft ) 2.42 . Hydr. Depth (ft) 0. 01 1. 28 0. 02 I I I I . Conv. Total (cfs ) 4911.9 . Conv. (cfs ) 0 .0 4 9 0 4. 3 7 .5 Length Wtd. (ft ) 435.93 Wetted Per. (ft ) 1.16 6 6.19 99 .1 0 Min Ch El (ft ) 2 7 9.60 . Shear (lb/sq ft ) 0 . 01 0 . 71 0 . 0 1 . Alpha l. 05 . Stream Power (lb/ ft S ) 0 . 00 3 . 92 0. 0 0 . Fr ctn Loss (ft ) 3. 09 . Cum Volume (acre-ft ) 0 . 80 12. 96 2. 44 . c & E Loss (ft ) 0 . 01 . Cwn SA (acres ) 1.10 6 . 6 0 4 .11 * .. ** ***. * .. + * * * * * * * * *'* * * * ** * ** * * * * ** * * * * * * * * **•* .. * * * * ** * * * ** * * •• * * ** ** * ... * .... + .... * * * * + * * * * *. + * * * + .. Warning : The energy loss was greater than 1.0 ft (0 .3 m). between the current and previous cross section . This may indicate t h e need for additional cross sections . CROSS SECTION OUTPUT Pro file ff PF 2 E.G. Elev (ft ) 262. 75 Element Left OB • Channel . Right OB • Vel Head (ft) 0. 43 . Wt . n-Val. 0 . 035 0 . 0 30 0.0 35 • W.S . Elev (ft) 282.31 . Reach Len. (ft) 3 4 6 . 00 446.36 355 .0 0 * Crit W.S. (ft ) 262.31 . Flow Area (sq ft ) 2 .55 1 0 3. 57 31 . 38 . E.G. Slope (ft /ft ) •o. 0 06750 * Area (sq ft ) 2.55 1 03 .57 31. 38 • O Total (cfs ) 621. 00 . Flow (cfs ) 2 .59 5 6 8. 02 50 .39 . Top Width (ft ) 182 . 62 . Top Wi dth (ft) 16.21 6 6 .0 0 100. 42 * Vel Total l ft /s) 4. 52 * Avg. Vel. (ft/s ) l. 02 5. 48 1. 61 • Max Chl Dpth (ft) 2. 71 * Hydr. Depth (ft) 0 .16 1.57 0. 31 . Conv. Total (cfs) 7 558 . 7 * Conv . (cfs l 31. 6 6913. 9 613. 3 • Length Wtd. (ft) 426 . 04 * Wetted Per. (ft) 16.21 66 .19 100. 45 * Min Ch El (ft) 279. 60 . Shear (lb/sq ft) 0. 07 0 . 66 0 .13 + Alpha l. 36 . Stream Power (lb/ft S ) . 0. 07 3. 62 0. 21 . Frctn Loss (ft) 2.25 * Cum Volume {acre-ft ) l. 22 15. 90 4. 42 * C & E Loss (ft ) 0. 03 . Cwn SA (acres) l. 40 6 . 82 5. 6 0 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and c o ntinued on wi th the calculations. Warning : The energy loss was greater t h an 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 calcul ated water surface came back below critical depth. This indicates that there is not a valid subcri ti cal answer. The program defaulted to critical depth. CROSS SECTI ON RIVER: West Tributary REACH: Reachl INPUT Description : RS: 5645 Station Elevation Data num• Sta Elev Sta Elev 100 266 2 0 9 284 305 276 3 0 6 274 .56 662 280 766 282 Manning• s n Values num• Sta n Val Sta n Val 12 Sta 280 3 07 Sta Elev 262 276 n Val •• ** * •••••• * * • .;.* •• * * •••• * * •• * *** * *. * * * ** * *. *. *• • 10 0 . 0 35 298 .0 3 330 .035 Bank Sta: Left Right Lengths: Left Channel 298 330 278 335 . 73 CROSS SECTION OUTPU T Pro file HPF l Sta El ev Sta Elev 290 280 298 278 330 278 385 2 78 . 5 Right Coe ff Con tr. Expan. 245 . l . 3 ................................................................................................... • E.G. Elev (ft) 279 . 39 . Element Left OB • Channel . Right OB * • Vel Head (ft) 0. 43 * Wt. n-Val. 0.035 0 . 0 30 0. 0 35 . w.s. Elev (ft ) 278.96 . Reach Len . (ft) 2 7 6. 00 335. 73 245. 00 * Crit W.S . (ft) 276 . 96 . Flow Area (sq ft ) 1. 83 66. 08 58 . 23 * E.G. Slope (ft /ft ) • 0 . 005626 • Area (sq ft ) 1. 83 66 . 08 58 . 23 • Q Total (cfs ) 4 9 9 . 0 0 . Flow (cfs) 3 . 56 3 90.03 l 05 . 41 + Top Width (ft) 17 5. 31 * Top Width (ft ) 3 . 83 32. 0 0 139.48 • Vel Total (ft /s) 3. 96 * Avg. Vel. (ft /s) 1. 94 5 . 90 1. 81 • Max Ch l Dpth (ft) 4 . 40 . Hydr • Depth (ft ) 0 . 48 2 . 0 6 0. 42 * Conv . To tal (cfs) 6537. 5 . Conv. l cfs ) 4 6. 7 51 0 9 . 8 1381. 0 • Length Wtd. (ft ) 3 22. 68 . 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 I ft ) 0 . 51 . Cum Volume (acre-ft) 0 . 79 12.19 2 .19 • C & E Loss (ft) 0 .10 • Cum SA (acres) l. 08 6 .10 3.13 **** * ** •••••••••••• * •••••••••• *. ** * *** •• * •••••• *. * *. ** •••••••••• **. * * •••• ** ••••••••••••• *. * •• *. Warning: The energy equation could not be balanced within the specified nwnber of iterations. The program selected the water surface that had the least amo unt of erro r between compu t ed and assumed values. Warning: The conveyance rat io (upstream conveyance divided by downstream conv e yance ) is less t h a n 0 .7 or greater t h an 1.4. This may indicate the need f o r additiona l cross sections. Warning: During the standard step iterati o ns , when the assumed water surface was set equal to criti cal depth , the ca l cul ated water surface came back below cri tical depth. This indicates that there i s n o t a valid subc riti cal answer. The program defaul ted t o critical depth. CROSS SECTION OUTPUT Pro f il e HPF 2 ................................................................................................................ • E.G. Elev (ft ) • Vel Head (ft ) • W.S. Elev (ft ) • Crit W.S. (ft ) 279 .6 4 • Element 0 . 3 4 • Wt. n-Val. 27 9.30 • Reach Len. (ft ) • Flo w Area (sq ft ) Left OB • 0 . 0 35 278.00 3 .38 Channel • Right OB • 0.0 30 0 .0 35 335 . 7 3 77. 0 3 245.00 116.7 8 * E .G. Slope (ft/ft) ·0.004304 + Area (sq ft) 3. 38 77. 03 116.78 . Q Total l 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 lft/s ) 3. 37 + Avg. Vel. l ft/s) 2.05 5. 62 1. 93 Max Chl Dpth (ft ) 4.74 . Hydr. Depth (ft) 0. 65 2. 41 0. 58 * Conv. Total (cfs) 10136. 2 * Conv. (cf sl 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 i 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 than 0."7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: West Tributary REACH: Reachl INPUT Description : RS: 5300 Station Elevation Data num .. Sta Elev Sta Elev 0 281 100 280 139 274 149 275 Manning •s n Values numE Sta n Val Sta n Val 10 Sta 113 168 Sta Elev 277 277 n Val ***** * ** ** * * ** *** ****** ** * * *** * ** **** * * ** *** ** * * . 035 113 .03 168 .035 Bank Sta: Left Right Lengths: Left Channel 113 168 198 198 CROSS SECTION OUTPUT Profile #PF 1 Sta Elev Sta Elev 129 275 138 274 197 278 374 279 Right Coe ff Contr. Expan. 198 .1 .3 ******"****"'**************"******"'"'*******•***********"'**•***********"'**"'***"'****"'*********"'*** * E.G. Elev (ft ) 278 . 58 * Element Left OB * 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 (cf s) 4 99. 00 . Flow (cfs) 4 . 30 463.73 30. 97 ' Top Width (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 * Conv . (c fs) 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 * Alpha 1.39 . Stream Power (lb/ft s) . 0. 03 0. 38 0. 01 . Frctn Loss I ft! 0. 01 * Cum Volume I acre -ft I 0. 77 11.29 1. 90 * c & E Loss (ft) 0. 03 * Cum SA (acres) 1. 04 5. 77 2.43 **. * •• * *•** * ••••• "'** ** ** * * * * * * * ** * ** **** ** *. * * * * ••••••••••• * *** * * * ** * ** * ** ..... * * *** **** * * ........ 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 * •••• * •• ** ** * * •• * ****•. * •• *. * * * ** * •• ** * * * * •• * * * * .... * ** * *** * * ** ** ** * •• ** * •• * * *** * ** * * ** * * * ***** * * * E.G. Elev (ft) 279. 22 * Element Left OB * Channel * Right OB * * Vel Head (f t) 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 (s q ft) 9. 89 203 . 02 160.16 . Q Total l 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 I ft/sl 1. 78 • Avg. Vel. (ft/s) o. 96 2. 60 0. 79 • Max Chl Dpth I ft ! 5.14 • Hydr. Depth (ft) 1. 07 3.69 0. 78 • Conv. Total (cfs ) . 30097. 7 * Conv. (cfsl 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 . 2 9 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 vert i cally for the computed water surface. 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 SECTlON RIVER: West Tributary REACH: Reachl INPUT Description: RS: 5102 Station Elevation Data num= Sta Elev Sta El ev 0 284 52 283 17 Sta 76 Elev Sta Elev Sta Elev 282 84 28 1 86 280 I I 89 279 93 27 8 103 277 112 276 188 276 232 275 236 274 320 273.5 360 273. 5 380 274 407 280 500 281 Manning 's n Values mun• Sta n Val Sta n Val Sta n Va l * ....... + ** ••••• ** .... * ** * *** + ** + ** * + ........ + *. * •• * ..... * .035 112 .03 380 .035 Bank Sta : Le ft Right Lengths: Left Channel Right Coe ff Co n tr. Expan. 112 380 105 105 105 . l .3 CROSS SECTION OUTPUT Profile HPF l ** **** + .. ** •*** **** ..... **. * ....... * ++ ••• *. * * .. * .... * ** .. * * * * * ........ * ...... ** •• ** * * ** *. *** ...... ** **** * * * * .. • E.G. Elev I ft) 278. 54 * Element Lef t OB * Channel * Right OB * * Vel Head (ft) 0 . 00 * Wt. n-Val. 0. 035 0 . 030 0 .035 * W.S . Elev I ft ) 278. 54 * Reach Len. (ft ) 105 . 00 105 . 00 105 .00 * Cr it W.S. I ftl 274 .40 . Flow Area (sq ft) 29 . 31 . 1042. 29 46. 34 * E.G . Slope (ft/f t) •0 .000014 * Area (sq ft) 29 . 31 . 1042.2 9 46. 34 • Q Total (cfs) 4 99 . 00 . Flow (cfs ) 5. 79 480.62 12. 59 * Top Width I ft) 309.58 . Top Width (ft) 2 1.15 268. 00 20.42 * Ve l Total lft/s ) 0 . 45 *Avg. Vel. l ft/s) 0 .2 0 0. 46 0 . 27 * Max Ch l Dpth I ft ) 5. 0 4 * Hydr . Depth (ft) l. 39 3. 89 2 .27 * Conv. Total (cfs ) '132508. 9 * Conv . (cfs) 1538 . 2 *12 7627 .4 3343.4 • Length Wtd . (ft) l 05. 00 * Wetted Per. (ft ) 21. 33 268 .14 20. 92 * Min Ch El I ft) 273.50 . Shear !lb/sq ft ) 0 . 0 0 0. 00 0. 00 * Alpha l. 0 4 . Stream Power (lb/ft s) . 0. 00 0 . 00 0. 00 . Frctn Loss (ft) * Cum Volume (acre-f t) 0 . 70 8. 5 4 l. 68 * c & E Lo ss (ft ) * Cum SA (acres ) 0 . 98 5. 0 3 2.12 * * ** * * * ** * * * * * * * * * * ** *** * * *** * *** *** ***** * ••••• * *** * * ••••• ** * ** *. ** * * ** *** +••••• * * *** * * ** ** **. * CROSS SECTION OUTPUT Profile #PF 2 * E.G. Elev (ft) 279.19 * Element Le ft OB * Channel * Right OB * * Vel Head (ft) 0 . 00 . Wt. n -Val . 0 .03 5 0 . 030 0. 035 w.s . Elev (ft ) 279.18 * Rea ch Len. (ft ) 105 .00 105.00 105.00 Crit W.S. I ft ) 274 . 5 5 . Flow Area ls q 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 Wi dth (ft ) 23. 55 268. 00 23. 33 Ve l Tota l I ft/sl 0. 50 * Avg. Vel. (ft/s) 0. 25 0. 52 0.3 0 Max Chl Dpth I ft l 5. 6 8 * Hydr. Depth (ft ) l. 86 4. 54 2 .59 Conv. Total (cfs) *172457. 9 . Co nv . lcfs) 2791. 4 *164 898 .l 4768.3 Length Wt d. (ft) 105.00 * Wetted Per. (ft) 23. 81 268 .14 23. 90 Mi n Ch El (ft) 273 . 50 . Shear (l b /s q ft ) 0 . 00 0. 00 0. 00 Alpha l. 04 . Stream Power (lb /ft s) . o. 00 0 . 00 0. 00 Frctn Loss (ft) * Cum Volume (acre-ft) l. 03 10.68 2 .54 c & E Los s (ft ) * Cum SA (acres ) l. 20 5.25 2 .69 ** •• ** **** ••• ***** *** •• *. * * ** * *** *** * * ** ** ** * **** * ** *** * * ** ** * * **** * * **. * ***** * * ******* *** * **** CULVERT RIVER: West Tributary REACH: Reachl INPUT Description: RS: 5050 Distance from Up stream XS • 20 Deck/Roadway Width 30 We i r Coefficient 3 Upstream Deck/Roadway Coordinates num• 4 Sta Hi Co rd Lo Co rd Sta Hi Cord Lo Cord 600 280 280 195 278.75 Upstream Bri d ge Cross Section Dat a Station Elevation Data nwn• 17 Sta Elev Sta Elev Sta 28 4 52 283 76 89 279 93 278 103 232 27 5 236 27 4 320 407 280 500 28 1 Manning 's n Values num• Sta n Va l Sta n Val Sta Elev 282 277 273. 5 n Val * ** ** •• * *. * * * * * * ** * * * * * ** * * ** * ** * •• * ** ••• * ** •• * * . 03 5 112 .03 380 . 035 Bank Sta: Left Right Coe ff Con tr. Expan. 112 380 . l . 3 Downstream Deck/Roadwa y Coordinates num• 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 280 270 278 .7 5 600 280 Downstream Bridge Cross Section Data Station Elevation Data num = 14 Sta El ev Sta Elev Sta Elev Sta Hi Cord Lo Cord 21 5 278.75 Sta Elev Sta Elev 8 4 281 86 280 112 276 188 276 360 273.5 380 274 Sta Hi Cord Lo Co rd 290 278.75 St a Elev Sta Elev 282 45 281 69 280 146 277 226 276 2 56 275 302 273 306 275 323 276 Manning's n Values numz Sta n Val Sta n Val Sta n Val *** + +. * *. * ** * .... * *** * * * * * ** * * * *** * * * * * * ** * .............. * . 035 226 .03 323 .035 Bank Sta: Left Right Coe ff Contr. 226 323 .1 Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which we ir flow begins Energy head used in spillway design Spillway height used in design Expan. . 3 flow ""' 85 279 100 260 274 2 63 3 67 277 horiz.. to 1. 0 vertical 4 horiz. to 1. O vertical .95 Weir crest shape • Broad Crested Number of Culverts • Culvert Name Shape Rise Span Culvert #1 Circular 4 FHWA Chart ff -Concrete Pipe Culvert rnwA Scale ff -Square edge entrance with headwall Solution Criteria ~ Highe st U.S. EG 278 2 73 Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 20 60 .014 .014 0 .1 .5 Number o f Barrels • Upstream Elevation = 274 .1 Centerline Stations Sta. Sta. Sta. Sta. Sta. Sta. 324 330 337 343 350 356 Downstream Elevation -= 274 Centerline Stations Sta. Sta. Sta . Sta. Sta. Sta. 267 273 28 0 286 293 299 CULVERT OUTPUT Profile #PF Culv Group: Culvert #1 * O Culv Group (cfs) 4 99. 00 * Cul v F'ull Len (ft) * # Barrels 6 * Culv Vel US (ft /s) 7. 50 * Q Barrel (cfs l 83.17 * Culv Vel DS (ft/s ) 8. 98 * E.G. us. (ft) 278.54 * Culv Inv El Up (ft) 274.10 * W.S. us. (ft) 278 . 54 * Culv Inv El Dn (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 * Weir Sta Lft (ft) * E.G . DC (ft) 278. 36 • Weir Sta Rqt (ft) * Culvert Control Inlet * Weir Submerg * Culv WS Inlet (ft) 277. 40 * Weir Max Depth (ft) * Culv WS Outl et (ft) 27 6. 7 6 • Weir Avq Depth (ft) • Culv Nml De pth (ft) 4. 00 * Weir Flow Area (sq ftl . * Culv Crt Depth (ft) 2. 76 • Min El Weir Flow (ft ) 278.76 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 . CULVERT OUTPUT Profile #PF 2 Culv Group: Culv ert #1 * Q Culv Group (cfs) * # Barrels * Q Barrel (cfs ) •E.G . US. (ft) • w.s. us. (ft) • E.G. DS (ft) • W.S. DS (ft) • Delta EG (ft) • Delta ws (ft ) • E.G . IC (ft) E.G. OC (ft) * Culvert Control • Culv WS Inlet (ft) • Culv WS Outlet (ft ) • Cul v Nml Depth (ft I • Cul v Crt Depth (ft I 588. 08 6 98. 01 279.19 279.18 276.01 275 . 56 3 .18 3. 62 279.19 279. OB Inlet 277. 73 277. 00 4. 00 3. 00 • Culv Full Len (ft ) • Culv Vel US (ft/s) • Culv Vel DS (ft/s) • Culv Inv El Up (ft ) • Culv Inv El Dn (ft ) + Culv Frctn Ls (ft) * Culv Exit Loss (ft) + Cul v En tr Loss (ft ) • Q Weir (cfs ) • Weir Sta Lft (ft I • Weir Sta Rgt (ft I * Weir Submerg * We ir Max Depth (ft) • We ir Avg Depth (ft) * Weir Flow Area (sq ft ) * • Min El We i r Fl ow (ft) 8 .19 9. 69 274 .10 27 4. 00 0. 31 2. 45 0 . 42 76. 92 127. 79 34 7. 69 0. 00 0. 43 0. 24 51. 68 278.76 Note: The normal depth exceeds the height of the culvert . The program assumes that the no rmal depth is equal to the height of the culvert . Note: Du ring subcritical analysis, critical depth was assumed at the outlet o f the culvert because the tailwater energy was below critical energy. CROSS SECTI ON RIVER: West Tributary REACH: Reach! RS: 4997 I I I I INPUT Descript i on: Station Elev ation Data num= 14 Sta Elev Sta El ev Sta Elev Sta Elev Sta Elev .... ++ * * + * .......... * ** + * * * * * * * ** + * ...... + ......... * + * + * * ** + * * ...... *** * ............... + ...... * ...... + * * ... * ........ * * * ... * ......... * + ... 2 82 45 281 69 280 85 279 1 0 0 278 146 277 2 26 276 2 56 275 260 2 74 263 27 3 3 0 2 273 3 0 6 275 323 2 76 367 2 77 Manning's n Values num= Sta n Val Sta n Val Sta n Val * * * * *** * * * * * * ** * ** * ** * * ++ ........ * * ... + * ... ** + * + ** * ** * * * . 035 226 .0 3 323 .035 Bank Sta: Left Right Lengths : Left Channel Righ t Coe ff Con tr. Expan. 226 323 112 112 112 .1 . 3 CROSS SECTION OUTPUT Profile #PF l . E .G. Elev {ft ) 275.75 * Element Left OB * Channel * Right OB • * Vel Head {ft) o . 20 * Wt. n-Val . 0 . 030 * w.s. Elev {ft ) 275.46 * Reach Len. {ft) 112.00 112. 0 0 112. 0 0 * 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) 4 99. 00 . Flow {cfs ) 4 99. 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 . Conv. Total {cfs ) 7 941.2 * 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 * Alpha 1.00 . Stream Power {lb/ft s ) . l. 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 * ***** * * *. ++ * ** * ..... *****•* * * *** **** * + * ++ * ** ++ * ** * ** ********* •• * **. * *. * ** *. * ...... •* + + ••••••• * •• * * *** 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 * E.G. Elev {ft ) 276,01 * Element Left OB * Channel . Right OB * * Vel Head {ft ) 0 . 45 . Wt. n-Val. 0. 030 • w.s. Elev {ft ) 275 .56 * Reach Len. {ft) 112. 00 112. 00 112. 00 * Crit W.S. {ft) . Flow Area {sq ft ) 124.0 2 * E.G. Slope {ft /ft ) *0.0 0 6229 * Area {sq ft) 124. 0 2 * Q Total {cfs) 665. 00 Flow {cfs) 665.0 0 . Top Width {ft ) 76. 41 * Top Width {ft ) 76. 41 * Vel Total { ft /s) 5. 36 * Avg. Vel. {ft /s ) 5. 36 • Max Chl Dpth {ft ) 2 .56 . Hydr. Depth {ft ) l. 62 . Conv. Total {cfs) 8425.9 . Conv. {cfs) 8425. 9 Length Wtd. {ft) 11 2.00 * Wetted Per. {ft) 77 .19 Min Ch El {ft ) 273. 00 . Shear {lb/sq ft) 0. 62 * Alpha l. 00 . Stream Power {lb/ft s ) . 3. 35 . Frctn Loss {ft ) 0 . 36 . Cum Volume (acre-ft ) 0 . 98 9. 0 6 2.46 c & E Loss {ft) 0 .10 . Cum SA (acres) 1.17 4. 84 2 . 67 * * **. *** ** **. *** * •• +• •• * ... * •• * * * * **** * * * * ** .... ** * ..... * ** ** * + ***. * *. * * * ** * *. * * * * * * * ** * * *** ** * * ** * * * 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: West Tributary REACH: Reachl INPUT Des er ipt ion: RS: 4615 Station Elevation Data num~ Sta Elev Sta Elev 280 30 274 Manning's n Values Sta n Val Sta n Val . 035 .03 Sta Elev Sta 187 274 258 Sta n Val 258 .035 Bank Sta: Left Right Lengths: Left Channel Right 341 0 258 341 341 CROSS SECTION OUTPUT Profile #PF 1 * E.G. Elev {ft ) 2 7 5. 45 Element * Vel Head {ft ) 0 . 0 6 . Wt. n-Val. w.s. Elev {ft ) 275. 39 Reach Len. {ft ) Crit W.S. {ft ) . Flow Area {sq ft ) E.G. Slope {ft /ft ) •0 .00 1258 Area {sq ft ) Q Total {cfs ) 4 99. 0 0 Flow {cfs ) Top Wi dth {ft ) 196 .76 Top Width {ft ) Vel Total {ft /s ) 2.03 . Avg . Vel. {ft /s ) Max Chl Dpth {ft) l. 39 . Hydr. Depth {ft ) Conv. Total {Cfs ) . 14 0 71.0 . Co nv. {cfs ) Elev 277 Coeff Contr. .1 Left OB 341. 0 0 . Expan. . 3 Channel 0 . 0 30 3 41. 0 0 2 45 . 36 2 45. 36 4 99. 00 196.7 6 2.0 3 l. 25 14 0 71. 0 Right OB * 341. 00 Length Vltd. (ft) 341.00 • Wetted Per. I ftl 196. 93 * 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 c & E Loss {ft) 0 . 02 * Cum SA (acres) 0. 96 4. 28 2.10 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 fo r additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 * E .G . Elev {ft) 27 5. 54 * Element Left OB * Channel * Right OB * • 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. {f t ) . Flow Area {sq ft) 255 . 7 4 * E.G. Slope {ft/ft ) *0.00 1965 * 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 • Max Chl Dpth (ft) 1. 44 * Hydr. Depth {ft) 1. 29 * Conv . Total {cfs) . 15000 .9 • Conv. {cfs) . 15000.9 • Length Wtd . I 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) o. 98 8 . 57 2. 46 * c & E Loss {ft) 0. 00 * Cum SA (acres) 1.17 4. 48 2. 67 ********••····················································································· CROSS SECTION RIVER: West Tributary REACH: Reachl INPUT Description: RS: 4274 Station Elevation Data num• Sta Elev Sta Elev 280 82 274 369 275 Manning's n Values nwn- Sta n Val Sta n Val Sta Elev Sta 247 273 255 Sta n Val ******** •• * ** •• * •••• * ••• * •••••••••••••• * ••• * ••• * . 035 82 . 03 270 . 035 Bank Sta: Left Right Lengths: Left Channel Right 82 270 174 174 174 CROSS SECTION OUTPUT Profile #PF 1 * E.G . Elev {ft) 274. 38 * Element * Vel Head {ft) 0. 31 • Wt. n -Val. * W.S. Elev (ft) 274. OB * Reach Len . {ft ) * Crit W.S. {ft) 274. 08 . Flow Area {sq ft) * E .G. Slope {ft /ft) •o. 015952 * Area {sq ft) • Q Total (cfs) 4 99. 00 . Flow {cfs ) • Top Width {ft) 196.62 * Top Width {ft) • Vel Total {ft/s) 4. 43 * Avg . Vel. (ft/s) * Max Chl Dpth (ft) 1. 08 * Hydr. Depth {ft) * Conv. Total (cfs ) 3950.8 * Conv. {cfs) * Length Wtd. {ft ) 174. 00 * Wetted Per. {ft) • Min Ch El {ft) 27 3. 00 * Shear (lb/sq ft) • Alpha 1. 00 * Stream Power (lb/ft . Frctn Loss I ft) 0. 22 * Cum Volume {acre-ft) • c & E Loss {ft) 0.07 * Cum SA (acres) Elev Sta Elev 273 270 274 Coe ff Contr . Expan . • l .3 Left OB * Channel • Right OB * 0 . 035 0 . 030 0. 035 174. 00 174. 00 174. 00 0. 04 112. 38 0.29 0 . 04 112. 38 0. 29 0 . 02 498.80 0 .18 1. 05 188.00 7 .57 0.61 4. 44 0. 61 0 . 04 0. 60 0. 04 0.2 3949.2 1. 4 l. 05 188.04 7.57 0. 04 0. 60 0. 04 s) . 0 . 02 2. 64 0. 02 o. 66 5.28 1. 62 0. 95 2. 77 2. 07 • * * ** ** * ** * ** * * ** * * * ••• * * * * •• * * ** * •••• * * * ••••• * ** * * •••••• * * * •• * •••• * * ** * * ..... * ** * * * * * ** * .... ** * * * * 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 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 ml . 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 surf ace 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 OUTPUT Profile #PF 2 * E.G. Elev {ft) 274. 84 * Element Left OB * 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 l 7 4. 00 17 4. 00 * Crit W.S. {ft ) . Flow Area (sq ft ) 3 . 63 235.02 26.29 . E .G. Slope (ft/ft ) *0.00220 7 • Area (sq ft ) 3. 63 235 . 02 26.29 . Q Total (cfs) 665. 00 . Flow l 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. l ft/s) l. 02 2.70 1. 02 • Max Chl Dpth (ft) 1. 73 * Hydr. Depth {ft) o. 36 1. 25 0 . 36 • Conv. Total {cfs) . 14154 . 7 • Conv. {cfs ) 78.5 13506 . 7 569. 5 * Length Wtd. (ft) 174. 00 • Wetted Per . {ft ) 9. 99 188. 0 4 72 .16 I I • Min Ch El l ft l Alpha * Frctn Loss (ft) • C & E Loss I ft I 273. 00 1.11 0 . 09 0. 02 • Shear I lb/ sq ft I * Stream Power (lb/ft s) * Cum Volume (acre-ft ) Cum SA {acres ) 0. 05 0. 05 0. 97 1.13 0 .17 0 . 47 6. 65 2. 97 0. 0 5 0. 05 2.36 2.38 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 1 or greater than 1. 4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: West Tributary REACH: Reachl INPUT Description: RS: 4100 Station Elevation Data num-= Sta Elev Sta Elev 276 55 275 173 276 318 277 Manning 's n Values n\JlllS Sta n Val Sta n Val Sta Elev Sta Elev Sta 89 268. 5 119 268.5 143 Sta n Val ** *** * •• * * ••• ** * ..... * *** * * **** * ** ** * ** * * * * * ** ... ** * . 035 55 .03 173 .035 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. 55 173 100 100 100 .1 CROSS SECTION OUTPUT Profile #PF 1 * E.G. Elev (ft) 273 .10 • Element Left 08 • * Vel Head I ft) 0. 08 * Wt. n-Val. * w.s. Elev (ft) 273. 02 . Reach Len. (ft ) 100 . 00 * Crit W.S. (ft) 270.36 . Flow Area (sq ft) * E.G. Slope (ft/ft) •0 .000425 * Area l sq ft) * 0 Total (cfsl 501. 00 . Flow (cfsl * Top Width (ft) 70. 37 . Top Width (ft) * Vel Total l ft/s) 2. 21 * Avg. Vel. l ft/s) • Max Chl Dpth (ft) 4. 52 * Hydr. Depth (ft) * Conv. Total (cfs) . 24315.4 . Conv. (cfsl * * Length Wtd. (ft) 100. 00 * Wetted Per. (ft) * Min Ch El (ft) 2 68 . 50 . Shear (lb /sq ft) * Alpha 1. 00 . Stream Power (lb/ft s) . * Frctn Loss (ft ) * Cum Volume (acre-ft ) 0 .66 * C & E Loss (ft) * Cum SA (acres ) 0. 95 Elev 275 Expan . . 3 Channel • Right OB * 0. 030 l 00. 00 100. 00 227. 03 227 . 03 501. 00 70. 37 2. 21 3.23 24315.4 7 1. 40 0 . 08 0 .19 4. 60 1. 62 2 .26 2.06 * * *** * ** * * *** * * ** * ** * *** * *•* * * * *** *** * * * ** * **** * * ** * ***** ** * •• * * ** * * * *** * * * * * ••••••• *** ** ** •• *. CROSS SECTION OUTPUT Profile #PF 2 * E.G. Elev (ft) 2 7 4. 7 3 * Element Left 08 * Channel * Right OB • * Vel Head (ft) 0. 06 • Wt . n-Val. 0.030 * 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 • Q Total (cfs) 676.00 . Flow (cfs) 676.00 * Top Width (ft) 85 .11 . Top Width (ft) 85.11 * Vel Total l ft/s) 1. 90 * Avg. Vel. (ft/sl 1. 90 * Max Chl Dpth (ft) 6 .18 . Hydr. Depth I ftl 4.18 * Conv. Total (cfsl . 45172.6 Conv. (cfs) . 45172.6 * Length Wtd. (ft) l 00. 00 * Wetted Per. (ft) 86. 52 * Min Ch El (ft) 268. 50 * Shear (l b /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 RIVER: West Tributary REACH: Reachl INPUT Description: RS: 4050 Distance from Upstream XS = 20 Deck/Roadway Width 30 Weir Coefficient 2 . 6 Upstream Deck /Roadway Coordinates num• 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 27 5. 35 350 27 5. 35 Upstream Bridge Cross Section Data Station Elevation Data num-= Sta Elev Sta Elev 173 276 276 Manning's n Values Sta n Val 55 318 275 277 num= Sta n Val Sta 89 Sta Elev 268 .5 n Val Sta Elev Sta Elev 119 268.5 143 275 . 035 55 .03 173 .035 Bank Sta: Left Right Coe ff Con tr. Expan. 55 173 .1 .3 Downstream Deck/Roadway Coordinates num• 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 275 .35 700 27 5. 35 Downstream Bridge Cross Section Data Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 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 Manning's n Values num• Sta n Val Sta n Val Sta n Val *** •••••• ++•. *. ** ** * * ** ++ * ••• ** +++ ** * * •• * *. * * •• * . 035 217 .03 410 . 035 Bank Sta: Left Right Coe ff Con tr. 217 41 0 .1 Upstream Embankment side slope Downstream Embankment side slope Maximum allowable subme rgence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design Expan. . 3 flow • • 95 591 274 675 horiz. to 1. 0 vertical horiz. to 1 . 0 v ertical Weir crest shape • Broad Crested Number of Culverts = Culvert Name Shape Rise Span Culvert 1tl Circular 4 FHWA Chart # -Corrugated Metal Pipe Culvert FHWA Scale # -Mitered to conform to slope Solution Criteria = Highest U.S . EG 275 Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 20 60 .024 .024 0 .5 1 Number of Barrels = 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 Cu lv Group: Culvert #1 * Q Culv Group (c fs) * # Barrels • Q Barrel (cfs) * E.G. US. (ft) • w.s. us. (ft) * E.G. OS (ft) * W.S. OS (ft) • Delta EG (ft ) * Delta WS (ft) * E.G. IC (ft) * E.G. OC (ft) * Culvert Control • Culv WS Inlet (ft) • Cul v WS Outl et (ft ) • Culv Nml Depth (ft) • Cul v Crt Depth (ft) 501. 00 6 83 . 50 273.10 273. 02 27 1. 33 271. 29 1. 77 1. 73 272 . 99 27 3 .10 Outl et 271. 71 271. 29 2. 79 2 . 77 • Culv Full Len (ft) • Culv Vel us (ft /s) • Culv Ve l OS (ft /s ) • Culv Inv El Up (ft) • Culv Inv El On (ft) * Culv Frctn Ls (ft) * Culv Exit Loss (ft) * Culv Entr Loss (ftl • Q We ir (cfs) • Weir Sta Lft (ft ) • Weir Sta Rgt (ft) * Weir Subme rg • Weir Max Depth (ft) • Weir Avg Depth (ft ) • Weir Flow Area (sq ft) • Min El Weir Flow (ft I CULVERT OUTPUT Profile #PF 2 Culv Group: Culve rt #1 • Q Culv Group (cfs) * +I Barrels • Q Barrel (c fs) * E.G . US. (ft) • w.s. us. (ft ) ' E.G . OS (ft) • W.S. OS (ft) • Delta EG (ft ) • Delta WS (ft ) ' E .G. IC (ft) • E.G. OC (ft ) * Culvert Control • Culv WS Inlet (ft ) • Culv WS Outlet (ft ) • Culv Nml Depth (ft ) • Cul v Crt Depth (ft ) 676. 00 6 112. 67 274 .73 274.68 271. 65 271. 60 3 . 08 3. 07 275.27 274.73 Outl et 272 . 50 271.50 4.00 3. 21 • Culv Full Len (ft) • Culv Vel us (ft/s) Culv Vel OS (ft/s) • Culv Inv El Up (ft) • Culv Inv El On (ft ) * Culv Frctn Ls (ft) * Culv Exit Loss (ft ) * Culv Entr Loss (ft ) * O Weir (cfs) • Weir Sta Lft (ft) • Weir Sta Rgt (ft I * Weir Submerg Weir Max Depth (ft) Weir Avg Depth (ft ) * Weir Flo w Area (sq ft) • * Min El Weir Flow (ft ) 7 . 72 6 . 78 268 . 50 267. 50 0. 63 0. 68 0. 46 275 .36 60. 00 8 . 97 8. 97 268. 50 2 67. 50 1.26 1.20 0. 62 275 .36 ••• * ••• *. * ••••• * * •••••• * •• *. * *. * •• * *. * * *. **. *. * .. * * *. ** *. ** .. * *. * *. *. * *** * * I Note : The normal depth exceeds the height of the culvert . The program assumes that the n ormal depth is equal to the height of the culvert . 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 supercr itical result h as been discarded. The outle t answer will be used. CROSS SECTION RIVER : West Tributary REACH: Reachl INPUT Description : RS : 4000 Station Elevation Data num"" Sta Elev Sta Elev 278 20 277 92 273 105 272 176 270 205 272 345 271 410 272 Manning's n Values nurnE Sta n Val Sta n Val 20 Sta 65 117 217 436 Sta Elev 276 271 272 273 n Val ** * * * * * * * ** * * ** ** * ** * * * * *** ** * * * * ** * ** *. ***** * ** .035 217 .03 410 . 03 5 Bank Sta: Left Right Lengths: Left Channel 217 410 281 281 CROSS SECTION OUTPUT Profile #PF 1 Sta Elev Sta Elev 81 275 86 274 130 271 172 270 277 267. 5 307 267 . 5 591 274 675 275 Right Coe ff Con tr. Expan. 281 .1 . 3 ** •• * *'* * * *'*. * ••• *'** ••••• * •• *'*. * ••••••••••• ** ** * ** * * * * ***** * ** ** * *** * * **. **. * ** * '*** * *** * ** * * **** * E .G. Elev (ft) 271. 33 * Element Left OB * Channel * Right OB * • Vel Head (ft) 0. 0 4 * Wt. n-Val. 0. 035 o. 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 * 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 * Conv. Total (cfs) . 25340 .9 . Conv . (c fs ) 1781. 4 • 23559.5 • Length Wtd. (ft) 281. 00 * Wetted Per. (ft) 81. 2 4 137. 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 cro s s -section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance ) is less than O. 7 or greater than 1. 4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF ** * * * * * * ** * ** ** ** ** ** * + ++ ** + ** * ** * *** * * + ** * ** * * * * ***** * ** * ** *** * ** ** * * * * * * * ** * * * *** * ** * ** *. * ** * * E.G. Elev (ft) 271. 65 * Element Left OB * Channel • Right OB * * Vel Head (ft) 0 . 05 * Wt. n-Val. 0. 035 0.030 * 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 .8 5 . 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. 7 9 • 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 .1 9 • Min Ch El (ft) 267. 50 * Shear (lb /sq ft) 0. 03 0. 06 * Alpha 1.13 * Stream Powe r (lb/ft s ) . 0. 02 0.12 . Frctn Loss (ft) 0.17 * Cum Volume (acre -ft ) 0. 87 4. 68 2.31 * c & E Loss (ft) 0. 00 * Cum SA (acres) 1. 0 1 2.14 2.24 ** * ** * *** * ** *** •• *. * * * * ** ***** * * * * * *** * *. * * ••• ** * * ** *** •••• * * ••• * •••••• * •• * ••• * **** ••• * * * * * * * * * Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: West Tributary REACH: Reach! RS: 3718.67 INPUT Description: Station Elevation Data nwn'"' Sta Elev Sta Elev 100 276 196 274 322 2 67. 64 324 268 57 5 269 .75 586 270 Manning's n Values nurn- Sta n Val Sta n Val H Sta 299 347 703 Sta Elev 272 270 272 n Val * *. * *. ** * *. * * ... * * * * *. *. *. * ** * * * * * .. * * * * + * * * * * * * * * * 100 .03 5 299 .03 347 .035 Sta 309 457 778 Elev Sta Elev 270 319 268 270.5 564 270 274 Bank Sta: Left Right Lengths: Left Channel Right 299 347 2 64 483 .06 249 CROSS SECTION OUTPUT Profile HF 1 * E.G. Elev I ftl 271.17 Element * Vel Head (ft) 0 . 05 * Wt . n-Val . * w.s. Elev (ft) 271.11 . Reach Len . (ft) * Crit W.S. I ftl . Flow Area l sq ft ) * E.G. Slope I ft/ ft I • 0. 000924 • Area (sq ft l * 0 Total l cfsl 501 . 00 . Flow l cfs l . Top Width (ft) 347 . 78 * Top Width (ft) * Vel Total (ft/s) 1. 47 • Avg. Vel. l ft/s) • Max Chl Dpth (ft) 3. 47 Hydr. Depth (ft) . Conv. Total lcfs l . 16485.3 . Conv. (cfs l . Length Wtd. (ft) 423. 32 * Wetted Per. (ft) * Min Ch El (ft) 267. 64 . Shear (lb/sq ft) * Alpha 1.50 . Stream Power (lb/ft . Frctn Loss (ft) 1.06 • Cum Volume (acre-ft) * C & E Loss (ft) 0. 08 * Cum SA (acres) s) Coe ff Contr . .1 Left OB ' 264. 00 0. 42 0 . 59 Expan. • 3 Channel 0 . 030 483.06 89. 36 89. 36 215. 66 43 . 57 2 .41 2 .05 7096 .1 44. 02 0 .12 0. 28 2 .79 1. 43 . Right OB * 0. 035 249.00 251. 24 251. 24 285 . 34 304.21 1.14 0.83 9389 .1 304. 22 0.05 0.05 0.81 1. 07 ••• ** ** *** * *. ** ** ** * *. * *** * ... **** * ** * ...... * * * ....... ** ****. **** * *** *. *** *** *. * ...... * ** *. **** **. * * ... Warni ng: 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 (upst r eam conveyance divided by downstream conveyance) is less than O. 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 OB * Channel * Right OB * * Vel Head (ft) 0. 05 * Wt. n-Val. 0.030 0 . 035 • w.s. Elev (ft) 271. 43 * Reach Len . (ft) 2 64 . 00 483.06 249. 00 * Crit W.S. (ft) . Flow Area (sq ft) 103. 46 350. 89 * E.G. Slope (ft/ft) • 0. 0007 56 • Area l sq ft) 103.46 350 . 89 * 0 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 . Conv. Total (cfs l . 24591.6 • Conv . (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 Powe r (lb/ft s) . 0. 2 5 0. 06 * Frctn Loss (ft) 0 . 87 * cwn Volume (acre-ft) 0. 60 3. 26 1.18 • C & E Loss (ft) 0 . 09 * Cum SA (acres) o. 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 than 0 . 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 nwn• Sta Elev Sta Elev 100 274 310 272 506 268 513 270 Manning 's n Values num- Sta n Val Sta n Val 10 Sta 455 526 Sta Elev 270 272 n Val • * * * * * ** * * + *. ** * * * * •• * + ..... * ** * *. + * * *. +. + + •• * * .... 100 . 035 455 .03 513 .035 Bank Sta : Left Right Lengths: Left Channel 455 513 125 173.73 CROSS SECTION OUTPUT Profile HPF 1 Sta Elev Sta Elev 468 268 488 266 . 32 556 274 621 276 Right Coe ff Con tr. Expan. 178 .1 .3 * •• * ** ** * * **. +. * * * * ••• * * * * * ..... * *** * * * •• + * + *. * ++. * ** * •••• * * * * * * ** *** * ••• + *** * ••• * * * * * * * * * +• •• * * * E.G. Elev (ft) 270. 02 * Element Left OB Channel * Right OB + * 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 (s q ft ) 83. 79 . E.G. Slope (ft/ft) '0.011169 + Area (sq ft) 83.79 * Q Total (cfsl 617. 00 Flow l cfsl 617. 00 * Top Width (ft) 49. 81 . Top Width (ft) 49. 81 • Vel Total l ft/s) 7.36 * Avg. Vel. (ft/sl 7.36 * Max Chl Dpth (ft) 2 .86 . Hydr. Depth (ft ) 1. 68 + Conv. Total (cfs) 5838. 3 + Conv . (cfsl 5838.3 . Length Wtd. I ftl 173 .15 . Wetted Per . (ft) 5 0 . 22 Min Ch El I ft) 266. 32 . Shear l lb/sq ftl 1.16 Alpha 1. 00 . Stream Power (lb/ft S ) . 8. 57 . Frctn Loss (ft) 0 .55 • Cum Volume (acre-ft I 0. 42 1. 83 0 .10 + C & E Loss (ft) 0 . 21 * Cum SA (acres ) o. 59 0 . 92 0.20 * + + + * * .... + + * + * * + * ** ...... * •• * * * * * * .... + * * + * ... * * * * * * * + * * * * * * ... + ** ** ... + * * ... + .... ** ... ** * •• + +. *. * * * * * * * * * + *. * .. * I I I I ~Jarning: The energy equation could not be balanced within the specified number of iterat ions. 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 rn ). This may indicate the need for additional cross sections. Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than O. 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 is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #PF 2 • E.G. Elev (tt) 210. 5i. Element Left OB * Channel * Right OB * * Vel Head (tt) 0. 9B * Wt. n-Val . 0. 030 w.s. Elev (ft) 269.53 * Reach Len . (tt) 125.00 173 . 73 l 7B. 00 * Crit W.S. (tt) 269. 53 Flow Area (sq tt) 101. 96 * E.G . Slope (tt/ft) •0.01091B * Area (sq ft) 101. 96 * Q Total lets) BOB .00 . Flow (cfs) BOB.00 ' Top Width (ft) 53.34 Top Width (tt) 53. 34 * Vel Total (tt/s) 7 . 92 Avg. Vel. (ft/s ) 7 .92 • Ma x Chl Dpth (ft) 3. 21 . Hydr. Depth (tt) l. 91 * Conv . Total (cfs) 7732. B . Conv . (cf s l 7732 .B * Length Wtd. (ft) 172 .76 * Wetted Pe r . (tt) 53. B2 * Min Ch El (tt) 266 .32 Shear (lb/sq ttl l. 29 ' Alpha l. 00 . Stream Power (lb/tt S) 10. 23 . Frctn Loss (tt) 0.53 Cum Volume (acre-tt) 0.60 2.12 0.17 * C & E Loss (tt) 0. 25 Cum SA (acres ) 0. 72 0. 93 0 .2B ****************************································································•** Warning; The ene r gy equation could not be balan ced within the specified numbe r of itera tion s. The program used critical depth for the wat e r s u rface and continu ed on with the c alculations . Warning; The v e loci ty head has changed by more than 0.5 ft (0.15 m). This may indica te the need for additiona l cross sections. Warning; Th e conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 o r grea ter than 1.4. This may indicat e 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 indica te the need fo r 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 b ack b elow critical depth. This i ndica tes that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER : West Tributary REACH : Reachl RS: 3061. BB INPUT Description: Station Elevation Data num• Sta Elev Sta Elev 100 272 296 270 393 266 4 6B 26B 577 276 620 27B Manning's n Value s nums Sta n Va l Sta n Val 12 Sta Elev Sta 370 26B 3BB 529 270 540 Sta n Val •••• ** * •• *. ***** * ••• ** * * * •••• **. * ** •• * •••• *. * ••• 100 . 03 5 370 .03 46B .035 Bank Sta: Lett Right Lengths: Left Ch annel Right 370 46B 447 435 .52 44 9 CROSS SECTION OUTPUT Profile #PF l • E.G . Elev (ft) 269 .07 • Element • Vel Head (ft) 0.14 * Wt. n -Val. * w.s. Elev (ft) 26B .93 • Reach Le n. (ft) * Crit W.S. (ft) . Flow Are a (sq ft) * E .G. Slope (ft/ft) '0 .0014BO * Area (sq ft) • Q Total (cfsl 617. 00 . Flow (cfs) * Top Width (ft) 160 . 90 . Top Width (ft) * Vel Total (ft/s) 2.75 * Avg . Vel . ( ft/s) • Max Chl Dpth (ft) 3. 29 • Hydr . De pth (ft) • Conv. Total (cfs) . 16037 .2 . Co nv . (c f s) . Length Wtd. (ft ) 4 37. 71 • Wette d Pe r. (f t) ' Min Ch El (ft) 265 . 64 • Shear (lb/sq f t ) * Alpha l.15 Stream Power (lb/ft s I . Frctn Loss (ft) l. 25 . Cum Volume (acre -ft) • c & E Loss (ft) 0.04 Cum SA {acres) Elev Sta Elev 266 390 265. 64 272 553 274 Coe ff Cont r . Expan. . l . 3 Left OB * Channel . Ri g ht OB ' 0 .035 0 . 030 0. 035 447.00 4 35. 52 4 4 9 . 00 16. 07 195.23 13 . 24 16. 07 195.23 13 . 24 15.77 5BB. 23 13 . 00 34. 4B 9B . 00 2B . 42 0. 9B 3. 01 0. 9B 0 . 47 l. 99 0. 47 409. 9 . 152B9. 6 337. B 34 .49 9B .19 2B. 44 0.04 0. lB 0. 04 . 0.04 0 . 55 0. 04 0.40 l. 27 0. 07 0. 54 0. 62 0 .15 ••••• * *. * * ** ••• * * * *. * * *. * * •• * *. *. * *. * ** •• ** * ***. * * * * **. * ** •• * •• * *. * * * ••••• * •• * * •••••• *. * ** •• * •• Warning : The conveyance ratio {upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than l. 4. This may indicate the need fo r additional cross s e ctions. Warning : The energy loss was greater than 1.0 ft (0.3 m). between the current and previ ous cross section . This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile ~PF 2 • E.G. Elev (ft ) • Vel Head (ft ) • W.S . Elev (ft) ' Crit W.S. (ft) 269.41 • Element 0 .16 •Wt. n -Val. 269.26 • Reach Len . (ft) • Flow Area I sq ft) Left OB 0. 035 447 .00 29.31 Channel • Right OB * 0.030 0.035 4 35. 52 227. 26 449.00 24 .16 . E.G. S l o pe (ft /ft ) ·0 .00 1431 . Area (Sq ft ) 29. 31 22 7 . 26 24.1 6 Q To t al (c fs l BO B. 0 0 Fl o w (cfs ) 34. 56 7 44 .95 2B.49 To p Wi d t h (ft ) 1 B2. 97 To p Wi dth (f t ) 46. S7 9 B .00 3B.39 . Vel To tal l ft /s ) 2.BB * Avg. Vel. (ft /s l l. lB 3 . 2 B l. lB . Max Chl Dpth (ft ) 3.62 . Hydr . Depth (ft ) 0. 63 2 . 3 2 0. 63 . Conv. Total (cfs ) 213 62.0 . Conv. (cfs ) 913 . 7 1969S. l 7S3.l . Length Wtd . (ft ) 43B. 20 . Wetted Per . (ft ) 46. 59 9B .19 3B. 41 * Min Ch El (ft ) 2 6S. 64 . Shear (lb/sq ft ) 0. 06 0. 21 0. 06 . Alpha 1. 21 . Stream Power (lb/ft S) 0 . 07 0. 6B 0. 07 . Frctn Lo ss (ft ) 1.26 Cum Volume (acre-ft ) 0. S6 l. 46 0 .12 . c & E Loss (ft) 0. OS . Cum SA (acres) 0 . 6S 0 . 63 0 . 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 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 addi tional cross sections. CROSS SECT ION RIVER: West Tributary REACH: Reachl RS: 2626.36 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 100 270 126 26B 336 26B 33B 266 3S9 266 366 26B Manning's n Values num• Sta n Val Sta n Val lS Sta 144 340 3B2 Sta Elev Sta 266 17S 264 343 270 421 n Val *** ***** + * * * * *** * ** ***** * ** **** * **** * * +. ** * ••••• 100 . 03S 336 .03 366 .03S Bank Sta: Left Right Co e ff Contr. Expan . 336 366 .1 .3 CROSS SECTION OUTPUT Profile #PF * E.G . Elev (ft ) 2 67 . 77 * Element * Vel Head (ft) 0. SB * Wt. n-Val. • w.s. Elev (ft) 267 .20 • Reach Len . (ft ) * Cr i t W.S. (ft) 2 67. 20 . Flow Area (sq ft ) * E.G. Slope (ft/ft) '0.007622 * Area (sq ft ) * Q Total (cfsl 621. 00 . Flow lcfs ) • Top Width (ft) 9B.OS • Top Width (ft) * Vel Total (ft/s) s .17 * Avg. Vel. (ft/s ) • Max Chl Dpth (ft ) 3 . S6 * Hydr. Depth (ft ) * Conv. Total (cfs l 7113.2 * Conv. (cfsl • Length Wtd. (ft) * Wetted Per. (ft ) * Min Ch El (ft) 2 63 . 64 * Shear (lb/sq ft ) Elev 2 66 2 63.64 272 * Alpha 1. 39 * Stream Power (lb/ft s) . . Frctn Loss (ft) * Cum Volume (acre-ft ) . C & E Loss (ft) . Cum SA (acres) Sta Elev 22S 26B 34B 264 S09 274 Left OB • Channel * Right OB • 0. 03S 0. 030 61. 41 SB. 7B 61. 41 SB . 7B 20S.16 4 15.B4 71. 67 26 . 3B 3. 34 7. 07 0. B6 2 .23 2349.9 4 763. 2 71. 76 2B. 09 o. 41 1. 00 1. 36 7. 04 * ** + **** *. * + * * *** +++ * * *** * ••• ** * **** ..... ** * * *** * * * ** * * * ** ** + * ** ** **** ***** *** •• * +. * * * ** *. * * * *** * * Warning: Divided flow computed for this cross-section. CROSS SECTION OUTPUT Profile #PF 2 * * * * * ** ++. *. * * ++ * ** * * *. ** **+ ** * *** * * ++ ++ ..... ** * * * * ** * * * * •••• * * * * * •• ** •• *** * **** + * * * * **** * ••• * **** * E.G . Elev (ft) 2 6B .11 * Element Left OB * Channel . Right OB • * Vel Head (ft) 0.66 * Wt. n-Val. 0. 03S 0.030 * W.S. Elev (ft) 2 67. 4 4 * Reach Len. (ft) * Crit W.S. (ft) 2 67. 4 4 . Flow Area (sq ft ) B0.19 65. 4S * E.G. Slope I ft/ ft I •o. ooB334 * Area (sq ft ) B0.19 6S. 4S . Q Total (cfsl Bl6.00 . Flow (cfsl 310. 7B sos. 22 * Top Width (ft) 1 0 7. SB . Top Width (ft) BO. 09 27. so * Vel Total (ft/s) s . 60 * Avg. Vel. (ft /sl 3. BB 7 . 72 • Max Chl Dpth (ft) 3.BO * Hydr. Dept h (ft ) 1. 00 2. 3B * Conv. To tal (cfs ) B93B.7 * Conv. (cfs l 3404. 4 SS34.3 . Length Wtd . (ft) *" Wetted Per. (ft) BO. 20 29. 34 * Min Ch El (ft) 2 63 . 64 * Shear (lb/sq ft) O.S2 1.16 • Alpha 1. 36 * Stream Power (lb/ft s) . 2. 02 B. 96 . Frctn Loss I ft! • Cum Volume (acre-ft ) . C & E Loss I ft) * Cum SA (acres) * * * * * + * * + * * * * * * * * ** * * * * * * * * * + * ** * * ** * * + * + + ** * **** + + *** * ** * **** * * * * * ** .. * * * * * * * * .. * * *. ** * * * * * *. *** Warning: Divi ded flow c ompu ted for this cross-section. SUMMARY OF MANNING'S N VALUES River:West Tributary Reach *Reach ! *Reach ! River Sta. 6 70 3 6262 n l .03 S ' . 03 5' n2 .03' . 03* n3 . 0 3S' . 0 3S' I I I I I *Reachl *Reachl *Reachl +Reachl *Reachl ""Reach! *R~achl *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! 5645 5300 5102 5050 4997 4615 4274 4100 4050 4000 3716.67 3235.61 3061. 66 2626 . 36 SUMMARY OF REACH LENGTHS River: West Tributary . 035 ' . 035' . 035* *Culvert . 035* . 035 * . 035 * . 035 * *Culve rt . 035 * . 035 "' . 035 * . 035 * . 035* . 03 * . 03' . 03* . 03* . 03* . 03* . 03* . 03* . 03• . 03* . 03* . 03* . 035* . 035* . 035* . 035* . 035* . 035* . 035* . 035* . 035* . 035* . 035* • 035'* Reach River Sta. Left • Channel * Right •Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! 6703 6262 5645 5300 5102 5050 4997 4615 4274 4100 4050 4000 3716 .67 3235. 61 3061. 66 2626 .36 324"' 346* 278* 198* 105* *Culvert 112'* 341 * 174* 100* *Culvert 281 * 264* 125* 447* 616.69* 446.36* 335. 73* 198* 105* 112* 341 * 174* ioo• 281 * 463.06* 173. 73 * 435 . 52* SUMMARY OF CONTRACTION ANO EXPANSION COEFFICIENTS River: West Tributary Reach *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! •*Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reach! *Reachl River Sta. * Contr . * Expan. 6703 6262 5645 5300 5102 5050 4997 *Culvert . l * . l * . l * . l * . l * . l * 4615 .l * 4274 .1• 4100 .l* 4050 *Culvert 4000 .l* 3718.67 * .l* 3235.61 * .l* 3061. 66 * 2626. 36 * .1 * . l * . 3* . 3* . 3* . 3* . 3* . 3 * .3* . 3* . 3* . 3* .3* .3* . 3 • . 3* Profile OUtput Table -Standard Table l 308 * 355* 245* 198* los• 112* 341 * 174 • 100* 281 * 249* 178• 449* • Reach • River Sta • Profile • Q Total • Min Ch El • W.S . Elev• Crit W.S. • E.G. Elev • E.G . Slope• Ve l Chnl • Flow A.rea •Top Width • Froude ti Chl • Reachl Reachl Reachl Reachl • Reachl • Reachl • Reachl Reachl Reachl Reachl Reachl Reachl Reachl Reachl Reach l Reachl Reachl Reachl 6103 6703 6262 6262 5645 • 5645 5300 5300 5102 5102 5 0 50 4.997 4997 4615 4615 4274 4274 4100 PF 1 PF 2 PF 1 PF 2 PF 1 PF 2 PF 1 PF 2 PF 1 PF 2 PF 1 PF 2 PF 1 PF 2 PF 1 PF 2 PF 1 • (c:fs) • (f t) • (ft) • (ft) • (ft) • (ft /ft ) • (ft/s) • (sq ft) • (ft) • 465. 00 .. 621. 00 • 465. 00 • 621. 00 • 499. 00 • 665. 00 .. 499. 00 .. 665. 00 • 499. 00 .. 665. 00 .. Culvert • 499 . 00 .. 665.00. 499. 00 .. 665. 00 • 499 00 665. 00 501. 00 277 . 46 • 271. 46 • 279.60 • 279. 60 • 274 .56 • 274 .56 • 274. 00 • 274. 00 • 273 . 50 273 . 50 273. 00 273 .00 .. 27 4 00 .. 274 00 .. 273 00 273 00 268 50 282.68 282. 94 282.02 282.31 218 . 96 .. 279. 30 • 278.47 .. 279.14 278 . 54 279.18 275.46 27 5 .56 275.39 275. 44 27 4. 08 274 .13 213.02 281. 81 282.31 278. 96 • 274 40 • 274 55 • 27 4. 08 270 .36 .. 282. 69 • 0. 000091 282.95 . 0.000108 282. 49 282.15 219. 39 219. 64 218. 58 279.22 218. 54 219.19 215. 15 216. 01 215. 45 215. 54 214. 38 214. 84 213.10 0. 008962 0. 006750 o. 005826 • o. 004304 • 0. 000729 • 0. 000488 • o. 000014 • o. 000015 • o. 003948 o. 006229 o. 001258 0.001965. 0 15952 002201 0. 000425 1.18 1.34 5. 51 5. 48 5. 90 5. 62 2 . 19 2 . 60 738 .06 • 850. BO • 86. 53 • 131. 50 • 126.14 197 .19 218 . 84 313. 01 0 .46 .. 1117.94 0.52 1319.11 27 36 • 03 60 .. 70 2 .21 116. 79 124. 02 245. 36 • 255. 14 112. 11 264. 94 221. 03 431. 01 .. 442 .15 • 166.26 • 182. 62 115. 31 239. 87 113.10 270.26 309.58 314. 89 11. 83 16. 41 196. 76 198.21 196. 62 210 .11 10.31 0.10 0.11 • 0. 86 .. 0.17 0.12 0 . 64 0.28 0.24 o. 0 4 o. 04 o. 59 O.H o. 32 0.40 1. 01 o. 43 0.22 Reachl HOO Pr 2 676 .00 268 . 50 274. 68 270 . 72 274. 73 0. 000224 1.90 355.51 e5.11 0 .16 Reach] 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 l. 79 . 411. 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. 7 8 0 . 30 Re achl 3718. 67 PF 2 676. 00 267. 64 271. 43 271. 48 0. 000756 . 2.35 . 4 5 4 .35 367. 96 0.27 Re a chl 3235. 61 PF 1 61'1 . 00 266 .32 269.18 269.18 270.02 o. 011169 1 .36 . 83. 79 49. 81 . 1. 00 Re achl 3235. 61 PF 2 808. 00 266.32 . 269. 53 269. 53 270.51 0. 010918 1.92 101. 96 53.34 . 1. 01 Reachl 3061 . 88 PF 1 617. 00 265 .64 268 .93 269 .01 0. 001480 3.01 2 2 4 .54 160.90 0. 38 Reachl 3061. 88 PF 2 808 . 00 . 265.64 . 269. 26 269 .41 0 . 001431 3.28 280. 73 . 182. 91 o. 38 Reachl 2626. 36 PF 1 621. 00 263. 64 261 .20 267 .20 261. 17 0 . 007622 . 1 .01 120.19 98 .05 . o. 84 . Reachl 2626.36 PF 2 816.00 . 263. 6 4 267.44 267. 44 268.11 0. 008334 7. 72 145. 64 . 101. 58 o . 88 ...................................................................................................................................................................... I I I I g c: .Q iii > Q) [ij West T ributary 1 OOyr Floodpla in Analysis Plan : P lan1 West T ri butary 1/23/2007 284 ~1 (--.0 3 5 --~«-----------.0 3 -------~~--.035---)1 ---.,.---., Legend 282 280 278 276 274 272 -+----~~--~~~-~~--~---------------- 0 100 200 300 400 500 Stat ion (ft) ---------·--------- EG PF2 WS PF 2 EG PF 1 WS PF 1 ··········-·-····•-··--·- Cri t PF 2 ···············-··+---····- Cr it PF 1 Ground • Bank Sta g c: .Q ro > Q) jjJ West Tributary 100yr Floodplain Analysis Plan : Plan1 West Tributary 1/23/2007 --------.035 -------------.03-----4) ... 1(-.035 -1 282 280 278 276 274 272+--~-~-~-~-~-~-~-~-----.-----r----.------,----,,----.-----,--------, 0 50 100 150 200 Station (ft) 250 300 350 400 Legend ---------·----.. --- EG PF 2 WSPF2 ____ __., __ Grit PF 2 --+-- Grit PF 1 EG PF 1 WS PF 1 Ground • Bank Sta I I §: c: .Q 1ii > 4> w West Tributary 1 OOyr Floodplain Analysis Plan : Plan1 West Tri butary 1/23/2007 .035 --------.03 ------;-------.035 -----~ 27 8 27 6 274 272 270 26 8 +---~~-------~~------------------~ 0 50 100 150 200 250 300 350 Station (ft) Legend ____ .. ___ ,,._ ________ _ EG PF 2 WS PF2 EG PF 1 WS PF 1 . _ __., __ Crit PF 2 ············-··-+·····--·-··- Crit PF 1 Ground • Bank Sta West Tributary 1 OOyr Floodplain Analysis Plan : Plan1 West Tributary 1/23/2007 ~(----035 ---~-----.03 ___ _.,...,___ ____ .035 --------" 278 . 276 274 §: c 0 ~ 272 > Q) ijj 270 268 266-l--r--,---,--,---,-,---,--,----,--,.--,.---,---,--,-....,.--..,...-..,...--,---,--,-,,-,--,---,----,--,.---,---,--,-....,.--....,.--..,...-..,...--r--, 0 100 200 300 400 500 600 700 Station (ft) Legend EG PF 1 ···------+--·--... EG PF2 WS PF2 WSPF1 --·-·----6 -·--- Crit PF 2 --.. -·-·+---·- Cr it PF 1 Ground • Bank Sta HEC-RAS Plan· Plan1 West River: West Trtbutary Reach· Reach1 Reach River Sta Profile QTotal MinChB w.s . Elev CrttW.S. E.G. Elev E.G. Slope Vel ctYll Flow Area Top Width Froude#CH (els) (fl) (fl) (ft) (fl) (ft/ft) (ft/s) (sqfl) (fl) Reach1 6703 PF 1 465.00 277.46 282 .68 28 2.69 0.000091 1.18 738.06 431 .01 0.10 Reech1 6703 PF2 621 .00 277.46 282 .94 282.95 0.000108 1.34 850.80 442.75 0.11 Reach1 6262 PF 1 465.00 279.60 282.02 281 .87 282.49 0.008962 5.51 86.53 166.26 0.86 Reech1 6262 PF2 621 .00 279.60 282.31 282.31 282.75 0.006750 5.48 137.50 182.62 0.77. Reach1 5645 PF 1 499.00 274.56 278.96 278.96 279.39 0.005826 5.90 126.14 175.31 0.72 Reach1 5645 PF2 665.00 274.56 279.30 279.64 0.004304 5.62 197.19 239.87 0.64 Reach1 5300 PF 1 499.00 274 .00 278.47 278.58 0.000729 2.79 218.84 173.70 0.28 Reech1 5300 PF2 665.00 274.00 279 .14 279.22 0.000488 2.60 373.07 270.26 0.24 I Reach1 5102 PF 1 499.00 273 .50 278.54 274.40 278.54 0.000014 0.46 1117.94 309.58 0.04 Reach1 5102 PF2 665.00 273.50 279 .18 274.55 279.19 0.000015 0.52 1319.77. 314.89 0.04 Reech1 5050 CU\lert Reach1 4997 PF 1 499.00 273.00 275 .46 275.75 0.003948 427 116.79 71 .83 0.59 Reach1 4997 PF2 665.00 273.00 275 .56 276.01 0.006229 5.36 124.02 76.41 0.74 Reech1 4615 PF 1 499.00 274.00 275 .39 275 .45 0.001258 2.03 245.36 196.76 0.32 Reech1 4615 PF2 665.00 274.00 275 .44 275 .54 0.00 1965 2.60 255.74 198.27 0.40 Reech1 4274 PF 1 499.00 273.00 274.08 274.08 274.38 0.0 15952 4.44 112.71 196.62 1.01 Reech1 4274 PF2 665.00 273.00 274 .73 274.84 0.002207 2.70 264.94 270.11 0.43 Reech1 4100 PF 1 501 .00 268.50 273 .02 270.36 273.10 0.000425 2.21 227 .03 70.37 0.22 Reach1 4100 PF2 676.00 268.50 274 .68 270.72 274 .73 0.000224 1.90 355.51 85.11 0.16 Reech1 4050 CU\lert Reech1 4000 PF 1 501.00 267.50 271 .29 271 .33 0.000391 • 1.61 344.32 218.53 0.20 Reech1 4000 PF2 676.00 267.50 271 .60 271 .65 0.000496 1.79 417.84 251 .34 0.22 Reech1 3718 .67 PF 1 501 .00 267.64 27 1.11 271 .17 0.000924 2.41 340.61 347.78 0.30 I Reach1 3718.67 PF2 676.00 267.64 271 .43 271 .48 0.000756 2.35 454.35 367.96 0.27 Reach1 3235.61 PF 1 617.00 266.32 269.18 269.18 270.02 0.0 11169 7.36 83.79 49 .81 1.00 Reach1 3235.61 PF2 808.00 266.32 269.53 269.53 270.51 0.0 10918 7.92 101 .96 53.34 1.01 I Reech1 3061 .88 PF 1 617.00 265.64 268 .93 269.07 0.001480 3.01 224.54 160.90 0.38 Reach1 3061 .88 PF2 808.00 265.64 269 .26 269.41 0.001431 328 280.73 182.97 0.38 Reech1 2626.36 PF 1 621 .00 263.64 267 .20 267.20 267.77. 0.007622 7.07 120.19 98.05 0.84 Reach1 2626.36 PF2 816.00 263.64 267 .44 267.44 268.11 0.008334 7.72 145.64 107.58 0.88 I I I I I I I I I I I I I I I I I I I EXHIBITE i it 0 0 ~ w ..... ..... Cl. ~ u.. I 0 I-~ 0 ..... I-ffi z ~ ffi ~x ~ Ii ~ i~ ~ w ~~ ~ 0 e I-::> < Cl. NQ. AC. Q.4 0.4 0.9 tt. Cul3 7 .83 0 .00 7 .63 0 .00 3.13 550 .0 Cul4 0 .68 0 .00 Q.66 0 .00 0.27 1.0 Gh1 3 .22 o.oo 3.22 o.oo 1.29 1 .0 Ch2 2 .92 o.oo 2 .92 0 .00 1.17 127 .0 ----- EXHIBIT E Ratipna• Form\,11~ Dralriaae Area CaJc1,1lations HlbOEN SPRINGS, PHASE: 1 ~ ~ 3:: ~ g 0 ii! 5 1,1.. ~ It: :c ffi u ~~ ~ I-u ~~ I;:""' I- ' ""' u w ~~ zj C/) a 8 0 u.. <JI~ :c £! !!? ft. ft. tt. ft/S min niln In/Hr' cfs In/Hr cfa 5 .0 600.0 11 .0 1 .1 17 .3 17 .3 4 .60 15.0 '5 :9 16.5 1.0 1.0 1.0 10.4 0 .0 10.0 6 .33 1.7 7 .7 2 .1 1.0 960 .0 11.0 2.1 7 .6 10.0 6 .33 8 .1 7.7 9 .9 1.0 1250.0 10 .. 0 1 .5 15 .1 15 .1 5 .17 6.0 6 .3 7.4 0 a ~ .... ~ a In/Hr · cf~ lh/H~ C:fs' 6 .7 21.0 7 .7 24 .0 a.a 2 .3 9 .9 2 .7 8.8 11 .1 9 .9 1U 7 .2 8 .4 8 .2 9 .6 :7l m .a In/Hr ofs 6.7 27 .2 11. 1 3 .0 11 . 1 14 .4 9 .3 10 .8 0 0 I: In/Hr 9 .6 12.5 12 .5 10.5 8 ... a cfs 30 .7 3.4 16. 1 12.2 2/8/2007 10560005-dra Exh ibit E I I I I I I I EXHIBITF I I Culvert #3 Culvert Description 24" RCP at Intersection of Hidden Springs and Field Stone Culvert Desh:m Criteria Circular Pipe No . Dia . (ft .) Pipes 2.00 2 Culvert Analysts Calculatlons Total Flow per Critical Design Flow Pipe Depth(ft .) Storm (cfs) (cfsl de 5 18 .50 9 .25 1.05 10 21 .00 10.50 1.20 25 24 .00 12 .00 1.25 50 27 .20 13 .60 1.35 100 30 .70 15 .35 1.40 Elhi = Hwi + ELI ho = TW or (de + 0)/2 (Whichever is Greater) n 0 .024 Normal Depth (ft .) 2 .00 2 .00 2 .00 2.00 2.00 ---- EXHIBIT F-1 CULVERT ANALYSIS HIDDEN SPRINGS, PHASE 1 Elhi~ ... ~----<= TopofRoad Elho IHW; :-i;;---------~~ _j -------~~ ELI Proposed Culvert ~ - - - - --'-._ Ela Outfall Channel Design Criteria Invert Outlet Culvert Top Lt.Side Rt.Side Bottom Elev . (ELI) Elev. (Ela) Length Slope of Slope Slope Slope Width n (ft .) (ft .) (ft .) (ft/ft) Road ke I (ft/ft) (?:1) <?:1l (ft.) 272 .69 272 .28 82 .00 0 .0050 276 .50 0 .50 I 0.0100 4.00 4 .00 0.00 0.024 HEADWATER CALCULATIONS Control Type Outlet INLET CONTROL HWi/D HWI Elhi 0 .95 1.90 274 .59 1.01 2 .01 274 .70 1.09 2 .17 274 .86 1.18 2 .36 275 .05 1.30 2.60 275 .29 H = [1 +ke+((29"(n'2)'L)/R'1 .33)]'((v'2)/2g) ELho=ELo +H+ho TW 1.07 1.12 1.18 1.24 1.29 OUTLET CONTROL de (de+ D)/2 ho H 1.05 1.53 1.53 0 .67 1.20 1.60 1.60 0 .86 1.25 1.63 1.63 1.12 1.35 1.68 1.68 1.44 1.40 1.70 1.70 1.83 HW of Elho Elev . Control 274 .47 274 .59 Inlet 274 .74 274 .74 Outlet 275 .03 275 .03 Outlet 275.40 275 .40 Outlet 275.81 275 .81 Outlet Velocity Free board (fps) (ft .) 2 .94 1.91 5 .34 1.76 5.81 1.47 6 .03 1.10 6 .54 0 .69 2/8/2007 10560005-cul3.xis Exhibit F-1 Culvert #4- Culvert beiicrlptioh 18" CMP at lntersectioh of Hiddert Springs anti Wellbo rn Roaq Culvert 0eslgn-~terla- Circular Pipe No . Dia . (ft .) Pipes 1.50 1 Culvert Ana II/sis Calculations Tptal Flow per Critical Design Flow Pipe Depth(ft.) Storm lcfsl (Cfsl de 5 2.10 2.10 0.60 10 2 .30 2.30 Q.60 25 2 .70 2.7b Q.65 50 3.00 3.00 Q.65 100 3.40 3.40' Q.65 El l hi = Hwl + Eli Ho = TW dr (de+ b )/2 (Whlchevet it Greatet ) n 0.024 Normal Depth (ft .) 0.77 0 .81 0 .90 0.96 1.06 -- EXHIBrF-f-2 CULVERT A~AL YSIS f-llODEN SPRINGS, PHASE-1 l;:Lh i ~-~---[. ~.~op~f~oad ~EL.ho r~~ z:ID.-.-..,...,..,._.,...,..~ H __/,,,,....,. -,... ..-.,. .,.. TW EL.I Prpposdd cuivert ~ - - ----"---._ Invert Outlet Culvert Elev . (E;Li) Elev. (~~o) Length Slope (ft .) (ft) (ft.) (ft/fl) 276 .25 275 .88 74 .00 0.0050 Top of Road ke I 279 .26 d.50 I b !tall Cha nel Desi Criteria Slope fVft 0.0100 Lt. Side . "t. Side Slope Slope ?: ?'1 HE'APWATER CALCULATIONS IN ET CONTROL HWi/D HWi ELh i 0.79 1.19 2'77 .44 0.80 1.20 277.45 0.82 1.23 277 .46 0.84 1.25 2'77 .50 0.86 1.29 2'7 7.54 H ± 11 +ke+((29•(n'2)'L)/R'1.3tlW((v'1)12g) ELho = ELo + H +ho TW de 0.47 0.60 O.• 9 b.60 o.: 2 P.65 0.:4 P.65 0.: 6 0.65 OUTLET CONtROL Ide+ Dl/2 ho H EL ho t.05 . 1.05 0.13 277 .06 1.05 1.05 0 1,6 277.09 1.06 ' 1.06 0 22 277.17 1.08 1.08 0.27 .277 .23 1.08 1.08 0,35 277 .30 n 0.024 Cpntrol Type HW ol Elev. Control 277.44 Inlet 277.45 Inlet ,277.48 Inlet ~77.50 Inlet 277 .54 Inlet Outlet Velocity (fps) 2.31 2.36 4.45 2.50 2.56 !:Lo Fteeboard (ft) 1.82 1.81 1.78 1.76 1.72 21612007 10560005•Cu l4 Exhibit F-2 I I I I I I I I EXHIBITG I I I I I I I EXHIBITG-1 {Channel #1 Calculations) TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION February 8, 2007 ================================================================================ DESCRIPTION VALUE PROGRAM INPUT DATA Flow Rate (cfs) ............................................ . Channel Bottom Slope (ft/ ft) ............................... . 0.0278 Manning's Roughness Coefficient (n-value) .................. . Channel Left Side Slope (horizontal/vertical) .............. . Channel Right Side Slope (horizontal/vertical) ............. . Channel Bottom Width (ft) .................................. . 12.2 0.03 4.0 4.0 0.1 ================================================================================ DESCRIPTION VALUE COMPUTATION RESULTS Normal Depth (ft)··········································· Flow Velocity (fps) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Froude Number· · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · 1. 228 Velocity Head (ft)·········································· Energy Head (ft)············································ Cross-Sectional Area of Flow (sq ft)························ Top Width of Flow (ft)······························•······· 0.81 4.48 0.31 1.12 2.73 6.6 ================================================================================ 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. I I I I I EXHIBITG-2 (Channel #2 Calculations) TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION February 8, 20 0 7 ================================================================================ DESCRIPTION VALUE PROGRAM INPUT DATA Flow Rate (cfs) ............................................ . Channel Bottom Slope (ft/ ft) ............................... . Manning's Roughness Coefficient (n-value) .................. . Channel Left Side Slope (horizontal/vertical) .............. . Channel Right Side Slope (horizontal/vertical) ............. . Channel Bottom Width (ft) .................................. . 16.1 0.003 0.03 4 .0 4.0 0.1 ================================================================================ DESCRIPTION VALUE COMPUTATION RESULTS Normal Depth (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Flow Velocity (fps) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · • · · · · · Froude Number· · · · · · · · · · · · · · • · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · 0.441 Velocity Head (ft)·······································•·· Energy Head (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Cross-Sectional Area of Flow (sq ft)························ Top Width of Flow (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · 1. 38 2.08 0.07 1. 45 7.73 11.12 ================================================================================ 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, Ernail:software@dodson-hydro.com All Rights Reserved. ,·, . WATER REPORT FOR HIDDEN SPRINGS SUBDIVISION, PHASE I 118 di COLLEGE STATION, TEXAS FEBRUARY 2007 MB ES I# 1056-0005 SUBMITIED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 • Email: McClureBrowne@Verizon.net \ .. WATER SYSTEM ANALYSIS for HIDDEN SPRINGS, PHASE 1 General Information Area encompassed by this phase : 76 . 735 acres Anticipated land use : Anticipated number of lo ts: Single family residential 30 lots Notes on surrounding development : Hidden Springs is located on FM 2154 approximately 3500' south of the Greens Prairie Trail intersection. Water System Analysis Primary water supply line : Existing 8" line on FM 2154 Software model: Average daily flow: Peaking factor: PIPE2000 (Kentucky Pipe Network Model) 267 gpd (0.185 gpm) per residential lot 4 .0 Estimated peak domestic demand: 1. 5 gpm per residential lot 1000 gpm Estimated fire demand: Pipe material: PVC (C909) Most Hydraulically Remote Point: Node J-8 (See Exhibit A) Max. Velocity (fps) Conclusion : Applicable Exhibits: Exhibit A Exhibit B Exhibit C Exhibit D This is determined by calculating the lowest pressure under static conditions. 58.09 ! 20 (min) I Fire flow conditions (J-8) 6.55 12 (max) I Fire flow conditions (P-1 &P-7) The proposed water system exceeds the requirements of TCEQ and the City of College Station Schematic Water System Layout .._...,...,..,,,,,,, Fire Flow Information provided by Wellborn SUD ..:=-~i>-:: .. ?.~ . .7."~~''•t Static Flow Model Output for Hidden Springs, Phase V * _.,::jj ~ ··· .. ~IS'-+t111 Fire Flow Model Output for Hidden Springs, Phase 11·-~.::.:t .'?:~?.~\ * \ i! JE FFERY ~ .. l ....... ~ J. ..... , .......... ~.-.~.~RTSON ~ ~ -0 : 94745 ""··;-· .. ·~ ~~a... ...,g;,, ·' I ·. <. '{iJ ,,,. 1·,: 1.,.~.:_--.!,~ENs€;?.··~.# E ., "'iS'~ . .. .... 't\\J .::' S(3t~tJ- HIDDEN SPRINGS , PHASE 1 MBESI #10 560005 •/ /, '·' ,. I ..... t Exhibit B FIRE FLOW TEST PERFORMED BY WELLBORN S. UD. FLOW TEST RESULTS NOZZLE SIZE : 2.5" LOCATION: On Wellborn Road approx. 800 feet south of Hidden Springs Subdivision (GPM): 1150 Static PSI: 82 psi Residual PSI: 70 psi ExhibitB FIRE FLOW TEST DATA Hidden Springs Subdivision, Phase 1 Exhibit C (Static Flow Model) KYPIPE4 ++++++•+•+ University of Kentucky Network Modeling Software Copyrighted by KYPIPE LLC Version 3 -11/01/2005 .............................. Date ' Time: Fri Feb 09 11:31:00 2007 INPUT DATA FILENAME --------------F: \1056-J-l \ 10560005. DT2 TABULATED OUTPU T FILENAME --------F: \1056-J-l \10560005. OT2 POSTPROCESSOR RESULTS FILENAME ---F:\1056-J-l \10560005. RS2 • + + + + + •• ++ ... + ••• + •• + ••••••••••• +. + + + ••• + + •••• + •• S U M M A R Y 0 F 0 R I G I N A L D A T A + •• +. + + + +. + +. ++. + •• + •••• + •• + •• +. + •••• +. +. +. +. +. + U N I T S S P E C I F I E D FLOWRATE • • • • • • • • • • • • • gallons/minute HEAD ( HGL) • • • • • • • • • • • feet PRESSURE ••••••••••.• • psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR fl 12 (ft) (in) CXlEFF. LOSS COEFF. P-1 VP-1 J-7 574. 59 8. 00 130.0000 P-2 J-3 J-2 536.34 3.00 130.0000 P-3 J-3 J-6 877 .67 6.00 130.0000 P-4 J-4 J-8 805. 72 8. 00 130.0000 P-5 J-6 J-5 351. 06 3.00 130. 0000 P-6 J-4 J-6 967. 30 8.00 130.0000 P-7 J-7 J-4 149. 02 8.00 130.0000 P-8 J-8 J-3 880. 72 6.00 130.0000 E N D N 0 DE D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (qpm) (ft) (ft) -------------------------------------------------------------- J-2 3.00 J-3 6.38 J-4 4.12 J-5 2 .62 J-6 6.00 J-7 o.oo J-8 4.12 VP-1 MAXIMUM AND MINIMUM PRESSURES MAXIMUM AND MINIMUM VELOCITIES MAXIMUM AND MINIMUM HEAD LOSS/1000 277 .00 284. 00 276. 00 276.00 282.00 277.00 288 . 00 275. 00 S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ••••••••.•.•••••••• (p) 8 NUMBER OF END NODES •••••••...•.••. ( j) • 7 NUMBER OF PRIMARY LOOPS .•••••••••• ( 1) • l NUMBER OF SUPPLY NODES •••••••••••• ( f) • l NUMBER OF SUPPLY ZONES •••••••••••• (z) = Case: 275.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RESULTS OBTAINED AFTER 8 TRIALS: ACaJRACY • 0. 00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE P I P E N A M E P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 E N D N 0 D E NODE NUMBERS n 12 VP-l J-7 J-3 J-2 J-6 J-3 J-4 J-8 J-6 J-5 J-1 J-6 J-7 J-4 J-8 J-3 RESULTS CV -CHECK VALVE FLOWRATE HEAD MINOR LOSS LOSS (qpm) (ft) (ft) 26.25 0. 01 0.00 3.00 0.02 o.oo 3. 74 o.oo 0.00 9. 76 0.00 0.00 2.62 0 . 01 0. 00 12.36 0 . 01 0. 00 26.25 0.00 0. 00 5. 61 0.00 0.00 LINE HL+ML/ VELO. 1000 (ft/s) (ft/ft) 0.17 0.02 0.14 0 . 05 0.01 0 .00 0.06 0.00 0.12 0. 01 o. 08 0. 01 0.17 0.02 0 .06 0. 01 NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION (qpm) (ft) (ft) J-2 3.00 182.60' 277 .00 J-3 6.38 482.63 284. 00 J-4 4.12 482.63 276.00 J-5 2.62 482.62 276.00 J-6 6 .00 182.63 282. 00 J-7 o. 00 482. 64 277 .00 J-8 4.12 482. 63 288.00 VP-1 482.65 275.00 SUMMARY OF INFLOWS AND OUTFLOWS ( +) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES ( - ) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (qpm) VP-l 26.25 NET SYSTEM INFLOW • 26.25 NET SYSTEM OUTFLOW • 0.00 NET SYSTEM DEMAND • 26.25 NODE TITLE ••••• HYDRAULIC ANALYSIS COMPLETED •••+• HEAD PRESSURE (ft) (psi) 205.60 89.09 198. 63 86. 07 206. 63 89.54 206.62 89.53 200.63 86.91 205 .64 89.11 194.63 84.34 207.65 89.98 HL/ 1000 (ft/ft) 0 . 02 0.05 0.00 0.00 0. 04 0. 01 0.02 0. 01 ExhibitD (Fire Flow Model) KYPIPE4 University of Kentucky Network Mcx:leling Software Copyrighted by KYPIPE LLC Version 3 -11/01/2005 +++++++++•+•+•++ Date ' Time: Fri Feb 09 11:29:00 2007 INPUT DATA FILENJ\ME --------------F:\1056-J-l\10560005.DT2 TABULATED OUTPUT FILENJ\ME --------F: \ 1056-J-l \ 10560005 .OT2 POSTPROCESSOR RESULTS FILENJ\ME ---F: \ 1056-J-l \10560005. RS2 + •• +. +. ++. + + + + + +. + + +. + + + + ... + + + + + + + + + + + + + + + +. +. ++ ... S U K K A R Y 0 F 0 R I G I N A L D A T A • + + ++ + + + + + + ... + + + .... + ... + .... + + + ++ + + + + ... + + + + + + + + + +. + + + + + U N I T S S P E C I F I E D FLOWRATE • • • • • . • • • . • • gallons/minute HEAD (HGL) • • • • • • • • • • • feet PRESSURE •••••••••••• • psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CllECK VALVE P I P E NA KE NODE NJ\MES LENGTH DIJ\METER ROUGHN,ESS MINOR fl #2 (ft) (in) COEFF. LOSS COEFF. P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P U K P/L 0 S S VP-1 J-3 J-3 J-4 J-6 J-4 J-7 J-8 J-7 J-2 J-6 J-8 J-5 J-6 J-4 J-3 574. 59 536. 34 877. 67 805. 91 351.06 967. 30 149. 02 876. 97 E L E K E N T D A T A 8. 00 130 . 0000 0 .00 3. 00 130.0000 0.00 6.00 130. 0000 0.00 8. 00 130. 0000 o.oo 3.00 130. 0000 o.oo 8.00 130.0000 0.00 8.00 130 .0000 o.oo 6.00 130. 0000 0.00 THERE IS A DEVICE AT NODE VP-1 DESCRIBED BY THE FOLLOWING DATA: (ID= 1) HEAD (ft) 207 . 69 161.54 41. 08 FLOWRATE (gpm) 0.00 1150.00 2300. 00 E N D N 0 D E D A T A NODE NAME J -2 J-3 J-4 J -5 J -6 J-7 J-8 VP-1 NODE TITLE EXTERNAL DEMAND (gpm) 3.00 6.38 4.12 2.62 6.00 0.00 1004.13 0 U T P U T 0 P T I 0 N D A T A EFFICIENCY (I) 75.00 75.00 75.00 JUNCTION ELEVATION (ft) 277. 00 284. 00 276.00 276.00 282.00 277. 00 288. 00 275. 00 EXTERNAL GRADE (ft) 275. 00 OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT •••WARNING•++ NUMBER REQUESTED FOR MAXIMUM AND MINIMUM PRESSURES CANNOT EXCEED ONE HALF THE NUMBER OF JUNCTION NODES WITH ELEVATIONS DEFINED ' •HWARNING••• NUMBER REQUESTED FOR MAXIMUM AND MINIMUM VELOCITIES CANNOT EXCEED ONE HALF THE NUMBER OF PIPES •••WARNING••• NUMBER REQUESTED FOR MAXIMUM AND MlNIMl.lM HEAD LOSS/1000 CANNOT EXCEED ONE HALF THE NUMBER OF PIPES MAXIMUM AND MINIMUM PRESSURES MAXIMUM AND MINIMUM VELOCITIES MAXIMUM AND MINIMUM HEAD LOSS/1000 • S Y S T E M C 0 N F I G U R A T I 0 N Case: NUMBER OF PIPES ••••.•.•••••••••••• (p) • 8 NUMBER OF END NODES .•.••.••••••••• ( j) • 7 NUMBER OF PRIMARY LOOPS ••••••.••.. ( l) • NUMBER OF SUPPLY NODES •••..•..•••• ( f) • NUMBER OF SUPPLY ZONES •.•••••.•••• (z) • RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY • 0. 00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) P I P E L I N E R E S U L T S STATUS CODE : XX -CLOSED PIPE P I P E NAME P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P U M P/L O S S NODE NUMBERS #1 f2 VP-1 J-7 J-3 J-2 J-6 J-3 J-4 J-8 J-6 J-5 J-4 J-6 J-7 J-4 J-3 J-8 E L E H E N T INLET CV -CHECK VALVE FLOWRATE HEAD MlNOR LOSS LOSS (gpm) (ft) (ft) 1026.25 11.01 0.00 3.00 0 .02 o.oo 228 . 87 4.24 0.00 784.63 9.40 0.00 2.62 0.01 0.00 23 7.49 l. 23 0.00 1026.25 2.86 0.00 219.49 3.92 0.00 R E s U L T S OUTLET PUMP EFFIC-USEFUL LINE HL+ML/ VELO. 1000 (ft/s) (ft/ft) 6.55 19.17 0.14 0 . 05 2.60 4. 83 5. 01 11.66 0.12 0. 04 1.52 1.27 6.55 19.17 2.49 4.47 INCREMTL TOTAL HL/ 1000 (ft/ft) 19.17 0.05 4.83 11.66 0.04 1.27 19.17 4.47 fPUHPS fPUHPS NAME FLOWRATE HEAD HEAD HEAD ENCY POWER COST COST PARALLEL SERIES (gpm) (ft) (ft) (ft) (l) (Hp) ($) ($) NPSH Avail. (ft) ---------------------------------------------------------------------------------------------------------1 1026.25 0.00 170.3 1 170 .3 33.2 E N D N 0 D E R E s u L T NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------J-2 3.00 425.95 277. 00 148.95 64.54 J-3 6.38 425.97 284. 00 141.97 61.52 J-4 4.12 431.44 276.00 155.44 67 .36 J-5 2.62 430.20 276.00 154.20 66.82 J-6 6.00 430. 21 282. 00 148.21 64.22 J-7 0.00 434.30 2 77 . 00 157.30 68.16 J-8 1004.13 422.05 288. 00 134. 05 58. 09 VP-1 445. 31 2 75 . 00 170. 31 73.80 MAX IM UM AN D MINIMUM VALUES PRESSURE JUNCTION MAXIMUM JUNCTION MINIMUM NUMBER PRESSURES NUMBER PRESSURES (psi) (psi) ------------------------------------------ VP-1 73 .80 J-8 58. 09 J-7 68.16 J-3 61.52 .. J-4 67 .36 J-6 64.22 J-5 66. 82 J-2 64. 54 V E L 0 C I T E s PIPE MAXIMUM PIPE MINIMUM NUMBER VELOCITY NUMBER VELOCITY (ft/•) (ft/•) ------------------------------------------ P-1 6.55 P-5 0.12 P-7 6.55 P-2 0.14 P-4 5. 01 P-6 1. 52 P-3 2. 60 P-8 2. 49 H L + M L 0 0 PIPE MAXIMIJM PIPE MINIMIJM NUMBER HL+ML/1000 NUMBER HL +ML/1000 (ft/ft) (ft/ft) ------------------------------------------P-1 19.17 P-5 0. 04 P-7 19 .17 P-2 0. 05 P-4 11.66 P-6 1. 27 P-3 4.83 P-8 4.47 H L 1 0 PIPE MAXIMUM PIPE MINIMIJM NUMBER HL/1000 NUMBER HL/1000 (ft/ft) (ft/ft) ------------------------------------------ P-1 19.17 P-5 0. 04 P-7 19.17 P-2 0.05 P-4 11.66 P-6 1.27 P-3 4.83 P-8 4.17 SUMMARY OF INFLOWS AND O UTFL O WS (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) VP-1 NET SYSTEM INFLOW • NET SYSTEM OUTFLOW • NET SYSTEM DEMAND • 1026.25 1026. 25 0. 00 1026 . 25 NODE TITLE +++++ HYDRAULIC ANALYSIS COMPLETED ++ ... ++ WATER REPORT FOR HIDDEN SPRINGS SUBDIVISION, PHASE I MB di COLLEGE STATION, TEXAS FEBRUARY 2007 MBESI# 1056-0005 SUB M ITIED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, S uite 103 •College Station, Texas 77845 (979) 693-3838 •Fax: (979) 693-2554 •Emai l: McClureBrowne @Verizon.net WATER SYSTEM ANALYSIS for HIDDEN SPRINGS, PHASE 1 General Information Area encompassed by this phase: 76 .735 acres Anticipated land use: Anticipated number of lots: Single family residential 30 lots Notes on surrounding de velopment: Hidden Springs is located on FM 2154 approximately 3500 ' south of the Greens Prairie Trail intersection. Water System Analysis Primary water supply line : Existing 8" line on FM 2154 Software model: A verage daily flow : Peaking factor: PIPE2000 (Kentucky Pipe Network Model) 267 gpd (0.185 gpm) per residential lot 4 .0 Estimated peak domestic demand: 1. 5 gpm per residential lot 1000 gpm Estimated fire demand: P ipe material: PVC (C909) Most Hydraulically Remote Point: Node J-8 (See Exhibit A) Conclusion: Applicable Exhibits: Exhibit A E x hib it B Exhibit C E xhibit D This is determined by calculating the lowest pressure under static conditions. I 20 (min) Fire flo w conditions (J-8) 12 (max) Fire flow conditions (P-1 & P-7) The proposed water system exceeds the requirements of TCEQ and the City of College Station Schematic Water System Layout ---~"t'O';'f'''' Fire Flow Information provided by Wellborn SUD / 0::. ... ~-~~-<1. \ S~atic Flow Model Output for Hidden S~rings, Phase/.t ('!:/.t'f::)i!!(z ..... ~•:'~ Frre Flow Model Output for Hidden Spnngs, Phase ~·-~-~f.f.~~~-~ ... ~o~so f.j"~ ~ -u :. 94 745 ""'"";""·~ ~'l!. .er:,,, 10 ". .:LJJ ... 111 ~··.,~f.~ENS~?. .-·"~Y ,, \Sis~ ......... ~~-=- "' ON A/P!-L € --''''~ N 2.-· . HIDDEN SPRINGS , PHASE 1 MBESI #105 60 005 ( I I I ~~ I I -i -, I -,, ; J \ \ ' --- \ ; i ; I i I I \ ! ---! /I \j/ f i /'/ i . I f / i fl I . I ' i , ; I ! I I ! I i . j I I I i I '' ' i ! , ,.~ 1/ I f r 1 ~ Ii I I I I / ,! I I I I :I I I I i I I . i ; / I I I I ") i \ I I ' ". ' I I 4 '\. - I I . I I ~ \i \ J I I /~ I! I I I --..._ I --I ~ I. I I Scale: 1" =200' (Horiz.) / t \\ \I ... .< i/ I l r \, ', \ I ) \ \ \ \ " -~ \ ) : I /. f / -y \ l ----\ --~--J \ \ '. \ }.-:::-====-_;< I I /I\ I ~ ,/ ! ) \~ I -~ ~ 1) \ ,_ / "... _-;'/ j I ~\ 1 1 1 \ 1 \~ 'T -Ji r ''-_ ) I .._:::: , .J { \ \ / ) I ~,----/ \\:::)' _,,.-_/ ---------------------~ ) ~ / / I "" E' \0 0 \ \ I ~ ff) \ i \ \ \ \ ------------\ -I ---------\ \ \-..;:.. '. \ • I \ \; \ \ I \ ~ ~ \ \ / \ ./ \ ' \ \ ! '\ I ; "- · -n ,, I !/ /I I ! I I "\ I / I \\ I ,._..._ --.... _,_ -"' \ \ 1 \;CH EMA TIC WATER II \ ,,,-" /" ----\ \ --"-_,, \ I -----~ \ \ -\ \ -----\ \ -____ ... I , _ I i ---------1 I \ \ i \, \ \ SYSTEM LAYOUT \ Hidden Springs, Phase J \, BRAZOS COUNTY, TEXAS February J 2, 200 7 SCALE: J "-200 I Exhibit B FIRE FLOW TEST PERFORMED BY WELLBORN S. U.D. FLOW TEST RESULTS NOZZLE SIZE: 2 .5" LOCATION: On Wellborn Road approx. 800 feet south of Hidden Springs Subdivision (GPM): 1150 Static PSI: 82 psi Residual PSI: 70 psi ExhibitB FIRE FLOW TEST DATA Hidden Springs Subdivision, Phase 1 Exhibit C (Static Flow Model) KYPIPE4 University of Kentucky Network Modeling Software Copyrighted by KYPIPE LLC Version 3 -11/01/2005 ................ Date ' Time: Fri Feb 09 11 :31 :00 2007 INPUT DATA FILENAME --------------F: \1056-J-l \10560005.DT2 TABULATED OUTPUT FI LENAME --------F : \1056-J-l \ 10560005 .0TZ POSTPROCESSOR RESULTS FILENAME ---F : \1056-J-l \10560005. RS2 SUMMARY OF ORIGINAL DATA U N I T S S P E C I F I E D FLOWRATE •••••••••••• -gallons/minute HEAD (HGL) • , • • • • • • • • • feet PRESSURE • • • • • • • • • • • • • psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR 11 t2 (ft) (in) OOEFF. LOSS OOEFP. P-1 VP-1 J-7 574. 59 6. 00 130.0000 P-2 J-3 J-2 536. 34 3.00 130.0000 P-3 J-3 J-6 677.67 6 .00 130 .0000 P-4 J-4 J-6 605. 72 6.00 130.0000 P-5 J-6 J-5 351. 06 3.00 130.0000 P-6 J-4 J-6 967 . 30 6. 00 130 .0000 P-7 J-7 J-4 149. 02 6 .00 130.0000 P-8 J-8 J-3 680 . 72 6.00 130.0000 E N D N 0 DE DATA NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) -------------------------------------------------------------- J-2 3.00 J-3 6.36 J-4 4.12 J-5 2. 62 J-6 6.00 J-7 0.00 J-6 4.12 VP-1 MAXIMUM AND MINIMUM PRESSURES MAXIMUM AND MINIMUM VELOCITIES MAXIMUM AND MINIMUM HEAD LOSS/1000 277. 00 284 . 00 276.00 276.00 262. 00 2 77. 00 286. 00 2 75. 00 S Y S T E M C 0 N F I G U R A T I 0 N Case: NUMBER OF PIPES .•••••••••••••••••• (p) • NUMBER OF END NODES .•.•.••..••••.• (j) • 7 NUMBER OF PRIMARY LOOPS •••••••••.• ( 1) • NUMBER OF SUPPLY NODES •••••••••••• (f) • NUMBER OF SUPPLY ZONES .•.••••••.•• ( z) • 275 .00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 RESULTS OBTAINED AFTER 8 TRIALS: ACCURACY ~ 0. 00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) I P E L I N E R E S U L T S STATUS CODE: P I P E N A M E P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 EN D N 0 D E XX -CLOSED PIPE NODE NUMBERS tl t2 VP-1 J-7 J-3 J-2 J-6 J-3 J-4 J-8 J-6 J-5 J-4 J-6 J-7 J-4 J-8 J-3 RESULTS CV -CHECK VALVE FLOWRATE HEJ\D MINOR LOSS LOSS (gpm) (ft) (ft) 26 .25 0. 01 o. 00 3.00 0 . 02 0.00 3 . 74 o. 00 o.oo 9. 76 0. 00 0.00 2 .62 0. 01 0 . 0 0 12.36 0. 01 o.oo 26.25 0.00 o.oo 5. 64 0.00 0.00 LINE HL+ML/ VELO. 1000 (ft/>) (ft/ft) 0.17 0. 02 0.14 0.05 0 .04 0.00 0.06 0.00 0.12 0 . 04 0.08 o. 01 0.17 0.02 0.06 0. 01 NODE NODE EXTERNAL HYDRllllLI C NODE PRESSURE NODE NAME TITLE DEMAllD GRADE ELEVATION (gpm) (ft) (ft) J-2 3.00 482.60 277.00 J-3 6.38 482.63 284. 00 J-4 4.12 482.63 276.00 J-5 2.62 482.62 276. 00 J-6 6.00 482.63 282. 00 J-7 0.00 4 82. 64 277. 00 J -8 4.12 482.63 2 88.00 VP-1 482.65 275.00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S ( +) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES ( - ) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) VP-1 2 6.25 NET SYSTEM INFLOW • 26.25 NET SYSTEM OUTFLOW • 0. 00 NET SYSTEM DEMAllD • 2 6.25 NODE TITLE ••••• HYDRAULIC ANALYSIS COMPLETED ••••• HEAD PRESSURE (ft) (psi) 205.60 89.09 198. 63 86.07 2 06. 63 89.54 206.62 89.53 200. 63 86.94 205. 64 89.11 194. 63 84.34 207. 65 89 .98 HL/ 1000 (ft/ft) o. 02 0. 05 o. 00 0.00 0. 04 0. 01 0. 02 0. 01 ExhibitD (Fire Flow Model) KYPIPE4 Univer.,ity of Kentucky Network Modeling Software Copyrighted by KYPIPE LLC Version 3 -11/01/2005 Date ' Time: Fri Feb 09 11 :29:00 2007 INPUT DATA FILENAME --------------F:\1056-J-l \10560005.DT2 TABULATED OUTPUT FILENAME --------F: \ 1056-J-l \ 10560005 .OT2 POSTPROCESSOR RES ULTS FILENAME ---F:\1056-J~l\10560005.RS2 S U MMARY OF ORIGINAL DATA U N I T S S P E C I F I E D FLOWAATE • • • • • • • • • • • • • gallons/minute HEAD (HGL) • • • • • • • • • • • feet PRESSURE • • • • • • • • • • • • • psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E NAM E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR fl 12 (ft) (in) COEFF . LOSS COEFF. P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P U M P/L 0 S S VP-1 J-3 J-3 J-4 J-6 J-4 J-7 J-8 J-7 J -2 J-6 J-8 J-5 J-6 J-4 J-3 574.59 536.34 877 .67 805. 9 1 351. 06 967 .30 14 9. 02 876. 97 E L E M E N T D A T A 8.00 130.0000 0.00 3.00 130.0000 0.00 6.00 130.0000 0.00 8.00 130.0000 0.00 3.00 130. 0000 0. 00 8.00 1 30. 0000 o.oo 8.00 130.0000 0.00 6.00 130 . 0000 0 . 00 THERE IS A DEVICE AT NODE VP-1 DESCRIBED BY THE FOLLOWING DATA: (IO-1) HEAD (ft) 207. 69 161.54 41. 08 FLOWRATE (gpm) 0 .00 1150 .00 2300. 00 E N D N 0 D E D A T A NODE NAME J-2 J-3 J-4 J-5 J-6 J-7 J-8 VP-1 NODE TITLE EXTERNAL DEMAND (gpm) 3.00 6.38 4.12 2.62 6 .00 0.00 1004.13 0 U T P U T 0 P T I 0 N D A T A EFFICIENCY (I) 75 .00 75 .00 75 .0 0 JUNCTION ELEVATION (ft) 277 . 00 284. 00 276. 00 276. 00 282. 00 277. 00 288. 00 275. 00 EXTERNAL GRADE (ft) 275.00 OUTPUT SELECTION: ALL RESULTS ARE INCWDED IN THE TABULATED OUTPUT •••WARNING••• NUMBER REQUESTED FOR MAXIMUM AND MINIMUM PRESSURES CANNOT EXCEED ONE HALF THE NUMBER OF JUNCTION NODES WITH ELEVATIONS DEFINED •••WAR!IING••• NUMBER REQUESTED FOR MAXIMUM AND MINIMUM VELOCITIES CANNOT EXCEED ONE HALF THE NUMBER OF PIPES •••WAR!IING••• NUMBER REQUESTED FOR MAXIMUM AND MINIMUM HEAD LOSS/1000 CAllNOT EXCEED ONE HALF THE NUMBER OF PIPES MAXIMUM AND MINIMUM PRESSURES MAXIMUM AND MINIMUM VELOCITIES MAXIMUM AND MINIMUM HEAD LOSS/1000 • SYSTEM CONFIGURATION Case: NUMBER OF PIPES ••••••••••••••••••• (p) • 8 NUMBER OF END NODES ••.•••••••••••• ( j) • 7 NUMBER OF PRIMARY LOOPS ••••••••••. (1) = NUMBER OF SUPPLY NODES ••••••••.••• ( f) • NUMBER OF SUPPLY ZONES ..•...•••••. ( z) • RES ULTS OBTAINED AFTER 6 TRIALS : ACCURACY • 0. 00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE P I P E N A M E P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P U M P/L 0 S s NODE NUMBERS fl 12 VP-1 J-7 J-3 J-2 J-6 J-3 J-4 J-8 J-6 J-5 J-4 J-6 J-7 J-4 J-3 J -8 E L E M E N T CV -CHECK VALVE FLOWRATE HEAD MINOR LOSS LOSS (gpm) (ft) (ft) 1026 .25 11 .01 o.oo 3. 00 0 .02 0.00 228 . 87 4.24 0.00 784. 63 9. 40 0.00 2.62 0.01 0.00 237.49 1.23 0 .00 1026.25 2.86 0.00 219.49 3.92 0.00 R E S U L T S INLET OUTLET PUMP EFFIC-USEFUL NAME FLOW'RATE HEAD HEAD HEAD ENCY POWER (qpm) (ft) (ft) (ft) ca> (Hp) LINE HL+ML/ VELO. 1000 (ft/s) (ft/ft) 6.55 19.17 0.14 0. 05 2 .60 4.83 5. 01 11. 66 0.12 0.04 1.52 1.27 6.55 19.17 2.49 4.47 INCREHTL TOTAL COST COST ($) ($) HL/ 1000 (ft/ft) 19 .17 0 .05 4.83 11.66 0.04 1.2 7 19.17 4.47 IPUHPS PARALLEL IPUHPS NPSH SERIES Avail . (ft) ---------------------------------------------------------------------------------------------------------1 1026.25 0.00 170.31 170 .3 E N D N 0 D E R E S U L T S M A X p NODE NAME J-2 J-3 J-4 J-5 J-6 J-7 J-8 VP-1 I M U M AN RES SUR E JUNCTION NUMBER NODE TITLE EXTERNAL DEMAND (gpm) 3.00 6.38 4.12 2.62 6. 00 0 .00 1004.13 D M I N I M U M s MAXIMUM PRESSURES (psi) --------------------- VP-1 73.80 J-7 68.16 HYDRAULIC GRADE (ft) 425. 95 425.97 431.44 430 . 20 430. 21 434. 30 422.05 445. 31 VALUES JUNCTION NUMBER NODE ELEVATION (ft) 277. 00 284 . 00 276.00 276. 00 282. 00 277. 00 288 . 00 275. 00 MINIMUM PRESSURE HEAD (ft) 148. 95 141. 97 155.H 154.20 148.21 157.30 134.05 170. 31 PRESSURES (psi) --------------------- J-8 58.09 J-3 61.52 NODE PRESSURE (psi) 64.54 61.52 67 .36 66.82 64.22 68.16 58.09 73.80 33 .2 J-4 67 .36 J-6 64.22 J-5 66 . 82 J-2 64.54 v E L 0 c I T I E PIPE MAXIMUM PIPE MINIMUM llllHBER VELOCITY llllHBER VELOCITY (ft/s) (ft/s) ------------------------------------------ P-l 6 .55 P-5 0 .12 P-7 6.55 P-2 0.14 P-4 5 . Ol P-6 1.52 P-3 2. 60 P-8 2. 49 H L + M L 0 0 PIPE MAXIMUM PIPE MINIMUM llllHBER HL+HL/1000 llllHBER HL+ML/1000 (ft/ft) (ft/ft) ------------------------------------------ P-l l9.l7 P-5 0. 04 P-7 19. l 7 P-2 0.05 P-4 ll.66 P-6 1.27 P-3 4.83 P-8 4. 47 H L I l 0 PIPE MAXIMUM PIPE MINIMUM llllHBER HL/1000 llllHBER HL/1000 (ft/ft) (ft/ft) ------------------------------------------P-l 19.17 P-5 0.04 P-7 19.17 P-2 o. 05 P-4 ll.66 P-6 1.27 P-3 4. 83 P-8 I. 47 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES ( - ) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpm) VP-1 NET SYSTEM INFLOW - NET SYSTEM OUTFLOW - NET SYSTEM DEMAND - 1026 . 25 1026.25 0.00 1026 . 25 NODE TITLE ••••• HYDRAULIC ANALYSIS COMPLETED •••••