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HomeMy WebLinkAboutDrainage Reportq.R--I l"1 3~ `~" ~a~ ~~ l~ralna~e Report FOR i~04C1~C.l"eE'.k SeC tI C1IL ~1~'.~1 ~ a- o~ ~° Y Ci O d C O N Rock Prpirie Rd. /~ Site Q p~ ~EVlEWED E~~ (//~/lV/TY M~4P ~ ~C~~1-PLI~~I~E NTS MA~ ~. ~. ~~~g October, 1997 G®LLEGE 5-~-~7.'~j E~iGINEEF~~rfC~ Prepared By. r ,~ ~,~--- NLcClure Engineering Inc. ~; : _ ___ ~~ ~ ~`~'~' 1722 Broadmoor .Drive, Suite 21 Bryan, Texas 77802 ' (409) 776-67,00 _ __ '' .~, ~ ~~„r~i ~ IoC CnI ^_tnlGGRI(~i(, l(~!('_ March 5, 1998• Mr. Paul Kaspar Assistant to the City Engineer City of College Station P_O. Box 99b0 College Station, Texas 77842-0960 RE: Woodcreek Section Bight Drainage Report Comments Dear Paul: In the paragraphs that follow, I will attempt to address your comments on the above referenced drainage report.. 1. "An analysis of the impact of the additional flow to the Rock Prairie Road ditch will need to be carried to the point where the, flaws converge. Please show where the .convergence takes place and analyze the Rock Prairie Road Ditch to that point. " Attached you will find Exhibits B-3 and C-3. Exhibit B-3 is an Overall Drainage Area Map that shows the. original point of convergence. Exhibit C-3 shows a tabular hydraulic analysis of the Rock Prairie Road Ditch. In the analysis, calculations are made at two locations. The first is at the proposed culvert outfall and the second at the midpoint of the ditch. The flowrates used for the mid-point calculations are estimated by adding 10% to the flowrates at the: proposed outfall. This yields a conservative estimate because the additional area contributing to the flow is increased by something less than 10%, and the associated increase in time of concentration will serve to lessen the peak flowrate. 2. "What type of outlet structure will be used for the detention pond? Haw much flow will get through the outlet? " A weir outlet is proposed for the detention pond and is detailed in the plans on Sheet S 1. Exhibit D-1 of the :drainage report shows the routing of the design storms across the weir at any given point in time. The attached Exhibit D-4 shows thepeak elevation and flow across the weir for each of those storms. e;: ~W '` 1722 Broadmoor, Suite 210 • Bryan, Texas 77802 • {409) 776-6700 FAX (409) 776-6699 ~_ ~I i ~,- `--~ ~, r- r-- F ,i! r~ i F-Y. ~~ ,'~ uJ ', , i `~l ~~ 'i -m L ~ ~ I 3. "What is :the flow from-the detention pond outlet? Will it be contained in the flume? " Attached Exhibit D-4 shows the. proposed flow across the weir for .the design storms. Exhibit C-4 of the drainage. report shows the water depth in the flume for the combined flows from the detention pond and drainage area 4P (see Drainage Map, Exhibit B-2.) This depth was used in the. design of the flume. I hope my responses are sufficient to address the comments you have made. Should you have more :questions or need some clarification of my responses, please contact meat the numbers shown below. Very truly yours, Joel . Mitchell, P.E.. Chief Design Engineer JJM/kml Enclosures ~`1II ~;~J ~r r a ~~~ L ~ ~~ ~- ,J J ~~ Fu J i ~-_ D~alz~a~e Repoz~t F'OR IYoodcreek ..Section ~i h t ~°' a 0 a° Y O t m N Rock Prairie. Rd. Site Q o~~ I/IC/N/TY MAP N TS October, 1997 Prepared <By. McClure Engineertng,_ Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 (409) .776-6700 n V ~-^+ CERTIFICATION ~~ ~'~ I, Joel J. lvfitchell, Registered Professional Engineer No. 80649, State of Texas, certify I ~ that this report for the drainage design for WOODCREEK, SECTION EIGHT, was prepared ~~ ' ~ ~ ll taton Draina e Polic and by me in accordance with the .provisions of the City of Co ege S g y ~~ ~~ Design Standards for the owners thereof ~~ ~' , ~~~ I r~r ~~ I p, / u 2 3 ~~ ~~ Joel J. Mitchell, P.E. #80649 ~' ,~ P~F of r~ • ~ ,,~'~~ {~ ~~ ~ .JOEL,;. MITCHELL. ~; ~ .. 01.7••i~R®•11•!10••®®•N A~,;,`+'' ~~ ~9• ~ 80649 ~Q~ ~~. " ~ I ~ S ~ ~• ~ ii I ~5 • rO AiI • ~~` s~ONAi. ~~ '~ -- ~ ~ DRAINAGE REPORT 1 ~ ~-~ i WOODCREEK SECTION EIGHT Iii ~ ~ i ''; I ~ ~,, i I r- ~~ ~-- I a 'I ~i -+ _I TABLE OF CONTENTS WOODCREEK SECTION EIGHT INTRODUCTION - 1 GENERAL LOCATION AND DESCRIl'TION 1 FLOOD HAZARD INFORMATION 2 PRIMARY DRAINAGE BASIN DESCRIl'TION 2 DRAINAGE FACILITY DESIGN 2 DRAINAGE DESIGN CRITERIA 3 CONCLUSION 4 EXHIBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT "A" DRAINAGE AREA MAP -EXISTING CONDITIONS "B-1" DRAINAGE AREAMAP -PROPOSED CONDITIONS "B-2°' OVERALL DRAINAGE AREA MAP °'B-3" RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS °'C-I" CULVERT ANALYSIS "C-2" ROCK PRAIRIE ROAD DITCH ANALYSIS "C~3" CONCRETE CE[ANNEL ANALYSIS °'C-4" PROPOSED DETENTION POND ROUTING °'D-I" PROPOSED DETENTION POND HYDROGRAPHS °'D-2'° PROPOSED DETENTION POND STAGE/STORAGE AND STAGEf DISCHARGE CURVES "D-3°' PROPOSED FLOW THROUGH THE WEIIZ "D_4" ,-~- ~- I~_J '~ I ~~ i I ~,~ i, I r . ~ ~~1 l ~L~-~ i I ;, ~I -, ~~, DRAINAGE REPORT WOODCREEK SECTION EIGHT INTRODUCTION: The purpose of this report is to study the effects of the development of Woodcreek Section Eight. The parameters used for design and the existing conditions of the on-site area aze incorporated to show how the final drainage design will accomplish the. desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS.) - GENERAL LOCATION AND DESCRIPTION: The 3.77 acre planned development site is located just north of the intersection of Rock Prairie Road and Stonebrook Drive. The drainage azea also includes a 1.00 acre commercial site adjacent and to the south of the planned development. The property is bounded by Woodcreek Section Three to the north and property owned by M.H. Carroll to the east. The planned development is :named Tract "B" and he commercial site is named Lot 1, Block G on the Revised Master Plan, Woodcreek dated January 1997. - The. site is mostlyopen with a few.wooded areas along `the east and southeast property line. The site is gently rolling .with an average slope of 2.0% to 2.5%. DRAINAGE REPORT 1 WOODCREEK SECTION EIGHT i ~l I u FLOOD HAZARD INFORMATION: This property is not in a 100-Year Flood Hazard Area according to the'Flood Insurance Rate Maps prepared by the Federal Emergency Management Agency for the City of College Station (See Exhibit "A") PRIMARY DRAINAGE BASIN DESCRIPTIONt The situ naturally drains to a point that is located at the southeast corner of the planned development (See Exhibit "B"). From this point, the drainage flows across the existing driveway on the M. H. Carroll. property in an existing 12" CMP.culvert and then across the pasture and discharges into :the .Rock Prairie Road ditch. From there, the flows follow Rock .Prairie Road for several hundred feet and then cross the road in an existing culvert. This existing culvert is the start of an unnamed tributary of Lick Creek. DRAINAGE FACILITY DESIGN: Storm water from the planned development will be captured in the curbs and gutters and conveyed to the detention facility.. The detention facility will be located in the southeast corner of the planned development. Storm water from the detention facility will be discharged into a concrete channel .which will convey the storm .water to the Rock Prairie Road right of way ditch, circumventing the existing 12" CMP culvert and significantly decreasing the flow across the M. H. Carroll property. The point where the flows enter the 12" CMP culvert will serve as Study Point 1 for this project. Drainage from the future commercial site will be captured by the proposed concrete it DRAINAGE REPORT WOODCREEK SECTION EIGHT. 2 ~,--, ~ channel. Exhibit C-1 shows the rational calculations for the various drainage areas corresponding to the Drainage Area Map (Exhibit B). Exhibit C-2 shows the culvert analysis for the driveway culvert along Rock Prairie Road. Exhibit C-3 shows the analysis of the Rock Prairie Road drainage ditch. Exhibit C-4 shows. the design of the .concrete outfall flume. DRAINAGE DESIGN CRITERIA: .All drainage is in accordance with the City DPDS. The design rainstorm is the 10 year event. Flow calculations for all drainage. areas are based on the Rational Method:- Pipe sizing for the culvert is based on evaluating Inlet and Outlet Control for the 10 year event. Manning's Roughness cc » • _ Coefficient n is 0.014 per the DPDS. The storage. volume-.required. for the. detention .pond is based on a triangular hydrograph routing of the flows (base = 3* Tc). The detentionpond servesto detain all design storms. .For the purpose. of showing that the Post-development flows do not exceed the Pre- development flows, the routing shown at Study Point #1 in Exhibit D includes all of the Post- development drainage areas.. The actual Post-development flow through this existing culvert will only be from drainage area 3P. Exhibit I7 shows the routing and hydrograph plots for the 5,10, 25, 50, .and l 00 year events at Study Point # 1 and at the proposed driveway culvert along Rock Prairie Road. The :detention pond is designed to be extremely low maintenance with flumes. for low flow -, and flow line stability and a weir for outflow control. Outlet flow computations are based on the weir flow equation Q=3*L*H^3/2. ~... DRAINAGE REPORT 3 r - WOODCREEK SECTION EIGHT ~, ~, ~J '! ~-, ~,;,, ~_ 1 ,::' I i I I ~~ ~~ I ~-- i ~ i i I_: I I i ~~ ~J The following summary table shows the Pre-development and Post-development flows at the study point. Study Point #1 (E~istir~~ C~ilvert on M.H. Carroll Pro~~erty) Design Event Pre-Development Post-Development Water Surface Elev. Q5= 21 cfs 20 cfs 302.7. Qio 24 cfs 22 cfs 302.7 QZS 27 cfs 25 Cfs 302.8 Qso 31 cfs 28 cfs' 302.8 Qi~= 35 cfs 31 cfs 302.9 Top of Berm = 303.00 CONCLUSION: The post-development 10 year event leaving the site .does not exceed the pre-development 10 year event. The 100 year event is contained in the pond and released through the pond outlet device. The drainage design for this site meets the requirements as stated in the City of College. Station Drainage Policy and Design Standards. DRAINAGE REPORT. WOODCREEK SECTION.. EIGHT 4 k~ ~~ ~_ I ~~ ~ q ^ DEACON DRIVE ~, ___ ~o F Cy'9 BYP 6 o~~ ~ ~~ 4 !\ OPT P ~II PP~P\E .l P ~ ~: PpG~ ~ m Brazos County ~ Unincorporated Areas ~ I w 481195 ~~ a ~~ ~ ~ °- I~~ ~ ` I ~ ~ i ~ ,~~ i d [~ ZONE X I ~~ ZO N E A ~ .`'-.- ~", ~~ Q of College Station 480083 ~~ . ~ ZONE X \\ {.~ `. ` v ` ~> P ~ c~ J ~p~'P ~~~~ Fs~2~1 Scale: 1" = 1000' O~ City of College Station ~ 480083 PROJECT SITE ~~\ ~~ ~ ~\ ~~ i~ ~` ~ ~~ d ~. ~ RM51 `~` I v°II 4 I~ o~~~~~ 0 ~/ \\~ EXHIBIT A .flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Map Numbers: 48041 C0205.C Effective .Date: July 2, 1992 O -., _ - - . ~_ ~' ~ ~. 7 ~~~/ ~~ ~~ ~ -~ poi ~~ f i r~° '~ f' ~ .~,~~ ..,~ /~ I ~ ~ ~ ~ j 4 i x 4 x x I ,` 4 x i ! ~ } x i ~ f 's ~.1 l i i i I .+:. ~ j ~~TNx+a~`~fL `y ~ y ~ C \V\ ~ \ \ ~ ~~ o ~ ~~.~~ - n ~ ~~'' ~0 ~. ~ ~ ~ a {~ 0 0 a 'y ~ 4~ j v ~ y ,y ~ fir, ~•.. ,i ~ ` ti ~+ ~' b,. , ~ , \. ~~~ ._ ~, _._ _-. \ ~ ;~ 3 ~ ! 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N C :i+ ~ 1-- C1 = U W Z r Q 1_ ~ W m ~ ~ X ~ `W W ~ `~, 3 E o LLO ~~ O OOLb ~ v c~ ri' r~ ~ ci V M ~ r ~ O OOLI = N r ~ti r d'- O r to r N r C r O ti v ti m ~ci OSD v ~- v tai cd ui of c'~ ` N ~ ~ M •- aD OSI = ~ r v r N r Oi ~ r o r g lA 0. 0 0 0 ~ SZtI v N ch ri m ui ao t4'> ~--: N t(7 to 9Z1 = ~ (V r r ~ ao CV ~ ~ C O ~ CQ N V' ~1' OLb v N CV Ui v ~ ~ (fl O ti N O d' OLI ` = ao ~ r a> r- ~ r ao C V' N C'7 (fl O CO Cl `~ w ~ O N ~ M Cfl V N ~ ti O ~ ~. ~ d' 51 = ti ai ao m ai r~ C d ~ O W c+1 ~ Zb v r: co ~- ri ri ui V' N ~ I~ N O '- c0 N N ~ N ~ Zl ~ cd ~o ~ ui ao ~ = o ° c`r `- o °° ~13SFl •- o ui ti ~ci ui o C o O 'M ~ ~ ~ ~1 •~Ig~ .- O V' ~ to v o ~ ~ o ~ o ti rn ~ A110013A ~ o ~ o o o ~ 1143 0 ~n ~ 0 o o ~r ~ o c i o o co r nno~~ a3.un~ ~ O o o O o 0 H1JN3~ o v o ci o 0 nno~~ a311n~ ~ M "1Td~ o 0 0 0 o u~ 1~ N ~ ti ~ O M0~3 4N\fla3/l0 ~ H1JN3~ o o O i o i 0 o 0 o 0 0 MOIj aNV-ta3A0 ~ ~°n u ~ c '~ ~ N `V CO C h- C'7 O OD 1~d101 Q r~ O N ti v U N ~ o 0 0 0 v o 0 o O v 00 0 0 0 0 0 0 •M•O'a o ~- o o o o ~ ~ O O O N O O lb-I1N3UIS3a "' 0 o 0 ~ v~ o c~ O o o 0 ~ ~ tl321d et o v ti o O o O o O rn rn o o U3dO13A34N(1 ~' o 0 0 o a c0 O O N rn ~ e3aa -1e101 °° ~ " ~' `d3ab' 3J17Nib21a z w n N W v r i ti N r O X N ~ U O ~ ~ ~ d X W rn i ~ ._ I I ~ _~ ~-- I_ ,_, ,I ~- I ~. ~- ~_ f -. ~- i ~I EXHIBIT C-2 CULVERT ANALYSIS WOODCREEK SECTION EIGHT Culvert Diameter (feet) 2 Culvert Invert Elevation 300.72 Top of Road 304.15 Number of Pipes 1 FHWA Chart Number (1 RCP, 2 CMP) 1 Scale Number on Chart (Type of culvert entrance} 2 Manning's Roughness Coefficient (n-value) 0.014 Entrance Loss Coefficient of Culvert Opening 0.5 Culvert Length (feet) 40 :Culvert Slope (feet .per foot} 0.0052 ~,~,k,~* Results ~,"~' ~*"`~„* Q5 Q10 Q25 Q50 Q100 Flow Rate (cfs) 17 18 21 23 26 Tailwater Depth (ft) 1.43 1.46 1.54 1.6 1.67 Headwater (ft) ,Inlet Control 2.41 2.44 2.78 3.05 3.48 Outlet;Control 2.48 2.61 3.05 3.37 3.89 Normal Depth (ft) 2 2 2 2 2 Critical Depth (ft) 1.49 1.53 1.64 1.71 1.79 Depth at Outlet (ft) 1.49 1.53 1.64 1.71 1.79 Outlet Vel. (fps) 6.79 6.99 . 7.61 8.06. 8.78 Water Surface Elev. (ft.) 302.992 303.122 303:562 303.882. 304.402 Freeboard (ft.) 1.158 1.028 0.588 0.268 -0.252 Exhibit C-2 l.~ II ~ EXHIBIT C-3 ROCK PRAIRIE ROAD DITCH ANALYSIS WOODCREEK SECTION EIGHT Approximate Channel Dimensions Rock Prairie Road 7.5 10.5 .Freeboard j ~ 2.62 ~~ 3:1 Slope 4:1 Slope ,._ , f, ~-, Calculation of Channel Depth I 1Vfanning's Equation = Q=(1.49/n}*[(A/Pw)"(2/3}]*SQRT(S)*A ~, ~- A=area {sf) n=Roughness Coefficient Pw=Wetted Perimeter (ft) ~,j -S=Channel S ope (ft/ft} ~, ~ Q5 Q10 Q25 Q50 Q100 Flow Rate (cfs} 17 18 21 23 26 _ Flow Depth (ft) 1.43 1.46 1.54 1.6 1.67 . ~_ Freeboarci (ft.) 1..19 1.16 1.08 1.02 0.95 t ~~ j !~I 10/22/97 9626-dra.xls Exhibi# C-3 i ~'~ _~ .~J t ~. _ I _, ~~ i EXHISlT C-3 ROCK PRA1RlE ROAD ©lTCH ANALYSIS WOODCRE'EK SECTION EIGHT Approximate Channel Dimensions Rock Prairie Road 18' Freeboard Back Slope Calculation of Channel Depth Front Slope Manning's Equation = Q=(1:49/n)*[(A/Pw)^(2/3)]*SQRT(S)*A A=area (sf) n=Roughness Coefficient Pw=Wetted Perimeter (ft) S=ChanneF Slope {ft/ft) Point 1-Proposed `Culvert Outfall Back Slope=3:1 Frount slope=4:1 d= 2.62 n=.028 Q5 Q10 Q25 Q5D Q100 Flow-Rate (cfs) 17 18 21 23 26 Flow Depth (ft) 1:43 t.46 1.54 1.6 1.67 Freeboard (ft.) 1.19 1.16 1.08 1.02 0.95 .Point 2, Mid Point of Ditch Back Slope=5:1 Frount slope=5:1 d= 1.33 n=.D28 Q5 Q10 Q25 Q50 Q14D Flow Rate (cfs) 19 20 23 25 29 Flow Depth (ft) 1 1 1.1 1.1 1.2 Freeboard (ft.) 0.33 0.33 0.23 0.23 0.13 1 3/4198 9626-dra.xls Exhibit C-3 I E, ~1 EXHIBIT C-4 CONCRETE CHANNEL ANALYSIS WOODCREEK SECTION EIGHT Approximate Channel Dimensions 4 I Imo, L. r--1 4• 6„ 3, 6.. t s' \~j/////. ~D 4, 1. De ~ \\\ j g~ C 4° Thick. concrete Flume- w/#3 Bars @ 12,. O.C:E.W. TYPICAL CONCRETE FLUME SECTION r-~ Manning's Equation = Q={1.49/n)*[(A/Pw)^(Z3)]*SQRT(S)*A ~.~ A=area (sf) ~,~ - n=Roughness Coefficient ~,,~ ~~~' ~ ~ ~ C~ Pw=Wetted 'Perimeter ft € ~ S=Channel Slope (ft/ft)() ~~~„ ~~-~~ c~~~ ~~ ~- Q5/3 Q5 Q10 Q25 Q50 Q100 Flow Rate (cfs) 3.86 41.6 13 14 15 17 Fiow Depth. (ft) 0.33 0.7 0.74 0.77 0.8 0.85 ~, j ~: _-~ i Exhibit C-4 I~ ~-1 -- - IL.._1 r i 1.. it i I i r ~JI i I i I i iJ i~,'l ~f i i; j L EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING WOODCREEK SECTION EIGHT $.A. # D, A. ! D.A. # Pond Routin EVENT b D.A. D.A. D.A # D.A. a v ~. x . a a ~ Z ~ O U ° + 5 o v ~ n O ~, ~ ~ m n + c O c o c ~° o °_' aw . m a . n ~}~ F 7 ?.. o r o .Fula W . F' SSW f O ~ 0 0: ~ o.U w ~ ~~ F h. o x rw Q 10.2 2.3 4.6 3.9 6:6 21.4 Tc 5.0 7.3 15,1 5.0 10x8 10.0 inc 0.5 lime cfs. cfs cfs cfs ` -cfs cfs ft cfs cfs cfs cfs cfs cfs 0.0 0.0 . 0.0 0.0 1.19 : 0.00 0.00 0.00 301.7 0.0 0.0 0.0 0.00 0:00 0.0 0.00 0:5 1.0 0.2 t,2 3,56 0.23 f.19 0.48 301.8 0.2 -0.4 0.3 1:32 - 1.17 1.1 1.07 1.0 2.0 0.3 2,4 5:93 -0.73 3.78 1.53 302:0 0.3 0.8 ' 0.6 3.22 2.91 2.1 2.15 1.5 3.1 0.5 3,6 8:30 1..86 fi:65 2,39 302.1 0.5 1.2 0.9 4.93 4.48 3.2 3.22 2.0 4.1 0.6 4.7 10.67 . 3.38 10.16 3:39 302.2 0.6 7.6 1.2 6.77 6.16 4.3 4.30 2.5 5.7 0.8 5.9 13.04 5:72 14:05 4.16 302.3 0.8 ' 2.0 1:5 8.39 7.63 5.4 b.37 3:0' 6.1 1.0 7.1 `15.41 9.47 18:76 . 4.64 302.3 0.9 2.3 1.8 9.72 8:81 6.4 .6.45 3.5 7.2 - 1:1 8.3 17.78 14.34 24:88 5.27 302.4 1,1 2.7 2.1 11.79 10.13 7.5 7.52 4.0 8.2 1.3 9.5 20.75 20:09 32.11 6.01 302.4 1.2 3,1 2.4 12.78 11,56 8.6 `8.60 4.5 9.2 1.4 10.7. 22.52 26.60 40.24 6.82 302.5 1.4 3.5 2:7 14.44 13:07 9.7 9.67 5.0 10.2 1.6 :11.9 23.35 34:64 49:1 1 7,24 302.5. . 1.5 3.9 3.0 15.70 ..14.18 10.7 10.74 5.5 9.7 t_8 - 17.5 22:65 42,68 57:99 7.65 302.6 1.7 3:7 3.3 16:38 14.70 11.8 11.82 6:0 ' 9.2 1.9 11.1 21.95 49.33 65.32 8.00 302.6 1.8 3.5 3.6 16.98 15.15 12.9 12.89 6.5 8.7 2.1 10.8 21.24 64:72 71.27 . 8.28 302.6 2.0 3.3 3.9 17..52 16.64 14.0 13.97 7.0 8.2 2.3 10:4 20:44 b8.97 7b.96 8,50 302.6 . 2.7 3:1 4.2 '' 18.00 15.87 75.0 16.04 7.5 7.7 ' 2.3 10.0 79.40 82.09 79:41 8.66 302:6 2.3 2.9 4.6 18,43 16.14 16,7 16.12 8.0 7.2 " 2.2 8.4 18.21 63.98: . 81:49 8.76 302.6 2.4 2.7 4.9 16.79 18,34 17.2 17.19 8.5 6.7 2:2 8:8 17.03 64:62 82:79 8:79 302:7 2.6 2:5 5,2 °19,08 16.49 18.3 78.27 9:0 6.1 - 2:1 8,2 15.84 64.12 81:65 6.76 302:6 2.7 2.3 6.5 1.9.31 .16.57 1.9.3 19.34 9.5 5:6 2.0 7.6 14.66 s ' 62:59 ' .79.96 8,88 302.6 2.9 2.1 5.8 19.50 16.60 20:4 20.41 10.0 5.1 ' 1.9 7:0 13.47 60.14 77.25 6.56 302.6 - 3.1 2:0 6.1 `19.63 16.68 27.4 27.38 10,5 4.6 ' 1.8 6:4 12.29 56.84 73.61 8:39 302.6. 3.2 1.8 8:4 19.72 16,52 20.8 20.84 11.0 _ 4,1 1.8 58 11.10 52.77 69:13 8:7 8 302:6 3.4 1.6 ! 6.8 19.61 16.28 20.3 20.31 11.5 '' 3.6 1.7 5;& 9.92 -48.02 ^63:88 7,93 302.6 3:5 1.4 6:4 19:17 15.66 19:8 1.9.77 12.0 3.1 ' 1.6 4.7 8.73 42.63 57.94 7.65 302.6 3:7 1.2 6:2 18:70 ' 15:04 19.2 19:23 12.5 2.6 1.5 i~ 4.1 7.65 36.68 61.37 -7.34 302.5 3.8 1.0 -6.1 78.20 14:38 . 18.7 . 7:8.69 73.0 2.0 1.4 385 6.36 <30.21 44.23 7:01. 302.5: 4'.0 0.8 5:9 17.67 13.70 18.2 f8.16 13.5 1.5 1.3 2.9 5.78 .23.64 36.57 6:47 302.5 4.1 0.6 5.8 16:93 12:81 17.8 1:7.62 14.0 1.0 1.3 2,3 3.99 17.47 28.82 5.67 302.4 4.3 -0,4 5:6 1.5.94 11.67 17.1 1:7.08 14.5 0.5 1.2 - 1.7 2.81 11.63 21:47 4:92 302.3. 4.4 0.2 ' 5:5 15:00 10.57 16.5 1;6.55 15:0 0.0 1.1 1:1 - 2.14 6.03 - 14.43 4.20 302.3' 4.6 0.0 r 5.3 .14.08 9:51 __ 16.0 1:6.01 15.5 0.0 1:0 1:0 " 1.97 - 2.52 8.17 2:82 302.1 4.6 0.0 5.2 12:53 7.98 _ - - 15.5 16:47 16.0 0.0 0.9 0:9 1.81 0:93 ' 4:49 1.78. 302.0 4.5 0.0 5.0 11.26 8:78 14.9 14:93 16.5 0.0 D:9 0:9 1.B5 0.53 2.74 L:11 301.9 4.4 A:O 4.8 10:36. b:96 14.4 1'4:40 17.0 0.0 '; 0.8 0:8 . 9.49 0.42 ' 2.18 0.88 301.8' 4.3 0.0 4:7 9.90 5.58 13..9 1',3:86 17:5 0.0 0.7 0:7 1..33 0.37 '1-.91 A:77 301.8 4.2 0.0 4.5 ': 9.57 5,32 _ 13.3 . 1',3.32 18:0 ' 0.0 -0:6 0.6 1.17 0:33 7:70 0:89 301.8'. 4.2 0.0 4.4 9.25 5:08 12.8 72:78 18:5 0:0 0.5 0:5 1.01 0.29 ' 1:50 0:60 301.8 4.1 0.0 '4.2 8.94 4.85 12.2 _ 1,2:25 19:0 0.0 0.5 0.5 0.85 0.25 1.30 ':0:52 301.8 4.0 D.0 4.1 ' 8.63 4.61 ' 11.7 1:1:71 19.5 0,0 0.4 0.4 0.69 0.21 .10 0.44 301.8 3.9 0.0 3.9 8,33 4,38 11.2 1'1!17 20.0 ' 0.0 0.3 Os3 0.53 0.17 0.90 0:36 301.7 3:9 0.0 ' 3:8 8.02 4.15 10.6 10.64 PEAK FLOWS 70 2 12 9 302.7 5 4 7 20 17 21 21 • Total @ StudyPoint #1 includes .Drainage areas 1P, 2P, 3P, 4P and 5P ~ '* Total @ Proposed Culvert includes Drainage areas 1P, 2P, 4P and 5P 9626-dre.xis 0.00 indicatesinits.l -condition ~ ~ Exhibit D-1 I'~ "°- i -:~ I i ~I f --, f _ r. "-I E , I I ~i EXHIBIT "D-1'° PROPOSED DETENTION POND ROUTING WOODCREEK SECTION EIGHT D.A. # D.A, # D. A. # Pond Bo utin EVENT 10 D.A, p.A. D.A # D.A. t a o i. = a _ N o W m o ' U + + C ~ ~ °~ N d ~', c ~ N ~ O c o o~ 0_ W a ~ _ _ ~ ~>~ ..ono r W n. o« ~ N r JaK orc~. o_ v _ tl -'rZ-- ox r w O 11..4. 2.6 5.2 4.4 7.4 24.0 Tc 5.0 7.3 15.1 b.0 1O: 10,0 inc O.b Time cfs cfs cfs. cfs cfs cfs ft cfs cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 1.32 0.00 0.00 0.00 301.7 0.0 0.0 0.0 0.00 0.00 0.0 0.00 0.5 1.1 0.2 1.3 3.96 -0.25 1:32 0.53 301.8 0.2 0.4 0.3 T.48 1:31 1.2 1,21 1.0 2.3 0.4 2:6 6.67 0.81 4.22 7.70 302.0 0,3 0.9 0.7 3.60 3.26 2.4 2.47 1.5 3.4 0.5 4.0 9.25 2.20 7.42 2.61 302.1 0.5 1.3 1.0 5.46 4.94 3.6 3.62 2.0 4.6 0.7 5.3 - 11.89 3.94 11.45 3.75 . 302.2 0.7 1.7 1.4 7.55 6.66 4.8 4.82 2.6 5.7 0.9 6.6 14.54 7.14 15.83 4.34 302.3 0.9 2.2 1.7 9.09 . 8.22 6.0 6.03 3.0 6.8 1.1 7.9 17.18 . 11.80 21.68 4.94 302.3 1.0 2.6 2.0 10.63 - 9.60. 7.2 7.24 3.5 8.0 1.3 9.3 19.82 . 17.60 28.98 5.69 302.4 . 1.2 3.0 ' 2.4 12.33 ' 11.12 8.4 .8.44 4.0 9.1 1.4 10.6 22.47 24.31 37.42 6.55 :302.5 1.4 3.5 2:7 14.14 . 12.76 9.6 9.65 4.5 10.3 1.8 11,9 25..11 32.52 46.78 7.13 302.5 1.5 3.9 3,1 15.66 14.11 10.9 10.85 5.0 11.4 1,8 1:3.2 26,04 42.36 57.63 7.64 .302.6 1.7 4.4 3.4 17.12 1.5.40 12.1 42,06 5.5 10.8 2:0 12.8 25.26 52.17 68.40 8.14 302.6 1.9 4.1 3.8 1.7.92 16.03 13.3 13.26 6.0 10.3 2.2 12.4 24.48 60.25 77.37 8.56 302.6 2.7 3.9 4.1 78.64 16.57 14.6. 14.47 6.5 9.7 2;3 12.0 .23:70 66.91 84.72 8.91 302.7 2.2 3.7 _ 4.4 19.28 17.04 75.7 15,68 7.0 9.1 2:5 1.1.7 22.80 72.24 90.60 9.18 302.7 2.4 3.5 4.8 19.85 17.44 16.9 15.88 7.b 8.6 2.fi 11.2 . 21.64 76.26 95.04 . 9.39 302.7 2.6 3.3 ` 5.1 20.35 17.77 18.1 1.8.09 8.0 8.0 2.5 1.0,5 :20.32 78.85 97.90 9.53 302.7 2.8 3.0 5:5. 20.78 16.03 .19.3 f9.29 8.5 7.4 2:4 9.8 19.00 80.00 -; 99.77 9.59 302.7 2.9 2,6 5:8 21.14 18.21 20.5 20.50 9.0 6.8 r 2.3 9.2' ` 17.68. 79.84 99:00 9.58 302.7 3:7 2.6 6.1 21.42 : 18.32 21.7 21.77 9.5 8.3 2:2 8,6 ' 16.36 78.50 97.52 9.61 302.7 3.3 2.4 6:5 21.65 18.38 22.9. 22.91 70.0 5.7 2.1 7.8 15.03 `J6.09 94.86 .. 9.38 302.7 3:4 2.2 6:8 21.82 -'.18.38 :24.0 24.00 10.5 5.1 2.0 7.2 13.71 72.71 91.12 9.21 302:7 3.6 '2:0 7:2 21.94 18.33 23.4 23.39 11.0 4.6 2.0 6.6 12.39 68.45 86:42 8.99 302.7 3.8 1:7 7.3 21.84 ' .:18.05 ' 22.8 22:79 11.5 4.0 1.9 ' 5.9 ' 11.07 63.39 `.$0,84 8,73 302,6 4.0 1.5 7.2 21.36 17.40 .22.2 22.19 12.0 3.4 1.8 6.2 9:75 57.60 .'74:45 8:43 302.6 . 4.1 1.3 7.0 20.86 1.6.71 21..8 21.b8 12.6 2.9 '' 1.7 4.6 8.43 ' 51.16 67.35 8.09 302:6 4.3 1.1 8:8 20:30 15.99 21.0 ' 20.98 13.0 2.3 1.6 3.9 7.10 44.13 '- 59.59 7.73 302.6 4.5 0.9 '6:6 19.72 1 5.24 20.4 20:38 13.5 1.7 1.5 3:2 5.78 36.56 51.23 7.34 302.5 4.6 0.7 6.5 19.11 14.46 19.8 '','.19.78 14,0 1.1 1.4 2.6 4.48 28.50 42.34 6:92 302.5 4.8 0.4 6.3 .78.48 13.66 19.2 ' 19.17 14.5 0.6 1.3 1.9 3:14 20.77 32:96' 6.10 302.4 6.0 0,2 ' 6.1 17.44 12.44 18.6 18.57 15.0 0.0 1.T 1.2 2.39 13.57 :'.23.91 5.17 302.4 5.2 0.O 60 76:30 11.13 .18.0 ' 17.97 15:5 0:0 1.1 1.1 2:21 7.24 15,95. 4.36. 302.3 5.1 A.0 '5:8 15128 10.15 ' 17.4 ' 17.36 16;0 0.0 1.1 7.1 2.03 3.07 9.45 3:19 302.2 5.1 -0.0 !5.6 73.86 8.81 .16.8 ' 16.76 16.5 0.0 1.0 1.0 1.85 1.19 - :5.10 1.95 302.0 ' 5.0 0.0 '5.4 12.37 7.40 18.2 16.16 17.0 -0.0 0.9 0.9 1:67 0.59 - 3.04 1.23 301.9 4.9 0.0 , 5.3 11.39 6.51 15.6 '' 15.56 17.5 0,0 0.8 D.8 1.49 0.43 2:25 0.91 301.8 4.8 0.0 5.7 10.81 6.02 15.0 I .14:95 18.0 D.0 0.7 0,7 1.31" 0.37 7.92 0.76 301.8 4.7 0.0 '4:9 10.42 5.71 14.3 14.35 18.5 0.0 0.8 0.6 1:13 0.32 "- 1:68 0:68 .301.8 4.6 0.0 4:8 10107 5.44 13.7 ' 13.75 f9.0 0.0 0.5 0.5 0.95 0.28 - 1.45 ' 0:59 . 301:8 4:5 -0.0 4.6 9:72 6.18 13.1 13.14 19.5 0.0 0.4 0.4 0,77 0.24 1.23 0:50 301.8 4.4 0.0 ?:4.4 9.37 4:92 12.5 '' 12.54 20:0 0:0 0.3 0.3 0:59 0.19 1:01 0.41 301.7 4.4 0.0 '4.3 9.02 4.66 11.9 ', 11.94 PEAK FLOWS 11 3 13 10 302.7 5 4 7 22 18 24 24 • Total @ StudyPoint #1 includes Drainage areas 1P, 2P, 3P, 4P and SP •• Total @ Proposed Culvert includes Drainage areaslP, 2P, 4P and 5P 0.00 indicates inltal condition 9626-dra.xls Exhibiz D-7 EXHIBIT "D-1 •• PROPOSED DETENTION POND ROUTING WOODCREEK SECTION£IGHT ( ~~ I r- D.A. i D:A, t D.A. ;t Pond Routin EVENT 25 D.A. D.A. D,A t D.A. t u r a L° ~ °~. _ . . N o z m o U + + C c o ~ 'N ~ ~ ~ w N c U c - o d d W a m _ . n # ~>~.., o~O r u) a. o: @) rwq ~ mow orc~ F- a U w z ~- oX F- w O 13.0 3.0 6.0 5.0 8.4 27.5 Tc 5.0 7.3 15.1 5.0 10.8 10.0 inc 0.5 Time cfs cfs cfs cfs cfs cfs ft cfs cts cfs cfs cfs cfs 0:0 0.0 0.0 0.0 1.51 0.00 0.00 0.00 301.7 0.0 0.0 O.O 0.00 0.00 0.0 0.00 0.5 1.3 0.2 1.5 4.52 0.29 f.5f 0.61 301.8 0.2 O.fi 0.4 1.69 1.49 1.4 1.38 1.0 2.6 0.4 3.0 7:53 1.07. 4.81 1.87 302.0 0.4 1.0 0.8 4.03 3.64 2.8 2.75 1.5 3.9 0.6 4,5 10.54 2.70 8.59 2:94 302.9 0.6 1.5 1.2 6.19 5.60 4.1 4.13 2.0 5.2 0.8 6.0 13.55 5,08 13.24 4.08 302.3 0.8 2.0 1.6 8:41 7.62 5.5 5.51 2.5 6.5 1.0 7.5 76.56. 9.37. 18.63 4.83 302.3 1.0 2.5 1;9 10:04 9.06 . 6.9 6.69 3.0 7.8 1.2 9.0 19.57 .15.17 26.93 5.38 302.4 1.2 3.0 2.3 11.87 10.69 $.3 8.26 3.5 9.1 1:4 10,5 22.68 . 22.19 34.74 6.28. 302.5 1.4 3.5 2J 13.85 12.47 - 9.6 9.64 4.0 10.4 7.6 72.0 25.59 30.70 44.77 ' 7.03 302.5 7.6 4.0 3.1 15.69 14.11 11:0 11.02 4.5 11.7 1.8 13.5 28.60 41.14 56.29 7.67 302.6 1.8 4.5 3.5 17.31 15:54 12.4 12.40 5.0 13:0 ' 2.1 15.1 29.66 63.33 69.74 8.21 ` 302:6 2.0 6.0 3.9 19.03 17.08 13.8 13:77 5.5 12.4 2,3 14:6 . 28.77 65.34 82.99 8:83 302.7 2.2 ' 4J 4.3 19:99 17.82 15.1 15.15 6.0 11.7 2.5 1.4.2 27.88 75.42 94.11 9.35 302.7 2.4 4.5 4.7 20.85 18.48 16.5 16.53 6.5 11.1 2.7 73.7 26.99 $3.74 103.30 9.78 302.7 2.6 ' 4.2 S.1 21.62 1.9.05 17.9 17.90 7.0 10.4 2:9 13.3 25:98 90.49 110.74 10.12 302.8 2.8 4:0 5:5 22.30 19.64 19.3 19.28 7.5 9:8 3.0 T2.7 24.65 95.81 ..116.47 10,33 302:8 3.0 3.7 5.8 22.85 19:89 ' 20.7 20.66 8.0 9.1 2.9 T2.0 23115 99.50. ..120.46. 10.48 302.8 3.2 3.5 6.2 23.3& 20.18 22.0 22.04 8.5 8;5 2.7 11.2 .21.64 101.53 122.65 -00.56 302.8 3.3 3.2 6:6 23.75 20.40 23.4 ..23.41 9:0 _7.8 2:6 10.4 20.14 ' 102.02 .'.923.18 70.58- .302.8 3.5 ' 3.0 7.0 24:.1.1 20.66 24.8 24.79 9:5 7.2 2.5 9;7 18:63 101.07 122.16 10.54 302.8 3.7 2.T 7.4 - 24.41 20:67 26.2 26.17 10.0 6.5 I 2:4 > 8.9 17.13 98.60 .179.71 10.45 302.8 3.9 2.5 7.8 24.66 20.72 27.4 .27.47 10.5 S.9 2.3 8.2 15.62 95.30 115.93 10:31 . 302x8 4.1 ''2.2 8.2 24.86 20.72 26.7 26.72 11.0 5.2 2.2 7.4 :14.1.2 90.67 110.93 10.13 302:8 4.3 ' Z.0 8.4 ` 24.81 20.48 26.0 26.03 11:5: 4;6 2.7 67 12,61 85.09 404:79 9:85 :302.7 4.5 1.7 8.2 24.29 19.76 25.3. 25.34 12.0 . 3.9 2.0 6.9 11.11 78'.67 97.70 9,52 302.7 4.7 1:5 8.0 23.71 I 18.98 24.7 .:.24.65 12.5 3.3 1.9 5.2 9.60 ' 71_49 ' B9.77 9:14 302.7 4.9 1.2 7.8 23.09 18.17 ! 24.0 23.96 73.0 2.6 1:8 4.4 8.10 63.61 81.09 8.74 302:6 5.1 1.0 7.6 '' 22.44 17.32 23.3 23.27 13.5 - 2.0 1.7 3.7 6.59 '55.11 71.71 -8.30 302.6 5.3 0.7 7:4 x21.76 16.43 22.6. :22.59 14.0 1.3 1.6 2.9 5,08 46.06 61.70 7.83 302.6 5.5 ' 0.5 7.2 27:04 15.52 21.9 .21.90 14.6 0.7 1.5 2.2 3.fi8 36.42 51;13 7:33 302:5 5.7 - 0.2 7.0 20.30 14.58. 21.2. ..`21,21 15:0 0.0 1:4 '1:4 2.72 26.42 40.05 ', 6:81 302.5 5.9 0.0 8.8 19,53 13.62 20.5 '20.62 15:5 0.0 1.3 iii 2.52 . 47.73 29.74 5.71 302.4 5.9 0:0 $,6 18.20 12.32 19.8 :19.83 .16:0 0.0 1.2 12 2,31 10.66 20.25 4.80 302.3 '' 5.8 ' 0.0 ' 6.4 _ 17.00 '11.22 19.1 19.14 18:5 0.0 1.1 1.1 - 2.11 4.87 .' 12.97 4:05 302.3 5.7 0.0 6.2 ' 15.96 ' 10.28 18.5 18.45 17.0 0.0 1.0 1.0 ' 1.90 2.00 : 6.98 2.48 302.1' 5.6 0:0 6:0 .14.10 8.52 17.8 '.:17.77 17;5 ' 0.0 0,9 0.9 1.70 0.75 3.91 1.58 302.0 5.5 0.0 5.8 12.90 7.41 ' 17.1 117.08 1870 0.0 0.8 0.8 ' . 1.49 0.47 2.45 ' 0,99 301.9 5.4 0.9 5.6 12.02 6.63 16.4 16.39 18.5 0.0 0:7 0.7 ' 1..29 -0;38 1.96 0:79 301.8 15.3 0.0 5.4 ' 11:53 .6.24 16.7 15.70 19.0 0.0 0.6 0:6 1.08 0.32 1.67 0.67 301.8 5.2 ' 0.0 5.3 17.11 5.92 15.0 -15.01 19.5 0,0 0.5 0.5 0.88 0.27 1.40 0.57 301.6 5.1 0.0 5.1 10:72 5:62 14.3 14.32 20:0 0.0 ' 0.4 0:4 0.67 0:22 1.15 0.46 301.8 5.0 0.0 4.9 10:32 5.32 13.6 1.3.63 PEAK FLOWS 73 3 15 11 302.8 6 5 8 25 21 27 27 Total @ Study Point tt includes Drainage areas 7P, 2P, 3P, 4P and 5P • Total ~' Proposed Culvert includes Drainage areas 1 P, 2P, 4P and 5P 0.00 indicates inital condition 9626-dra.xls Exhibit D-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING WOODCREEK SECTION EIGHT D.A. # b.A. # D.A. # Pond Boutin EVENT 50 D,A. D.A. D.A # D.A. # n n s~ ' N p w m U + ~ O r q ~ ° r c c ~ a°w ~ a n ~ ~ ~>~ ou~ia O: ~H ~ maw oa~ w O ~F ow O T4.7 °3.4 6.7 " 5.6 .5 31.0 Tc 5.0 7.3 15.7 6.0 10.8 10.0 inc 0.5 Time cfs cfa cfs cfs cfs cfs ft cfs cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 1.70 0:00 0:00 0.00 307.7 . 0.0 0.0 0:0 0.00 0.00 0.0 0.00 0:5 1.5 0:2 1.7 6.09 0.33 f.70 0:69 307.8 0.2 0:6 0.4 1:91 1.68 1.6 1.66 1.0 Z.9 0.5 3.4 8.49 .1.33 6.42 2.04 302:0 . 0.4 7;1 0.9 4.49 4.04 3:1 3.11 7.5 4.4 0.7 5.1 tY.88 3.23 . 9.82 . 3.29 302.2 0.7 1:7 1.3 8.96 6.29 4.7 4.87. 2.0 5.9 0.9 6.8 18.27 6.57 15.11 ' 4.27 302.3. ' 0.9 2.2 1.8 9.16 . 8.27 6:2 8.23 2.5 7.3 1.2 8.5 18.67. 11:93 21,85 4.96 302.3 ' 1.1 2.8 2.2 11.07 9.95 7.8 7.78 3.0 8.8 1.4 10.2 . 22.06 78.89 30.60 5.85 302.4 1.3 3.4 2.6 13.19 11.85 9.3 9,34 3.5 70.3 1.6 11.9 25:46 27.24 40.95 ' 6.86 302.5 ' 1.8 3.9 3.b 15.41 ' 13.85 10.9 tA.90 4.0 11.7 1.9 t3.6 28.85 37.89 52.70 7.41 302.5 1.8 4.5 3:b 17.18 . 15.40 12.5 12.45 4.5 13.2 2.1 15.3 32.25 60.67 66.74 8.06 302,6 . 2.0 6.0 4.0 19.06 17:06 14.0 14.01 b.0 74.7 2.3 17:0 33.44 65:22 82.8& 8.82 302.7 2.2 5.6 4.4 21.04 18.81 15:6 15.57 5:6 13:9 2.5 16.5 32,44 79.64 98.66 .9.56 302.7 2:5 b,3 4.8 22.17, 19.71 17.7 17.13 6.0 73:2 2.8 ' 76.0 31.44 .97.64 111.98 ' 10.17 302.8 2.7 5.0 5.3 23.16 20.48 18.7 18.68 6.b 1 2:5 3.0 15.5 30.44 101.93 123.06 70.58 302.8 2.9 4J 5.7 23.95 21.05 20:2 ' 20.24 7.0 71.7 3.2 75.0 29.29 170:53 132.37 10.92 302:8 3.1 4.5 6.2 24:68 21.55 21:8 21.80 7.5 >~ 11:0 3,3 14.3 27,80 117.44 139.83 11.19 302:8 . 3.3 4.2 6:6 25.34 21.99 23.4 23.35 8:0 ' 10.3 3.2 13.5 ' 26.10 .122.46 145.24' 17.39 . 302.8. B.6 3.9 7.0 25.92 22.35 24.9 24.91 8:5 9.5 3.1 12:6 24.41 125.54 "148:57 11.57 302.8 3.8 3.6 7.5 26.43 22.63 26.5 26.47 9.0 B.8 3.0 17.8 22J7 726.82 149.95 11.56 302.8 4.0 3.4 7.9 26.86 22.84 28.0 28.02 9.5 ` 8.1 2.9 10.9 21:01 126.43 149.53 11.56 302:8 4.2 3.7 8:4 `-.27.23 22.99 .29.6 29:58 .10.0 J.3 2.8 10:.1 19.31 124.50 147.44 . 17.47 302.8 4.5 2.8 8.6 27.54 23.07 31.0 30:98 70.5 6.6 2.6 9:2 17.62 121.14 143.82 71.34 302.8 4:7 2:5 9:3 27.79 23.10 30.2 30.20 41:0 5.9 2.b 8.4 15.92. 116.45 ' 136:76 11.15 302.8 4.9 2.2 9:6' 27.76 22.86 29.4 29.42 11:5 5.1 2.4 7.5 14.22 710.54 132:37 10.92 302.8 ' 5.1 2,0 9:2 27.25 22.11 + 28:6 28.64 12:0 4.4 `2.3 6.7 12.53 : 103.49. . 124.76 10.64 302.8 `5.4 1.7 9.D :26.69 21.34 27.9 ' 27.87 12:6 3:7 2.2 5.8 10.83 ' 95.38 ' 116.01' ' 70.32. 302.8 5.6 1.4 8,8 26.10 20.51 27.1 27:09 13.0 2.9 2.1 6A ' 9.13. . 86.38 106.27': 9.92 302:7 5.8 1.1 8:6 :25.42 : 19.61 26.3 26:31 13.5 2.2 1:9 4.1' - 7.43 76.68 95:51' 9.41 302.7 6.0 0.8 `8.4 24.64 18.Bi 25.5 25:53 14:0 1.5 7.8 3:3 5:74 66.36 84:12 ' 8,88 302.7 6.3 0:6 8.1" 23:83 '' 17.58 24.8 24:75 14:5 0.7 1.7 2.4 4.04 55,46 72.09 8.32 302:6 . 8.5 0.3 7.9 ' 22:99 16.52 24.0 23.97 15:0 0.0 7.6 `1:6 3.08 44.05 59.50 - 7:73 302:6 ' 8.7 0:0 7.7 22.12 .:.75.43 23:2 23:20 15.5 0.0 1.5 1.5 2.84 32.84 47.13 7.14 30X5 8.7 0:0 : 7.5 21.:29 74.63 22.4 ' 22,42 1.6.0 OSO 1.4 1:4 2.61 22.93 35,68'.. 6.38 302.5 8:6 0.0 73 20.19 13.64 21.6 ': 21:64 1 6.5 0.0 1.2 1.2 2.38 .14.87 25:54: .. 5.34 .302.4 ' 6.4 -0.0 : 7:0 ' 18:82 12.38 20.9 : 20.86 17:0 0.0 1.1 "1.1 2.18 $.27 17:25' 4.49 302.3 B.3 O.O 6:8 t7:64 - 11.31 20.1 1' 20:08 17.5 0.0 1.0 _ 1.0 1.92 3.49 . 10:42 3.46 302:2 -6:2 A.0 6:6 ".18.28 10.06 1'9:3 I 19:30 18.0 0.0 0.9 0:9 1:68 1:33 5.47' 2:04 302:0 $.1 0.0 6.4 14.52 8.42 ' 18:5 18:53 18:5 0.0 0.8 0.8 7:45 0.58 3.01 7:22 301..9 8.0 0.0 6:2 :13.37 ' 7.37 17.7 ': 17.76 19:0 0:0 0.7 -0.7 1.22 0.39 2:03 0.82 ..301.8 5.9 0.0 5:9 12.64 . 6.76 ..17.0 16.97 19.5 0.0 0.6 0.6 0.99 0.31 1..61 0,65 307.8 5.8 0.0 S.7 12.14 6..37 16.2 1$.19 20.0 OA 0.4 '-0.4 0.76 0:25 1.30 0.52 307.8 5.7 b.0 5:5 °'11:68 6.02 15.4 75.41 PEAK FLO WS.: 7 5 3 17 7 2 302.8 7 6 9 28 23 31 31 • Total @ Study Point #1 includes Drainage areas 1 P, 2P, 3P, 4P and 5P • • Tdtel ~ Proposed Culvert Includes Drainage areas 1 P, 2P, 4P and 5P 0.00 indicates inltal condition 9626-dra.xls Exhibit D-1 I ~; i l .=i 4 _. G 1 r i ~I < ( '. i, ~J f -' e _: f , ~~~1i L_9 i` L ~-''j4 ICJ II ,zs`9 L k- c i=- v~ r ~, EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING WOOOCREEK SECTION EIGHT D,A.. # D.A. # D.A. ~ PondRo utin EVENT 100 D.A.. D.A. D.A # D.A. # ~ D.. OI v >, S a _ N ~ m ~ O U + ° + C Q ~ h N C ~ 'o ~ rn N + c - Q O c>. o '^' d W : a P! a _ 1n s ~ ~-. ~ ~~? OhO H N d W F ~ d W FOB Oo=.~ F-.D_U _ -~ FN.: OX H W Q 16,4 3,8 7.6 6.3 10.7 34.9 Tc 5.0 7.3 15.1 5.0 t0, 10.0 inc 0.5 Time cfs cfs cfs cfs cfs. cfs ft cfs cfs cfs cfs cfs cis 0.0 0:0 0.0 0;0 1.90 0.00 0:00 0:00 301.7 0.0 0.0 0.0 0.00 0.00 0.0 0.00 0.5 1.6 0.3 1.9 5.70 0.37 f.90 0.77 307.8 0:3 0.6 0.5 2.14 1.89 1.7 1.75 9.0 3.3 0.6 3.8 9.50 1.61 6:07 2.23 302.1' 0.5 1.3 1,0 4.97 4.47 3.6 3.50 1:5 4.9 0.8 5.7 13,30 3.79 11.71 3,66 302.2 0.8 1,9 1.5 7,78 7.02 5.2 5.25 2.0 6.6 1.0 7.6 17.70 8.15 '- 17:10 4.47 302.3 1.0 2.5 2.0 9.96 8.96 7,0 7.00 2.5 8.2 1.3 9.5 20:90 14.64 25.25 5.31 302.4 1.3 3.1 2.5 12.77 10.91 8.7 8.75 3,0 9,8 1.6 11.4 24.70 22.82 35.54: 6.38 302:5 1.6 3.8 3.0 14.59 13.08 10.5 10.50 3.5 91,5 1:8 13.3 28.51 33.20 47.52 7.16 302,5 1.8 4.4 3.5 16:77 15.01 . 12.2 12.25 4.0 13.1 - 2.1 15.2 32.31 46.05 61.70 7.83 302.6 2.0 5.0 4.0 18.80 16.79 14.0 13.99 4.5 14.8. 2,3 17.1 36.19 61:13 78:35 8.61 302.6 2.3 5.6 4.5 20.96 18.69 16.7 16.74 5.0 1.6.4 2.6 19.0 37.46 78.25 97.24 9.49 302.7 ` 2.5 6.3 5.0 23.22 20.70 17.5 17.49 5.5 15.6 2.9 18.4 36.33 95.09 1 15:70 10.30 302:8 2,8 5.9 5.4 24.46 2b.69 19.2 19.24 6.0 14.8 3.1 17.9 35.21 109.65 131.42 10:88 302.8 ' 3.0 5:6 5.9 25.47 22.45 21.0 .20.99 6.5 13.9 3.4 17.3 34.09. 1.22.11 144.86 11 s38 302.8 3.3 5.3 6.4 26.40 23.13 22.7 22.74 7.0 13.1 ' 3.6 16:8 32.81 132:61 . 156.19 11.79 302.9 3.5 5.0 6.9 27.25 23.73 ' 24.5 24.49 7.5 12.3 3.7 76:0 31.13 1.41,15 165.4? 12.13 302.9 3.8 4,7 7.4 28.02 24.25 26:2 .26,24 8.0 11.5 - 3.6 .15.1 29.23 . 147.51 172.28 12.38 302.9 4.0 4.4 7.9 28.71 24.69 28.0 27.99 8:5 10:7 3.5 14.1 27.33 t51.65 ' 176.75 12.55. 302.9 4.3 4.1 8.4 29.31 25.03 29:7 29.74 9.0 9.8 - 3.3 13,2 25:43 153.72 : 178:98 12.63 302.9: 4.5 ' 3.8 " 8.9 29.83 .26.30 31..5 31.49 9,6 9,0 3.2 12.2 :23.53 153.88 ` 179.1.5 12.64 302.9 4.8 3,4 9.4 30.27 25.49 33.2 33.24 10.0 8.2 3.1 11.3 21:63 752.27 177.41 12.57. 302.9 5.0 3.1 9.9 30.64 25.60 34.8 34.81 10.5 7.4 3.0 10:3 19.73 149.01 173.90 12.44 302.9 ' 5.3 2.8 10.4 30.94 25:66 33.9 33.94 11.0 6.6 2.8 ' 9.4 17.83 144:23 168.74 12.25 302.9 S.b 2:5 10.6 30.93 26.39 33 7 33.06 11.b 5.7 2.7 ! 8.4 1.5.93 138.05. 162.07 12,01 302.9 b.8 2,2 10:4 30.37 24.59 32.2 32.19 12.0 4.8 ' 2.6 ' 7:5 14:03 130.55 153.98 17.71 302.9 6.0 1.9 10.1 29.77 23.73 31.3 31.31 1215 4.1 2.4 8.5 #2.13 ' 121.85 144.69 11.37 ' 302.8 6.3 1.6 9:9 29.11 22.83 30:4 30:44 1.3:0 3.3 2.3 b.8 10.23 112.03. 133:98. . .10.98. 302.8 6.5 1.3 9.6 28.42 21.68 29.6 29:56 13;5 2.5 2.2 4.6 8.33 101.,17 122.26 10.55 302.8 6.8 0:9 9.4 27.68 20.88 28,7 28,69 14.0 1.8 2.0 ' 3.7 6.43 89.36 109:50 10.07 302.7 J.O ' 0.6 9.2 26.89 19.85 27:8 27:81 14:5 0.8 '1.9 2:7 4.53 76.94 : 95.79 9.43 302.7 7.3 0.3 8.8 25.94 18.64 26:9 . 26.94 95:0 0.0 1.8 '1.8 3.45 63.96 81.47 6.76 302.6 7.5 0.0 8.7 24.96 17.41 26.1 26.06 15'.5 0:0 ' 1.7 1.7 - 3,19 : 51.29 67.40 8.1b 302.6 " 7.5 0.0 8:4 24.01 1:8.51 25:2. 25.19 16.0 0:0 1.5 ' 1:5 2.93 39.43 54.40: 7.49 302.6. 7.4 0.0 6.2 23:03 15.65 24.3 24.31 1B:b 0.0 1.4 `1,4 2.6Z' 28.62 42.36 6.92 302.5' 7.3 0.0 7.9 .22:09 14.84 23,4 23.44 97.0 0.0 1.3 - ~ 1.3 2:47 19.35 31.19 5.92 302.4 7.1 _'0.0 7.7 20.71 13:58 22:8 22:57 17.5 __ O.0 1.1 1.1 - 2.1.5 1 1.86 21.76 4.95 . 302.3 7.0 0:0 7.4 .19.38 .12.37 21:7 21:69 18.0 0.0 1.0 9:0 1:88 5.69 14.01: 4.16 302.3 6.9 0.0 7.2 .18.27 :11.33 20:8. 20:82 18.6 __ 0.0 0,9 -0.9 1:6$ 2.27 7L58 2.66 302.1 B.8 0:0 6.9 16.34 9.58 19.9 19:94 19:0 : 0.0 0.7 0.7 1.37 0.75 3.90 1.57 302.0 6.6 0.0 6.7 14.88 8,25 19.1 19.07 19.5 __ 0.0 0.6 0,8 1.11 0.41 2:12 0:86. 301.8 6.5 0.0 6.4 13.79 7.28 18.2 18:19 20::0 0.0 0.5 0.5 0.85 0:29 1.52 0.61 301.8 6.4 0.0 6.2 13.17 6:79 17.3 17.32 PEAK FLOWS' '16 4 99 13 .302.9 8 6 11 31 26 35 35 • Total @ Study Point #1'inciudes Drainage areas 1P, 2P, 3P, 4P and 5P • • Totat @ Proposed Culvert includes Drainage areas 1 P, 2P, 4P and 5P 0.00 indicates Inital condition 9626-dra.xls Exhibit D-1 E_ I ~_ Z €) a o ~ F p O w m + ~~- ~ a~ O c a a N U ~ M d'. ~ O O tf] I- I- 1' O O l[2 M. O /~ t W ~ !~ Z i ~ °o Q O ~, c~v E- ~ i W _ , ~ i .~.+ i s ~ ~ / o W > i _ °• W W ,~ ~ ~ ~~ _ ~ ~/ O ~ F p ~ ~~ S ~ ~ r ,rte °o +~ o \ ~ \ °o O O 4 O O Q 0 d O N ~ to O ~[') O (s;a} D ~ cv ~d ~~ o' `~ X W ~, ~_ 'I F- ~, l,_' r- ~ , ~. _: i' 4 f t' _' ~ _ F. i ~. ~_ i x k- _Z O a o ~' z ~ o ~ ~' w z ~ m ~ ~ a t - 1 t I 0 0 M O O / M / / rR V ~ / W ~ ! Z ~ / O a O L ` cv / / W / / ~ ~ ~/ d / / W / N 1.(+ ~ // _ C Q / // ~ _o a ~ E o ~ , o ~ `"~ / Q .+i ~I In r / / f / f Q f` 0 ~. a ~ ~' ~ 0 ~0~ ~ ~. to Q 4n O E (~~~ r- H rn' N N [J F _Z Q a ~ z _ ~ F- F". Z m + I¢- 1a- o. d O~ a a ct O O' ~ N (} C'f t*? ~' Ifl ~ F O tYl Q O M '~ rR~ V V ~ _ W Q i / Z C ./ o o /~ ~.! L ~ _ N V a ~' l W = ~~ ~? _ ,~ Y W ~ ~~ W ~ ~ : L.I. 'L ~ `~ N .~, c U ~ ~ ,r ,~ E Q ~ ~~ d ~~ ~ N ~ °o .l - vi ~,' r'f . °o ~ .,. o \ ~ ~ °o '~ ui ,~ `"''~., 0 0 °o 0 0° ~, o 0 a o 0 0 0 fa N N ~ ~. ~ O [~~~ ~~ f~- N G1 ' N: ~ N ~~ W F Z _ O a o ~ Z E- ~' Q w ~ ~, ~ m ~ ¢ ¢ ~ + F - h - 1 1 0 0 M °a /' ° r i ~ _ .C r C 7 ~ r _ LLI y~ l .~ ~ _ O O f N r 'U _ r W ,~ r r r ~ °o W W r~ - o W L ! ... / C U ~ r ~ , / o te r r i / _ o r Sri r r o o "'~. °o \ ~ \ `'~ 0 0 °o°o Q o °o o °0 0 0 0 a R per'}. Cam? N N N 4 Ifl d ( 15;~~ tti N ~ 0 N X W M m Q c~i c4i X ll] v ri 0 cn N C7 O M M O th ~_/p V W ,'+ V U ~ N ~ Y o l~ CpV M ~ _ N p ~R d W fV M N pCV C7 N O f~ ~ R 8 ~ ~ ~ ~ o 0 0 o a o 0 0 +~-~e) a6e~o;S €_~+~J 1 i ~ t~ ' ~~ i ~ 1'~ ~ _ i _ rr ~~ V W L O U ~ V ~ W ~ cn W .~ N W ' U ~ ~ ~° Q N O 'S _I ~I I °op O ', p t(') _- . O N (s;a} a6~ey~s~Q p M O EXHIBIT D-4 PROPOSED FLOW THROUGH THE WEIR (ZS Q10 Q25 Q50 Qi00 .Peak Elev. 302.7 302.7 302.8 302.8 302.9 Peak Flow cfs 9 10 11 i2 13 9626/documents/drnltr2