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HomeMy WebLinkAbout73 Development Permit 431 Williams Lube KingDEVELOPMENT PERMIT PERMIT NO. 431 WILLIAMS LUBE KING FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 3R-1, Brentwood Section 4 Resubdivision SITE ADDRESS: Not Addressed OWNER: Williams Lube King Attn: Don Williams 1791 Briarcrest Drive Bryan, Texas 77802 DRAINAGE BASIN: Bee Creek, Segment II TYPE OF DEVELOPMENT: This permit is valid for all construction actlVIt1es specified on the approved plans . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. 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 this 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 application for the above named p oject and of the codes and ordinances of the City of College Station that apply . /D-lf:>-C,(, Date ' I Date 09 /19 /96 11 :37 "5'409 696 3651 09/19/98 10:23 -8'409 764 3496 ST ALWORTH __ DEVELOP){ENT SVCS Figure XU Development Permit City or College Station, Texas Site Legal Description: 13r.t:f4 T w "~¥1 )ec710N lf t:~?!.lg 17 j VI~,· i>I{ / Lo f '3 ~ -t ~ 002/002 --·- ~002 Site Owner: W1~uB-ms Lutze. K-"1 N.<:; Address: __________ _ 'Telephone:----------- Date Application Filed:-------- Address: 1-<"oo )<_'1"12 · ~~urtt-Srezc{.O Telephone No: hth -I YY-<-f Address:------------ Telephone No :---------- Approved:----------- Application is hereby made for the following development specific wateiway alterations: E,~~oc~o~~tc~JJJ~0l A-~'t: #tzfu';:,_,., ¥y Applic:ation Fee Signed Certifications 0 CJ ~ a_ CJ Drainage and erosion control plan, with supporting Drainage Repon two (2) copies each. Site and Construction Plans, with supponing Drainage Report two (2) copies each. Other: ___________________________ _ ACKNOWLEDGMENJS : ~ ~-Jr~---..;-_.._.......;._,,~-c::..----"'--il---' design eng eer/o~r, hereby acknowledge or affirm that: e info tion and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this pennit application, I a proposed in this application according to these docume the College Station City Code . Propeny Owner(s) M. L. :(Roy) Hammons, P.E. CONSULTING ENGINEERS ·. 1 · 1.700 Kyle Avenue college station, TX 77840 .( 109) 6i_96-1444 DRAINAGE REPORT FOR WILLIAMS LUBE KING 111 & 115 SOUTHWEST PARKWAY FEBRUARY ; 1996 submitted By: M. L. (Roy) Hammons, P. ,~/(JV CONSULTING ENGINEERS 1700 Kyle Avenue - college station, TX 77840 ( 409) 696-1444 TABLE OF CONTENTS DRAINAGE ANALYSIS INTRODUCTION EXISTING DRAINAGE BASIN DESCRIPTION PROPOSED DRAINAGE DRAINAGE FACILITY DESIGN CONCLUSION TABLE ONE -SUMMARY OF RESULTS PREDEVELOPMENT CONDITIONS POSTDEVELOPMENT CONDITIONS PREDEVELOPMENT RUNOFF (CFS) POSTDEVELOPMENT RUNOFF (CFS) DETENTION BASIN PEAK OUTFALL (CFS) DETENTION BASIN PEAK ELEVATION DETENTION BASIN TOTAL STORAGE IN POND (CF) DRAINAGE MAPS PREDEVELOPMENT CONDITIONS POSTDEVELOPMENT CONDITIONS VOLUME CALCULATIONS OUTFALL STRUCTURE STORM ROUTING MISCELLANEOUS STRUCTURES WILLIAMS LUBE KING -TABLE OF CONTENTS INTRODUCTION: DRAINAGE ANALYSIS WILLIAMS LUBE KING 111 & 115 SOUTHWEST PARKWAY COLLEGE STATION, BRAZOS COUNTY, TEXAS FEBRUARY, 1996 The proposed development is located along the 100 block of Southwest Parkway. The legal description is Brentwood Section Four, Block Two, Lot lR. The proposed development includes an automobile lubrication center, a convenience store with gas pumps and a carwash, parking areas and the associated infrastructure. The drainage area consists of O. 8 acres of grassland with an access driveway along the east side of the site. The terrain slopes with an average grade of approximately 1.0% in a southerly direction toward Southwest Parkway. The latest Flood Insurance Rate Maps show that no portion of the lot is in the regulatory 100-year flood plain. The site is zoned commercial and is being developed by Williams Lube King. The goal of this study is to provide an economic design that will manage the runoff produced by a 2, 5, 10, 25 and 100 year storm by the use of a detention facility that will not increase the peak rate of discharge for the entire watershed and a design that complies with the College Station Stormwater Design Standards. EXISTING DRAINAGE BASIN DESCRIPTION: The runoff from the site is fully contained within the boundaries of the site which sheet flows in a southerly direction toward Southwest Parkway and into a stormdrain inlet located at the southwest corner of the site. The peripheral water along the WILLIAMS LUBE KING -DRAINAGE ANALYSIS PAGE 1 OF 3 PAGES west side of the site flows along an access driveway and into the same inlet . The inlet is an integral part of an underground storm drain system traversing the west side of the site with southerly flow and eventual discharge into Bee Creek west of the College Station Police Department building. The peripheral water along the north side of the site is managed within the existing Commerce Bank parking lot and drains into the same storm drain system. The access driveway along the east side of the site drains water to Southwest Parkway and back into the Commerce Bank Parking lot drainage system. PROPOSED DRAINAGE: The proposed stormwater control design will route the runoff within the site into a proposed detention facility. The detention basin will discharge into the storm drain system at the existing inlet, which will be reconstructed to serve as the basin metering device. Due to grading considerations an on site inlet will be located northwest of the automobile lubrication building. However, the detention basin is designed for storm water management of the entire site. The access drive along the east side of the site will be removed and the access drive along the west side of the site will be widened five feet to the east. WILLIAMS LUBE KING -DRAINAGE ANALYSIS PAGE 2 OF 3 PAGES DRAINAGE FACILITY DESIGN: Predevelopment discharges for the 2, 5, 10, 25 and 100 year storms were determined using the Haestead Methods Quick TR-55 rational method for computing runoff hydrographs. Detailed calculations are contained in the 11 PREDEVELOPMENT CONDITIONS" section of this report. Post-development discharges were determined utilizing the same hydrography methodology. The detention facility was modeled using the Hae stead Methods Pond Pack computer program. Hydrographs were determined for inf low to the detention facility and outflows from the detention facility. Detailed calculations are contained in the "POSTDEVELOPMENT CONDITIONS" section of this report. A summary of the results of all discharge calculations is presented in the "TABLE ONE" section of this report. The detention facility is designed to function for a range of storms up to the 100 year storm. Outflow for storms up to the 100 year storm are contained within the outlet control structure. A 0.5 foot freeboard is provided in the basin. CONCLUSION: This project is in compliance with the City of College Station's Stormwater Design Standards. WILLIAMS LUBE KING -DRAINAGE ANALYSIS PAGE 3 OF 3 PAGES TABLE ONE WILLIAMS LUBE KING DRAINAGE AREA CALCULATIONS AREA A THROUGH BASIN, AREA B&C NOT THROUGH BASIN FEBRUARY, 1996 TOTAL AREA AREA B AREA C AREA A (S. F.) (S. F.) (S. F.) (S. F.) IMPERVIOUS 28927 2733 1605 24589 PERVIOUS 7920 570 167 7183 NOTE: TOTAL AREA INCLUDES 1863 S.F. EAST SIDE DRIVEWAY AREA A THROUGH BASIN (S. F.) ACRES IMPERVIOUS 24589 0.564 PERVIOUS 7183 0.165 POST-STORM 2 5 10 25 100 (CFS) 3.51 4.28 4.81 5.49 6.48 AREA B & C NOT THROUGH BASIN (S. F.) ACRES IMPERVIOUS 4338 0.100 PERVIOUS 737 0.017 POST-STORM 2 5 10 25 100 (CFS) 0.6 0.73 0.82 0.94 1.11 STORM PREDEV. AREA REQUIRED THROUGH BASIN Q ALLOWABLE B & C TO ACCOMODATE B & C NOT GOING THROUGH BASIN (CFS) (CFS) (CFS) 2 1. 90 0.60 1. 30 5 2.32 0.73 1. 59 10 2.61 0.82 1. 79 25 2.98 0.94 2.04 100 3.52 1.11 2.41 PREDEVELOPMENT Q -Q AREA B&C = Q REQUIRED THROUGH BASIN. DRAINAGE MAPS WILLIAMS LUBE KING SCA LE~ 1"=500 ' K EY H/tP W/f__l-//tH5 f__U f?/E 1'/N6 11 / lf 115 ~OUTHWE~T PAK1'W/lY COL-L-EGE ~TATIO N.J TEXA~ FEe>RU/\R'Y, 1996 XY.>Z">oO:> 'f:>">7 • 0 .") '.l.9 .0."> f'Of:>TP!YCWf'Ht:Nr CONDtrKJNf:> ~&ff'/" . • ,.,28 .o:> -~.o:> ·:>f6 o0:> ·Z"'°oO:> 2106-t . 0 .'7 .JJ ... ,~ Ol"f'f:>trt:. 0."> 28921 00.") l/1'72.0 oO:> DR /t/N/t<S.t:= /\R'.t:=/\ C 50UT/1WE5T P ltR'M 11Y DR'lr/NltGE lrR'Elr 11/rP PE!<VIOU5 -V5-/11PE!<V/OU5 WILL/!rt15 LU!?E /\IN G Ill ft 1!'5 50urt1vVE5T PlrR'rW!rY COLLEGE 5/lrT/ON) TEX!t5 f'/?Of'O~CD (Of"f"~trC> /Hf'CNKJU!:> 186:>81". D~l./tWN I a,,, : I (1,,, I I I l"-::>O' ··-··-··-··-··- TOT /t.1-:::>:::>O:::> !?F. Z"?:::>:::> !5F. lf'1Ft::RV. ':5'70 !?F. Ft::RV!OU!? t::XPRt::88 L-Ue>t:: e>U!L-DIN<S DR!r!N!r6E ltf<E!r C> PER'VIOU5 -V5-!!1PER'VIOU5 Wlll/!r/15 lU/:JE KING Ill ff 11'5 50UTt1vVE5T P!rf<fWliY COllE6E 5T!rT/ONJ TEX!r5 FE!?R'U!rKY, /990 I I I I I I I I I I I I I I 1 \ \ \ \ \ \ \ ~ \ \ If' \ \ DR/t/N/t6e /tRe/t ~ \ DR/t/N/t6e: /tRe:/t /t / / / / / / / / / > _,."'' ell DR /t/N/t6e: /tRe:/t C /6CY.> 5 F. • 0.'7 ftGr5F .• o~ ~2-HZ"RCP DR' Al N A6 E AR' EA C PEKVIOU5 -V5-/11PEKV/OU5 WILL/lrt15 LU!?E l\/N6 Ill t 11'5 50UTt1v1/E5T PAR'~WAY COLLEGE 5TATIONJ TEXA5 FE!?RU/t.KY, /990 I I I I I I I J: " 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 \ I ""°"°'"'o 5' DRIV(W,W CkTCNSIOO I I I I I I I I I I 11,ii; CROP O CAST) ' I I I I I I \ ,'"184 .55 XC29 4.7 9 I 2~•.eo I I I I I ( \ ' I I I _.J I I ' I I I :~ 2e•~1' I~ I > ,' ~ / s ) ~ 2113 .971 r' 8 : I ~~ I I I I I I I I I I I 3 lc ,' X-415"~P I I I I I EXISTING: CURO • funcrc I I I I I ' I I I : l / / I Iv I ,' I I I I I I I I I I I I I ,' l I XTC28 4.99 cx1SnNG P.AAKING SPACES .-.. -.. -.. -.. ·-··-.. -.. -.. -.. -· KTC284 .H ,, I I y I I I I I I [Xl511NO tf' WATtRLIN[ X TC21S~.ZO ,' \ '' -'' -" -"_/ .. -ll-•'----~!71<:· ) \ ,/_.,,,.... \ I --llbd,,''<=='""' XTC282 ,78 XTC292 .61 SOUTHWEST PARKWAY Ceo· ROW s&· e-e) BE:t4 C/'H.IARK TOP OJ" l"IR( MYDANlf AT SOUlHW[Sl CORNCR OF snc. CLCV. 2a:t.•a LEGEND : PAOPOSCD CONTOVft --a_a~,QQ_-__ ()U$llNO CONTOUA --.uuo----- PA\lt:W(NT 8ft[AI( LIN[ ---- PROPOSCD a.CVATK>N + [ Cl .. £VATION • ToP °' CUR8 IC'tC cunCR [LEV . xc IH!-£1 1/1 WALL T/W ALL ELEVATION TO TOP OF' CONCACTC UNLtSS OESICNATCO T/C FOR TOP ~CURS. CONTOVA INCR£M£1'1l$ VAAY. ZONING: C-1, COMMERCIAL NOTES: All l.OTS .ARC OUTllOC THf LIMITS or THC 100 Y~ Fl.000 PWN AS PCR '1..000 INSUltANCC RATE: ~ NO. 48041 C01 44 C, C,.,-fCTPVE: DATE Jl,ll.,'r 2, 1992. E X ISTING INLET RE C NSTRUCTION OUTFALL STRUCTURE SCM...E: 1/r•t '-C/' SCALC l'•IO' I~ i 1" I 2 '-. XC282 .~7 .. r.i o~ ,.., a; "'~ Ct) ~~ ~ "'I!' Cl :i . ~ az"' o .. V)~:! ~ tJ, ....j tj~ g j;;;- ::ii ,....o~ -u~ z i 4: _J CL " 0:: w ~~ ('.) x 4: >-w z Ul >-w <;: ~z: a::: IQ 0 ~~ 0 >- c'(:j Ul Ul "w L'.l -<.:J z -w _J 2S ~ _J 0 4: _u a::: ('.) l~~M•• SU~O!/M PREDEVELOPMENT CONDITIONS WILLIAMS LUBE KING Quick TR-55 Ver.5.44 Executed: 09:20:49 S/N:1315430080 02-09 -1996 WILLIAMS LUBE KING 111 & 115 SOUTHWEST PARKWAY -0.803 ACRES PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff I c I PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.70 0.10 Tc (min) Wtd. IC' 10.00 0.376 Adj. I 'C' in/hr 0.376 6 .300 Total acres 0.80 Peak Q (cfs) 1.90 Quick TR-55 Ver.5.44 Executed: 09:20:49 S/N:l315430080 02-09-1996 WILLIAMS LUBE KING 111 & 115 SOUTHWEST PARKWAY -0.803 ACRES PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff IC' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.70 0.10 Tc (min) Wtd. 'C' 10.00 0.376 Adj. I 'C' in/hr 0.376 7.690 Total acres 0.80 Peak Q (cfs) 2.32 Quick TR-55 Ver.5.44 Executed: 09:20:49 S/N:1315430080 02-09-1996 WILLIAMS LUBE KING 111 & 115 SOUTHWEST PARKWAY -0.803 ACRES PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.70 0.10 Tc (min) Wtd. I c I 10.00 0.376 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.376 8.630 Total acres 0'.80 Peak Q (cfs) 2.61 Quick TR-55 Ver.5.44 Executed: 09:20:49 S/N:1315430080 02-09-1996 WILLIAMS LUBE KING 111 & 115 SOUTHWEST PARKWAY -0.803 ACRES PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.70 0.10 Tc (min) Wtd. 'C' 10.00 0.376 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.376 9.860 Total acres 0.80 Peak Q (cfs) 2.98 Quick TR-55 Ver.5.44 Executed: 09:20:49 S/N:l315430080 02-09-1996 WILLIAMS LUBE KING 111 & 115 SOUTHWEST PARKWAY -0.803 ACRES PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff , C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.70 0.10 Tc (min) Wtd. IC' 10.00 0.376 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.376 11.640 Total acres 0.80 Peak Q (cfs) 3.52 POSTDEVELOPMENT CONDITIONS WILLIAMS LUBE KING Quick TR-55 Ver.5.44 Executed: 14:36:54 S/N:l315430080 02-09-1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY ********************************************************************** * * RETURN FREQUENCY: 2 yr 'C' Adjustment: 1.000 Allowable Outflow: 1. 90 cf s * Required Storage: 1,271 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 2.28 cfs Inflow .HYD stored: WIL2PST .HYD * ********************************************************************** I Td = 23 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 Tc= I . Q . I . 10.00 6.300 3.51 minutes in/hr cf s Required Storage 1,271 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 2 yr C adj.factor: 1 .00 Area (ac) : 0.73 0.76 0.76 Weighted C: Adjusted C: Td= I = Q x 23 minutes 4.100 in/hr 2.28 cfs o Q= 1.90 cfs x (Allow.Outflow) x x ----------------------------------------------------- 24.68 minutes Quick TR-55 Ver.5.44 Executed: 14:36:54 S/N:1315430080 02-09-1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment: 1.000 Allowable Outflow: 2.32 cfs * Required Storage: 1,601 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 2.82 cfs Inflow .HYD stored: WIL5PST .HYD * ********************************************************************** I Td = 23 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 Tc= I = . Q . I . I 10.00 7.690 4.28 minutes in/hr cf s Required Storage 1,601 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 5 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 0.73 0.76 0.76 Td= 23 minutes I = S.070 in/hr Q = 2.82 cfs x o Q= 2.32 cfs x (Allow.Outflow) x x ----------------------------------------------------- 24.79 minutes Quick TR-55 Ver.5.44 Executed: 14:36:54 S/N:l315430080 02-09-1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: 2.61 cfs * Required Storage: 1,848 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 2.99 cfs Inflow .HYD stored: WILlOPST.HYD * ********************************************************************** I Td = 26 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 Tc= I = . Q = . I . 10.00 8.630 4.81 minutes in/hr cf s Required Storage 1,848 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 10 yr C adj.factor: 1.00 Area (ac) : 0.73 0.76 0.76 Weighted C: Adjusted C: Td= I = Q x 26 minutes 5.370 in/hr 2.99 cfs o Q= 2.61 cfs x (Allow.Outflow) x x ----------------------------------------------------- 27.28 minutes Quick TR-55 Ver.5.44 Executed: 14:36:54 S/N:1315430080 02-09-1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY ********************************************************************** * * RETURN FREQUENCY: 25 yr 'C' Adjustment: 1.000 Allowable Outflow: 2.98 cfs * Required Storage: 2,136 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.51 cfs Inflow .HYD stored: WIL25PST.HYD * ********************************************************************** I Td = 25 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 Tc= I = . Q = . I . I 10.00 9.860 5.49 minutes in/hr cf s Required Storage 2,136 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 25 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 0.73 0.76 0.76 Td= 25 minutes I 6.300 in/hr Q = 3.51 cfs x o Q= 2.98 cfs x (Allow.Outflow) x x ----------------------------------------------------- 26.51 minutes Quick TR-55 Ver.5.44 Executed: 14:36:54 S/N:l315430080 02-09-1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. WILLIAMS LUBE KING (0 .729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjustment: 1.000 Allowable Outflow: 3.52 cfs * Required Storage: 2,560 cu .ft. * *--------------------------------------------------------------------* * Peak Inflow: 4.08 cfs Inflow .HYD stored: WILlOOPS.HYD * ********************************************************************** I Td = 26 minutes I /-------Approx . Duration for Max. Storage ------/ . x 0 x x x x 0 Tc= I = . Q . I . I 10.00 11.640 6.48 minutes in/hr cf s Required Storage 2,560 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 100 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 0.73 0.76 0.76 Td= 26 minutes I = 7.320 in/hr Q 4.08 cfs x o Q= 3.52 cfs x (Allow.Outflow) x x ----------------------------------------------------- 27.37 minutes Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:36:54 02-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY **** Modified Rational Hydro graph ***** Weighted C = 0.764 Area= 0.729 acres Tc = 10.00 minutes Adjusted c = 0.764 Td= 23.00 min. I= 4.10 in/hr Qp= 2.28 cfs RETURN FREQUENCY: 2 year storm Output file: WIL2PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 2 Year Storm Time increment = 1.00 Minutes Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 0.00 1. 60 2.28 2.28 1.14 0.23 0.46 1. 83 2.06 2.28 2.28 2.28 2.28 0.91 0.69 0.69 0.91 1.14 2.28 2.28 2.28 2.28 2.28 2.28 2.06 1.83 1. 60 0.46 0.23 0.00 1. 37 2.28 2.28 1. 37 Quick TR-55 Ver.5.44 Executed: 14:36:54 S/N:l315430080 0 2-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY **** Modified Rational Hydrograph ***** Weighted C = 0 .764 Area= 0.729 acres Tc 10.00 minutes Adjusted C 0 .764 Td= 23.00 min. I= 5.07 in/hr Qp = 2.82 cfs RETURN FREQUENCY: 5 year storm Output file: WIL5PST .HYD Adj .factor = 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time increment = 1.00 Minutes Time Minutes Time on left represents time for first Q in each row. 0 .00 7 .00 14.00 21.00 28.00 0.00 1. 98 2.82 2.82 1.41 0.28 0.56 2.26 2.54 2.82 2.82 2 .82 2.82 1.13 0.85 0.85 1.13 1.41 2.82 2.82 2 .82 2.82 2.82 2.82 2.54 2.26 1. 98 0.56 0.28 0.00 1. 69 2.82 2.82 1. 69 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:36:54 02-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY **** Modified Rational Hydrograph ***** 0.764 Area= 0.729 acres Tc 10.00 minutes Weighted C Adjusted C 0.764 Td= 26.00 min. I= 5.37 in/hr Qp= 2.99 cfs RETURN FREQUENCY: 10 year storm Output file: WILlOPST.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time Time increment = 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 28.00 35.00 0.00 2.09 2.99 2.99 2.39 0.30 0.30 2.39 2.99 2.99 2.09 0.00 0.60 0.90 1. 20 1. 50 2.69 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 1. 79 1. 50 1. 20 0.90 1.79 2.99 2.99 2.69 0.60 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:36:54 02-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY **** Modified Rational Hydrograph ***** Weighted C = 0.764 Area= 0.729 acres Tc 10.00 minutes Adjusted C = 0.764 Td= 25.00 min. I= 6.30 in/hr Qp= 3.51 cfs RETURN FREQUENCY: 25 year storm Output file: WIL25PST.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time Time increment = 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 35.00 0.00 2.46 3.51 3.51 2.46 0.00 0.35 0.70 2.81 3.16 3.51 3.51 3.51 3.51 2.11 1. 75 1. 05 1. 40 1. 75 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.16 1.40 1. 05 0.70 2.11 3.51 3.51 2.81 0.35 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:36:54 02-09-1996 Weighted C WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY **** Modified Rational Hydrograph ***** 0.764 Area= 0.729 acres Tc 10.00 minutes Adjusted C = 0.764 Td= 26.00 min. I= 7.32 in/hr Qp= 4.08 cfs RETURN FREQUENCY: 100 year storm Output file: WILlOOPS.HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time increment = 1.00 Minutes Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 35.00 0.00 2.85 4.08 4.08 3.26 0.41 0.41 3.26 4.08 4.08 2.85 0.00 0.82 3.67 4.08 4.08 2.45 1. 22 1. 63 2.04 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 2.04 1. 63 1. 22 2.45 4.08 4.08 3.67 0.82 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 14:36:54 02-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff IC' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.17 0.56 Tc (min) Wtd. IC' 10.00 0.764 Adj. I 'C' in/hr 0.764 6.300 Total acres 0.73 Peak Q (cf s) 3.51 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:36:54 02-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff 'C' PERVIOUS 0 .300 IMPERVIOUS 0.900 Area acres 0.17 0.56 Tc (min) Wtd. 'C' 10.00 0.764 Adj. I 'C' in/hr 0.764 7.690 Total acres 0.73 Peak Q (cf s) 4.28 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 14:36:54 02-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs , C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.17 0.56 Tc (min) Wtd. IC' 10.00 0.764 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.764 8.630 Total acres 0.73 Peak Q (cfs) 4.81 Quick TR-55 Ver.5.44 Executed: 14:36:54 S/N:l315430080 02-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff , C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.17 0.56 Tc (min) Wtd. , c, 10.00 0.764 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.764 9.860 Total acres 0.73 Peak Q (cfs) 5.49 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:36:54 02-09-1996 WILLIAMS LUBE KING (0.729 ACRES) POSTDEVELOPMENT CONDITIONS -AREA A THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.17 0.56 Tc (min) Wtd. I c I 10.00 0.764 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0. 764 11. 640 Total acres 0.73 Peak Q (cfs) 6.48 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:35:13 02-09-1996 WILLIAMS LUBE KING -AREAS B & C -NOT THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY -0.117 ACRES POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.02 0.10 Tc (min) Wtd. 'C' 10.00 0.813 Adj. I 'C' in/hr 0.813 6.300 Total acres 0.12 Peak Q (cfs) 0.60 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:35:13 02-09-1996 WILLIAMS LUBE KING -AREAS B & C -NOT THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY -0.117 ACRES POST DEVELOPMENT CONDITIONS * * * * * * SUMMAR Y OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.02 IMPERVIOUS 0.900 0.10 Tc (min) Wtd . 'c' 10.00 0.813 Adj. I 'C' in/hr 0.813 7.690 Total acres 0.12 Peak Q (cfs) 0.73 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14:35:13 02-09-1996 WILLIAMS LUBE KING -AREAS B & C -NOT THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY -0.117 ACRES POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' Area acres PERVIOUS 0.300 0.02 IMPERVIOUS 0 .900 0.10 Tc (min) Wtd. I c I 10.00 0.813 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.813 8.630 Total acres 0.12 Peak Q (cfs) 0.82 Quick TR-55 Ver.5 .44 S/N:1315430080 Executed: 14:35:13 02-09-1996 WILLIAMS LUBE KING -AREAS B & C -NOT THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY -0.117 ACRES POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where : Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I c I Area acres PERVIOUS 0.300 0.02 IMPERVIOUS 0.900 0.10 Tc (min) Wtd. IC' 10.00 0.813 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj . 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.813 9.860 Total acres 0 .12 Peak Q (cf s) 0.94 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 14 :35:13 02-09-1996 WILLIAMS LUBE KING -AREAS B & C -NOT THROUGH BASIN 111 & 115 SOUTHWEST PARKWAY -0.117 ACRES POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' Area acres PERVIOUS 0.300 0.02 IMPERVIOUS 0.900 0.10 Tc (min) Wtd. IC' 10 .00 0.813 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.813 11.640 Total acres 0.12 Peak Q (cfs) 1.11 VOLUMES WILLIAMS LUBE KING POND-2 Version: 5.15 S/N: 1295130055 WILLIAMS LUBE KING DETENTION BASIN VOLUMES 111 & 115 SOUTHWEST PARKWAY COLLEGE STATION, TX CALCULATED 02-09-1996 14:39:44 DISK FILE: C:\PONDPACK\WILL .VOL Planimeter scale: 1 inch = 1 ft. * Elevation (ft) Planimeter (sq. in.) Area (sq. ft) Al+A2+sqr(Al*A2) (sq.ft) Volume (cubic-ft) Volume Sum (cubic-ft) * 280.75 281.00 281.50 282.00 282.50 283.00 0.00 82.50 1,618.00 2,483.00 4,318.00 9,750.00 0 83 1,618 2,483 4,318 9,750 0 83 2,066 6,105 10,075 20,556 0 0 7 7 344 351 1,018 1,369 1,679 3,048 3,426 6,474 2 IA= (sq .rt(Areal) + ((Ei-El)/(E2-El) )*(sq.rt(Area2)-sq.rt(Areal))) where: El, E2 Closest two elevations with planimeter data Ei Elevation at which to interpolate area Area l ,Area2 = Areas computed for El, E2, respectively IA = Interpolated area for Ei Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2 )) where : ELl, EL2 Area l ,Area2 Volume Lower and upper elevations of the increment Areas computed for ELl, EL2, respectively = Incremental volume between ELl and EL2 OUTFALL STRUCTURE WILLIAMS LUBE KING Outlet Structure File: WILL .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ********************************* WILLIAMS LUBE KING 111 & 117 SOUTHWEST PARKWAY OUTFALL STRUCTURE OPENING IN BACK OF EXISTING INLET ********************************* ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures --------------------------------------------- 280.75 0.0 1 280.85 0.0 1 280.95 0.1 1 281.05 0.1 1 281.15 0.2 1 281.25 0.3 1 281.35 0.4 1 281.45 0.5 1 281.55 0.6 1 281.65 0.7 1 281.75 0.8 1 281.85 1. 0 1 281.95 1.1 1 282.05 1. 2 1 282.15 1.4 1 282.25 1. 5 1 +2 282.35 1. 7 1 +2 282.45 2.0 1 +2 282.55 2.4 1 +2 282.65 2.7 1 +2 282.75 3.1 1 +2 282.85 3.6 1 +2 282.95 4.0 1 +2 283.00 0.0 Outlet Structure File: WILL POND-2 Version : 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: ********************************* WILLIAMS LUBE KING 111 & 117 SOUTHWEST PARKWAY OUTFALL STRUCTURE OPENING IN BACK OF EXISTING INLET ********************************* Outlet Structure File: C:\PONDPACK\WILL Planimeter Input File: C:\PONDPACK\WILL Rating Table Output File: C:\PONDPACK\WILL Min. Elev. (ft) = 280.75 Max. Elev. (ft) = 283 .STR .VOL .PND Iner. (ft) Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure WEIR-VR WEIR-VR No. 1 2 Q Table -> -> Q Table 1 2 Outflow rating table summary was stored in file: C:\PONDPACK\WILL .PND .1 Outlet Structure File: WILL .STR POND-2 Version: 5.15 Date Executed: S/N: 12 9513 0055 Time Executed: ********************************* WILLIAMS LUBE KING 111 & 117 SOUTHWEST PARKWAY OUTFALL STRUCTURE OPENING IN BACK OF EXISTING INLET ********************************* >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev. (ft) ? E2 elev. (ft)? Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed 280.75 283.00 3.32 280.75 0.25 (C/S)? S Outlet Structure File: WILL .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ********************************* WILLIAMS LUBE KING 111 & 117 SOUTHWEST PARKWAY OUTFALL STRUCTURE OPENING IN BACK OF EXISTING INLET ********************************* >>>>>> Structure No. 2 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev. (ft)? E2 elev. (ft)? Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed 280.75 283.00 3.32 282.25 0.667 (C/S)? S Outlet Structure File: WILL .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ********************************* WILLIAMS LUBE KING 111 & 117 SOUTHWEST PARKWAY OUTFALL STRUCTURE OPENING IN BACK OF EXISTING INLET ********************************* Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 280.75 0 .0 H =0.0 280.85 0.0 H =.1 280.95 0.1 H =.2 281.05 0.1 H =.3 281.15 0.2 H =.4 281.25 0.3 H =.5 281.35 0.4 H =.6 281.45 0.5 H =.7 281.55 0.6 H =.8 281.65 0.7 H =.9 281.75 0.8 H =l. 0 281.85 1. 0 H =1.1 281.95 1.1 H =l. 2 282.05 1. 2 H =l. 3 282.15 1. 4 H =1.4 282.25 1. 5 H =1.5 282.35 1. 7 H =l. 6 282.45 1. 8 H =l. 7 282.55 2.0 H =l. 8 282.65 2.2 H =l. 9 282.75 2.3 H =2.0 282.85 2.5 H =2.1 282.95 2.7 H =2.2 283.00 0.0 E = or > E2=283.00 C = 3.32 L (ft) = .25 H (ft) = Table elev. -Invert elev. ( 280.75 ft ) Q (cfs) = C * L * (H**l.5) --Suppressed Weir Outlet Structure File: WILL .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ********************************* WILLIAMS LUBE KING 111 & 117 SOUTHWEST PARKWAY OUTFALL STRUCTURE OPENING IN BACK OF EXISTING INLET ********************************* Outflow Rating Table for Structure #2 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cf s) Computation Messages --------------------------------------------- 280.75 0.0 E < Inv.El.= 282.25 280.85 0.0 E < Inv.El.= 282.25 280.95 0.0 E < Inv.El.= 282.25 281.05 0.0 E < Inv.El.= 282.25 281.15 0.0 E < Inv.El.= 282.25 281.25 0.0 E < Inv.El.= 282.25 281.35 0.0 E < Inv.El.= 282.25 281.45 0.0 E < Inv.El.= 282.25 281.55 0.0 E < Inv.El.= 282.25 281.65 0.0 E < Inv.El.= 282.25 281.75 0.0 E < Inv.El.= 282.25 281.85 0.0 E < Inv.El.= 282.25 281.95 0.0 E < Inv.El.= 282.25 282.05 0.0 E < Inv.El.= 282.25 282.15 0.0 E < Inv.El.= 282.25 282.25 0.0 H =0.0 282.35 0.1 H =.1 282.45 0.2 H =.2 282.55 0.4 H =.3 282.65 0.6 H =.4 282.75 0.8 H =.5 282.85 1. 0 H =.6 282.95 1. 3 H =.7 283.00 0.0 E = or > E2=283.00 C = 3.32 L (ft) = .667 H (ft) =Table elev. -Invert elev. ( 282.25 ft ) Q (cfs) = C * L * (H**l.5) --Suppressed Weir STORM ROUTING WILLIAMS LUBE KING POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:41:25 Page 1 Return Freq: 2 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * * * * * * ********************************* ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL2PST .HYD Outflow Hydrograph: C:\PONDPACK\WIL20UT .HYD Starting Pond W.S. Elevation = 280.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation 2.28 cfs 1.31 cfs 282.10 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond O cu-ft 1,645 cu-ft 1,645 cu-ft POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Page 1 Return Freq: 2 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * STORM ROUTING THROUGH BASIN * * * * * ********************************* Inflow Hydrograph: C:\PONDPACK\WIL2PST .HYD Rating Table file: C:\PONDPACK\WILL .PND ----INITIAL CONDITIONS---- Elevation 280.75 ft Outflow 0.00 cfs Storage O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW STORAGE (cu-ft) (ft) (cfs) 280.75 0.0 280.85 0.0 280.95 0.1 281.05 0.1 281.15 0.2 281.25 0.3 281.35 0.4 281.45 0.5 281.55 0.6 281.65 0.7 281.75 0.8 281. 85 1. 0 281.95 1.1 282. 05 1. 2 282.15 1.4 282.25 1.5 282.35 1.7 282.45 2.0 282.55 2.4 282.65 2.7 282.75 3.1 282.85 3.6 282.95 4.0 0 0 3 13 36 83 160 277 434 612 806 1,018 1,247 1,497 1,778 2,093 2,446 2,837 3,275 3,798 4,421 5,154 6,003 Time increment (t) = 2S/t (cfs) 0.0 0.0 0.1 0.4 1. 2 2.8 5.3 9.2 14.5 20.4 26.9 33.9 41. 6 49.9 59.3 69.8 81. 5 94.6 109.1 126.6 147.3 171.8 200.1 1.0 min. 2S/t + 0 (cfs) 0.0 0.0 0.2 0.5 1.4 3.1 5.7 9.7 15.1 21.1 27.7 34.9 42.7 51.1 60.7 71. 3 83.2 96.6 111.5 129.3 150.4 175.4 204.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL2PST .HYD Outflow Hydrograph: C:\PONDPACK\WIL20UT .HYD Page 2 Return Freq: 2 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 INFLOW (cf s) 0.00 0.23 0.46 0.69 0.91 1.14 1. 37 1. 60 1. 83 2.06 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.06 1. 83 1. 60 1. 37 1.14 0.91 0.69 0.46 0.23 0.00 ------------------------------------------------------Il+I2 (cf s) 0.2 0.7 1. 2 1. 6 2.1 2.5 3.0 3.4 3.9 4.3 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.3 3.9 3.4 3.0 2.5 2.1 1. 6 1. 2 0.7 0.2 28/t -0 (cf s) 0.0 0.0 0.5 1. 2 2.2 3.6 5.3 7.3 9.7 12.5 15.5 18.7 21. 8 24.8 27.7 30.4 33.0 35.5 37.9 40.2 42.6 44.8 47.0 49.1 51. 0 52.3 53.2 53.5 53.4 52.9 51. 9 50.6 48.9 46.8 2S/t + 0 (cfs) 0.0 0.2 0.7 1. 6 2.8 4.3 6.1 8.3 10.8 13.6 16.8 20.1 23.3 26.4 29.4 32.3 35.0 37.5 40.0 42.4 44.8 47.1 49.4 51. 6 53.5 54.9 55.7 56.1 56.0 55.5 54.5 53.1 51. 3 49.1 OUTFLOW (cf s) 0.00 0.10 0.12 0.21 0.28 0.35 0.41 0.46 0.52 0.57 0 .-63 0.68 0.73 0.78 0.85 0.93 1. 00 1.03 1. 07 1.10 1.13 1.15 1.18 1. 21 1. 25 l. 28 1. 30 1. 31 1.30 1. 29 1. 27 1. 24 1. 20 1.18 ELEVATION (ft) 280.75 280.95 281.07 281.16 281.23 281.30 281.36 281.41 281.47 281.52 281.58 281.63 281.68 281.73 281.77 281.81 281. 85 281.88 281.92 281.95 281.98 282.00 282.03 282.06 282.08 282.09 282.10 282.10 282.10 282.10 282.09 282.07 282.05 282.03 .1 .1 - . 1 6.1 .1 .2 . 2 0.2 - 11. 2 - 2.2 - 13.3 - 4.3 - 5.3 - 7.3 - 18.4 - 9.4 - 0.4 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL2PST .HYD Outflow Hydrograph: C:\PONDPACK\WIL20UT .HYD Peak Inf low Peak Outflow Peak Elevation 2.28 cfs 1.31 cfs 282.10 ft Page 4 Return Freq: 2 years EXECUTED: 02-09-1996 14:44:24 Flow (cf s) 0.0 0.5 1.0 1.5 2.0 2.5 -3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) x File: * File: C:\PONDPACK\WIL2PST .HYD C:\PONDPACK\WIL20UT .HYD Qmax = Qmax = 1. 3 cfs 2.3 cfs POND-2 Version: 5 .15 S/N: 1295130055 EXECUTED: 02-09-1996 14 :41:26 Page 1 Return Freq: 5 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * * * * * * ********************************* ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL5PST .HYD Outflow Hydrograph: C:\PONDPACK\WIL50UT .HYD Starting Pond W.S. Elevation = 280.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation = 2.82 cfs 1. 52 cf s 282.26 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond O cu-ft 2,128 cu-ft 2,128 cu-ft POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Page 1 Return Freq: 5 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * STORM ROUTING THROUGH BASIN * * * * * ********************************* Inflow Hydrograph: C:\PONDPACK\WIL5PST .HYD Rating Table file: C:\PONDPACK\WILL .PND ----INITIAL CONDITIONS---- Elevation 280.75 ft Outflow 0.00 cfs Storage O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 280.75 280.85 280.95 281.05 281.15 281.25 281.35 281.45 281.55 281.65 281.75 281.85 281.95 282.05 282.15 282.25 282.35 282.45 282.55 282.65 282.75 282.85 282.95 OUTFLOW (cf s) 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 1. 0 1.1 1. 2 1. 4 1. 5 1. 7 2.0 2.4 2.7 3.1 3.6 4.0 STORAGE (cu-ft) 0 0 3 13 36 83 160 277 434 612 806 1,018 1,247 1,497 1,778 2,093 2,446 2,837 3,275 3,798 4,421 5,154 6,003 Time increment (t) = 2S/t (cfs) 0.0 0.0 0.1 0.4 1. 2 2.8 5.3 9.2 14.5 20.4 26.9 33.9 41. 6 49.9 59.3 69.8 81. 5 94.6 109.1 126.6 147.3 171.8 200.1 1.0 min. 2S/t + 0 (cfs) 0.0 0.0 0.2 0.5 1.4 3.1 5.7 9.7 15.1 21.1 27.7 34.9 42.7 51.1 60.7 71.3 83.2 96.6 111.5 129.3 150.4 175.4 204.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL5PST .HYD Outflow Hydrograph: C:\PONDPACK\WIL50UT .HYD Page 2 Return Freq: 5 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 .23. 0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 INFLOW (cf s) 0.00 0.28 0.56 0.85 1.13 1.41 1. 69 1. 98 2.26 2.54 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.54 2.26 1. 98 1. 69 1.41 1.13 0.85 0.56 0.28 0.00 ------------------------------------------------------Il+I2 (cfs) 0.3 0.8 1.4 2.0 2.5 3.1 3.7 4.2 4.8 5.4 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.4 4.8 4.2 3.7 3.1 2.5 2.0 1. 4 0.8 0.3 28/t -0 (cfs) 0.0 0.1 0.6 1. 6 2.9 4.7 6.9 9.5 12.6 16.1 20.1 24.2 28.1 31. 8 35.4 38.9 42.2 45.6 48.8 51. 9 54.9 57.7 60.5 63.2 65.7 67.5 68.7 69.3 69.4 68.9 67.9 66.3 64.3 61. 7 28/t + 0 (cfs) 0.0 0.3 0.9 2.0 3.5 5.4 7.8 10.5 13.7 17.4 21. 5 25.7 29.8 33.7 37.4 41. 0 44.5 47.9 51. 2 54.4 57.5 60.5 63.4 66.1 68.6 70.5 71. 7 72.4 72.4 71.9 70.9 69.3 67.2 64.5 OUTFLOW (cfs) 0.00 0.10 0.15 0.24 0.32 0.39 0.45 0.52 0.58 0.64 0.71 0.77 0.86 0.97 1. 03 1. 08 1.12 1.16 1. 20 1. 27 1. 33 1.40 1. 43 1. 45 1. 47 1. 49 1. 51 1. 52 1. 52 1.51 1. 50 1.48 1.46 1. 44 ELEVATION (ft) 280.75 280.97 281.10 281.19 281.27 281. 34 281.40 281.47 281.53 281.59 281.66 281.72 281.78 281.83 281.88 281.93 281.97 282.01 282.05 282.09 282.12 282.15 282.18 282.20 282.22 282.24 282.25 282.26 282.26 282.26 282.25 282.23 282.21 282.19 .1 4.1 .1 6.1 8.2 9.2 10.2 - 11. 2 - 2.2 - 13.3 - 14.3 - 15.3 - 16.3 - 17.3 - 8.4 - 20.4 - 21. 4 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL5PST .HYD Outflow Hydrograph: C:\PONDPACK\WIL50UT .HYD Peak Inf low = Peak Outflow Peak Elevation = 2.82 cfs 1. 52 cf s 282.26 ft Page 4 Return Freq: 5 years EXECUTED: 02-09-1996 14:44:24 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) x File: * File: C:\PONDPACK\WIL5PST .HYD C:\PONDPACK\WILSOUT .HYD Qmax = Qmax 1. 5 cfs 2.8 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:41:27 Page 1 Return Freq: 10 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * * * * * * ********************************* ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : C :\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WILlOPST.HYD Outflow Hydrograph: C:\PONDPACK\WILlOOT .HYD Starting Pond W.S. Elevation = 280.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation 2.99 cfs 1.74 cfs 282.36 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond O cu-ft 2,502 cu-ft 2,502 cu-ft POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Page 1 Return Freq: 10 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * STORM ROUTING THROUGH BASIN * * * * * ********************************* Inflow Hydrograph: C:\PONDPACK\WILlOPST.HYD Rating Table file : C:\PONDPACK\WILL .PND ----INITIAL CONDITIONS---- Elevation = 280.75 ft Outflow = 0.00 cfs Storage 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 280.75 280.85 280.95 281.05 281.15 281.25 281.35 281.45 281.55 281.65 28 1.75 281.85 281.95 282.05 282.15 282.25 282.35 282.45 282.55 282.65 282.75 282.85 282 .95 OUTFLOW (cf s) 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 1. 0 1.1 1. 2 1.4 1. 5 1. 7 2.0 2.4 2.7 3.1 3.6 4.0 STORAGE (cu-ft) 0 0 3 13 36 83 160 277 434 612 806 1,018 1,247 1,497 1,778 2,093 2,446 2,837 3,275 3,798 4,421 5,154 6,003 Time increment (t) = 2S/t (cfs) 0.0 0.0 0.1 0.4 1. 2 2.8 5.3 9.2 14.5 20.4 26.9 33.9 41. 6 49.9 59.3 69.8 81. 5 94.6 109.1 126.6 147.3 171.8 200.1 1.0 min. 2S/t + 0 (cfs) 0.0 0.0 0.2 0.5 1.4 3.1 5.7 9.7 15.1 21.1 27.7 34.9 42.7 51.1 60.7 71. 3 83.2 96.6 111 .5 129.3 150.4 175.4 204.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WILlOPST.HYD Outflow Hydrograph: C:\PONDPACK\WILlOOT .HYD Page 2 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 INFLOW (cf s) 0.00 0.30 0.60 0.90 1. 20 1. 50 1. 79 2.09 2.39 2.69 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.69 2.39 2.09 1. 79 1. 50 1. 20 0.90 0.60 0.30 0.00 ------------------------------------------------------Il+I2 (cfs) 0.3 0.9 1. 5 2.1 2.7 3.3 3.9 4.5 5.1 5.7 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.7 5.1 4.5 3.9 3.3 2.7 2.1 1. 5 0.9 0.3 28/t -0 (cfs) 0.0 0.1 0.7 1. 7 3.1 5.0 7.4 10.2 13.5 17.3 21.5 25.9 30.0 34.0 37.8 41. 6 45.2 48.8 52.2 55.5 58.7 61. 8 64.8 67.8 70.7 73.5 76.2 78.6 80.2 81. 2 81.6 81.4 80.7 79.4 77.6 75.2 72.4 28/t + 0 (cf s) 0.0 0.3 1. 0 2.2 3.8 5.8 8.3 11. 3 14.7 18.6 23.0 27.5 31. 9 36.0 40.0 43.8 47.6 51. 2 54.8 58.2 61. 5 64.7 67.8 70.8 73.8 76.7 79.5 81. 9 83.6 84.7 85.1 84.9 84.1 82.8 80.9 78.5 75.5 OUTFLOW (cf s) 0.00 0.10 0.15 0.25 0.33 0.40 0.47 0.53 0.59 0.66 0.73 0.80 0.92 1. 01 1. 07 1.11 1.16 1. 20 1. 28 1.35 1.41 1. 44 1. 47 1. 50 1. 54 1. 59 1. 64 1. 68 1. 71 1. 73 1. 74 1. 74 1. 72 1. 69 1. 66 1. 62 1. 57 ELEVATION (ft) 280.75 280.98 281.10 281.20 281.28 281.35 281.42 281.48 281. 54 281.61 281.68 281.75 281.81 281.86 281.92 281. 96 282.01 282.05 282.09 282.12 282.16 282.19 282.22 282.25 282.27 282.30 282.32 282.34 282.35 282.36 282.36 282.36 282.36 282.35 282.33 282.31 282.29 3.1 .1 .1 8.2 .2 0.2 - 1. 2 - 2.2 - 13.3 - 4.3 - 5.3 - 7.3 - 18.4 - 9.4 - 0. 4 - 1. 4 - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WILlOPST.HYD Outflow Hydrograph: C:\PONDPACK\WILlOOT .HYD Peak Inf low Peak Outflow = Peak Elevation 2.99 cfs 1. 74 cf s 282.36 ft Page 4 Return Freq: 10 years EXECUTED: 02-09-1996 14:44:24 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) x File: * File: C:\PONDPACK\WILlOPST.HYD C:\PONDPACK\WILlOOT .HYD Qmax = Qmax 1. 7 cfs 3.0 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:41:27 Page 1 Return Freq: 25 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * * * * * * ********************************* ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL25PST.HYD Outflow Hydrograph: C:\PONDPACK\WIL250T .HYD Starting Pond W.S. Elevation = 280.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation 3.51 cfs 2.06 cfs 282.46 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond 0 cu-ft 2,902 cu-ft 2,902 cu-ft POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Page 1 Return Freq: 25 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * STORM ROUTING THROUGH BASIN * * * * * ********************************* Inflow Hydrograph: C:\PONDPACK\WIL25PST.HYD Rating Table file: C:\PONDPACK\WILL .PND ----INITIAL CONDITIONS----Elevation = 280.75 ft Outflow = 0.00 cfs Storage = O cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------------------------------------------------------ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cf s) (cf s) -----------------------------------------------------280.75 0.0 0 0.0 0.0 280.85 0.0 0 0.0 0.0 280.95 0.1 3 0.1 0.2 281.05 0.1 13 0.4 0.5 281.15 0.2 36 1. 2 1.4 281.25 0.3 83 2.8 3.1 281.35 0.4 160 5.3 5.7 281.45 0.5 277 9.2 9.7 281.55 0.6 434 14.5 15.1 281.65 0.7 612 20.4 21.1 281.75 0.8 806 26.9 27.7 281.85 1. 0 1,018 33.9 34.9 281.95 1.1 1,247 41. 6 42.7 282.05 1. 2 1,497 49.9 51.1 282.15 1.4 1,778 59.3 60.7 282.25 1. 5 2,093 69.8 71. 3 282.35 1. 7 2,446 81. 5 83.2 282.45 2.0 2,837 94.6 96.6 282.55 2.4 3,275 109.1 111.5 282.65 2.7 3,798 126.6 129.3 282.75 3.1 4,421 147.3 150.4 282.85 3.6 5,154 171.8 175.4 282.95 4.0 6,003 200.1 204.1 --------------------------------------------------------Time increment ( t) = 1.0 min. POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL25PST.HYD Outflow Hydrograph: C:\PONDPACK\WIL250T .HYD Page 2 Return Freq: 25 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 INFLOW (cf s) 0.00 0.35 0.70 1. 05 1.40 1. 75 2.11 2.46 2.81 3.16 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.51 3.16 2.81 2.46 2.11 1. 75 1.40 1. 05 0.70 0.35 0.00 ------------------------------------------------------Il+I2 (cf s) 0.4 1.1 1. 8 2.5 3.2 3.9 4.6 5.3 6.0 6.7 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 6.7 6.0 5.3 4.6 3.9 3.2 2.5 1.8 1.1 0.4 28/t -0 (cf s) 0.0 0.2 0.8 2.1 3.8 6.1 8.9 12.4 16.3 20.9 26.0 31.1 36.0 40.8 45.5 50.1 54.5 58.7 62.8 66.8 70.8 74.6 78.2 81. 8 85.1 88.4 91.1 93.0 94.2 94.7 94.4 93.5 92.0 89.9 87.2 83.9 28/t + 0 (cfs) 0.0 0.4 1. 2 2.6 4.5 6.9 9.9 13.5 17.6 22.3 27.6 33.0 38.1 43.0 47.9 52.5 57.1 61. 5 65.7 69.8 73.9 77.8 81. 6 85.3 88.8 92.2 95.0 97.1 98.3 98.8 98.5 97.6 96.0 93.7 90.9 87.5 OUTFLOW (cfs) 0.00 0.10 0.18 0.27 0.35 0.43 0.50 0.57 0.64 0.72 0.80 0.95 1. 04 1.10 1.16 1. 23 1. 33 1.41 1.45 1.49 1. 54 1. 61 1. 67 1. 75 1. 83 1. 90 1. 97 2.01 2.05 2.06 2.05 2.03 1.99 1. 94 1. 87 1. 80 ELEVATION (ft) 280.75 280.99 281.13 281.22 281.30 281.38 281.45 281.52 281.59 281.67 281.75 281.82 281.89 281. 95 282.01 282.07 282.11 282.16 282.20 282.24 282.27 282.30 282.34 282.37 282.39 282.42 282.44 282.45 282.46 282.46 282.46 282.46 282.45 282.43 282.41 282.38 .1 .1 . 1 6.1 .1 . 2 .2 0.2 11. 2 !12. 2 13.3 11.4. 3 5.3 16.3 a. 7. 3 18.4 9.4 x * POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WIL25PST.HYD Outflow Hydrograph: C:\PONDPACK\WIL250T .HYD Peak Inf low Peak Outflow Peak Elevation 3.51 cfs 2.06 cfs 282.46 ft Page 4 Return Freq: 25 years EXECUTED: 02-09-1996 14:44:24 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * x * x * x * x * TIME (min) File: C:\PONDPACK\WIL25PST.HYD Qmax 2.1 cf s File: C:\PONDPACK\WIL250T .HYD Qmax = 3.5 cf s -----_________ __l. POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02 -09-1996 14:41:32 Page 1 Return Freq: 100 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * * * * * * ********************************* ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : C:\PONDPACK\WILL .PND Inflow Hydrograph: C :\PONDPACK\WILlOOPS.HYD Outflow Hydrograph: C :\PONDPACK\WilOOOUT.HYD Starting Pond W.S. Elevation = 280 .75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation 4.08 cfs 2.51 cfs 282.59 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond O cu-ft 3,472 cu-ft 3,472 cu-ft POND-2 Vers i on: 5.1 5 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Page 1 Return F r eq : 100 years ********************************* * * * WILLIAMS LUBE KING * * 111 & 117 SOUTHWEST PARKWAY * * STORM ROUTING THROUGH BASIN * * * * * ********************************* Inflow Hydrograph : C:\PONDPACK\WILlOOPS.HYD Rating Table file: C:\PONDPACK\WILL .PND ----INITIAL Elevation = Outflow Storage CONDITIONS---- 280. 75 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft ) 280.75 280.85 280 .95 28 1 .05 281.15 281.25 281.35 281.45 281.55 281.65 281.75 281.85 281 .95 282.05 282.15 282.25 282.35 282.45 282.55 282.65 282.75 282.85 282 .95 OUTFLOW (cf s) 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 1. 0 1.1 1. 2 1.4 1. 5 1. 7 2.0 2.4 2 .7 3.1 3 .6 4 .0 STORAGE (cu-ft) 0 0 3 13 36 83 160 277 434 612 806 1,018 1,247 1,497 1,778 2,093 2,446 2,837 3,275 3,798 4,421 5,154 6,003 Time increment (t) 2S/t (cf s) 0.0 0.0 0.1 0.4 1. 2 2.8 5.3 9.2 14.5 20.4 26.9 33.9 41. 6 49.9 59.3 69.8 81. 5 94.6 109.1 126.6 147.3 171 .8 200.1 1.0 min. 2S/t + 0 (cfs) 0.0 0.0 0.2 0.5 1. 4 3.1 5.7 9.7 15.1 2 1.1 27.7 34.9 42 .7 51.1 60.7 71. 3 83 .2 96.6 111.5 129.3 150.4 175.4 204.1 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 02-09-1996 14:44:24 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WILlOOPS.HYD Outflow Hydrograph: C:\PONDPACK\WilOOOUT.HYD Page 2 Return Freq: 100 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 INFLOW (cfs) 0.00 0.41 0.82 1. 22 1. 63 2.04 2.45 2.85 3.26 3.67 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 4.08 3.67 3.26 2.85 2.45 2.04 1. 63 1. 22 0.82 0.41 0.00 ------------------------------------------------------Il+I2 (cfs) 0.4 1. 2 2.0 2.9 3.7 4.5 5.3 6.1 6.9 7.8 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 7.8 6.9 6.1 5.3 4.5 3.7 2.9 2.0 1.2 0.4 28/t -0 (cf s) 0.0 0.2 1. 0 2.5 4.6 7.3 10.7 14.8 19.5 24.9 30.7 36.8 42.7 48.5 54.0 59.3 64.6 69.7 74.6 79.4 84.0 88.3 92.5 96.4 100.2 103.7 107.0 109.9 111.8 112.9 113.2 112.7 111.4 109.3 106.6 103.2 99.3 28/t + 0 (cf s) 0.0 0.4 1.4 3.1 5.3 8.2 11. 8 16.0 20.9 26.4 32.6 38.9 45.0 50.9 56.6 62.2 67.5 72.7 77.8 82.8 87.5 92.1 96.5 100.6 104.6 108.3 111.8 114.8 116.8 117.9 118.2 117.7 116.3 114.2 111.4 107.8 103.6 OUTFLOW (cfs) 0.00 0.10 0.20 0.30 0.38 0.46 0.54 0.62 0.70 0.78 0.94 1. 05 1.13 1. 20 1. 32 1.41 1.46 1. 52 1. 61 1. 69 1. 80 1. 90 2.00 2.11 2.21 2.31 2.41 2.45 2.49 2.51 2.51 2.50 2.48 2.45 2.40 2.30 2.19 ELEVATION (ft) 280.75 281.01 281.15 281.25 281.33 281.41 281.49 281.57 281.65 281.73 281.82 281.90 281.98 282.05 282.11 282.16 282.21 282.26 282.30 282.35 282.38 282.42 282.45 282.48 282.50 282.53 282.55 282.57 282.58 282.59 282.59 282.58 282.58 282.57 282.55 282.53 282.50 POND-2 Version: 5 .15 S/N : 1295130055 Pond File: C:\PONDPACK\WILL .PND Inflow Hydrograph: C:\PONDPACK\WILlOOPS.HYD Outflow Hydrograph: C:\PONDPACK\WilOOOUT.HYD Peak Inf low = Peak Outflow = Peak Elevation 4.08 cfs 2.51 cfs 282.59 ft Page 4 Return Freq: 100 years EXECUTED: 02-09-1996 14:44:24 Flow (cfs) 0 .0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .. 1 6.1 .1 8.2 .2 0.2 - 11. 2 - L2. 2 - 13 .3 - 4.3 - 5 .3 - L 7. 3 - 18.4 - 9.4 - 1.4 - TIME (min) x File: * File: x * x * x * x * x * x * x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x C:\PONDPACK\WILlOOPS.HYD C:\PONDPACK\WilOOOUT.HYD * * * * Qmax = Qmax = * * * * * * * * * * * * * * * * * * * * * * * * * * * * 2.5 cfs 4.1 cfs