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Home My WebLink About34 Development Permit 271 Curcuit CityDRAINAGE REPORT FOR CIRCUIT CITY STORE 1500 RHETT BUTLER DRIVE COLLEGE STATION, BRAZOS COUNTY, TEXAS J~f 0 V?~L~ _\,o . . ~JJ"V' JANUARY, 1995 __ ,,,,,, ;:~~ OF 7'~ '' ~-<.._t-. .............. ~ •• I,~ .... "_A., •• \IS' .,, *I ~ .. •.\ - 7 * I _ .......... ~-!.-;£ .... MiCHAEL G. HESTER I l ....................... -... ,.7;'- b tt 1 \-;.\ 69104~Q· :ti Su mi eu Bv: .~ · ··· 1s1~~ •• ·:N ) "\ Ss -····· ~~~- \ \~ Hester Engineering comyany 1·:25·9? 7607 Eastmark Drive, suite 250 college station, TX 77840 (409) 693-1100 DRAINAGE REPORT FOR CIRCUIT CITY ·STORE 1500 RHETT BUTLER DRIVE COLLEGE STATION, BRAZOS COUNTY, TEXAS · JANUARY, 1995 CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Engineer No. 69104 CIRCUIT CITY CERTIFICATION _,,,,,,, ---f:, OF 7"~ \\ ;'\~ ............. ~ .. ..... ~ .... * .. ,1$1 ., f * l .•• l 6 • '*1. ~ * 1 .............. !' ......... ~ • ••••MiCHAEL G . HESTER J ~:olj~...,, ........... ~·····" ..... /.ce f •. ,,, 69104 ''· (~ . 0 •. L, ~s) 17'°" lfl t i.,,"~~Q -y~ t"'l.'V/-,.,,; '.:--..... --~··~Gisi~'{"'.··~~·.., ·~ r •• o• ,., ~~ ~)·s ,-····· .::.~ -~\~ 0 NA\. ;,.--.,..., .. ,.,..._.._.- TABLE OF CONTENTS DRAINAGE ANALYSIS INTRODUCTION EXISTING DRAINAGE BASIN DESCRIPTION PROPOSED DRAINAGE DRAINAGE FACILITY DESIGN CONCLUSION DRAINAGE AREA MAP 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) PREDEVELOPMENT CONDITIONS POSTDEVELOPMENT CONDITIONS VOLUME CALCULATIONS OUTFALL STRUCTURE STORM ROUTING MISCELLANEOUS STRUCTURES CIRCUIT CITY -TABLE OF CONTENTS INTRODUCTION: DRAINAGE ANALYSIS CIRCUIT CITY STORE 1500 RHETT BUTIER DRIVE COLLEGE STATION, TEXAS JANUARY, 1995 The proposed development is located at the intersection of Rhett Butler Drive and Harvey Road (S.H. 30). The legal description is Timber Ridge Addition, Third Installment, Lots 1, 2 & 3, 3.09 acres. The proposed improvements consist of a 19,257 square foot retail building, parking lot and the associated infrastructure. The drainage area consists of 5.05 acres of grassland and clumps of small trees. The terrain slopes with an average grade of 1. 5%. The site is zoned C-N and is being developed by Circuit City Stores, Inc. 9950 Mayland Drive, Richmond, VA 23233, (804) 527-4000. The latest Flood Insurance Rate Maps for College Station show no portion of the site contains or abuts the regulatory 100-year flood plain or floodway. The goal of this study is to provide an economic design that will effectively manage the runoff produced by a 5, 10, 25, SO and 100 year storm by the use of a detention facility that will not increase the peak rate of discharge for the watershed and a design that complies with the City of College Station Stormwater Design Standards. EXISTING DRAINAGE BASIN DESCRIPTION: The storm runoff drains overland in a southeastern direction from University Oaks Drive and is collected by an existing grate inlet on the north side of Harvey Road. From the inlet it flows CIRCUIT CITY DRAINAGE ANALYSIS PAGE I OF 2 PAGES into a 42" storm sewer which discharges into an open ditch on the south side of Harvey Road. PROPOSED DRAINAGE: The proposed design will route the flow across the site and concentrate it at the detention facility. At that point it will be discharged in to the 42" storm sewer. The discharge from the basin will not exceed the predevelopment conditions for any of the design storms. DRAINAGE FACILITY DESIGN: Predevelopment discharges for the 5, 10, 25, 50 and 100 year storms were determined using the Haestead Methods Quick TR-55 rational method for computing runoff hydrographs. Detailed calculations are contained in PREDEVELOPMENT CONDITIONS. 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 inflow to the detention facility and outflows from the detention facility. Detailed calculations are contained in POSTDEVELOPMENT CONDITIONS . A summary of the results of all discharge calculations is presented in Table One. 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 works and a 6" freeboard is provided to the top of berm . CONCLUSION: This project is in compliance with the City of College Station Stormwater Design Standards . CIRCUIT CITY DRAINAGE ANALYSIS PAGE 2 OF 2 PAGES TABLE ONE CIRCUIT CITY JANUARY, 1995 PREDEVELOPMENT RUNOFF CONDITIONS AREA NO. 1 RUNOFF IC I 0.3 AREA (ACRES) 5.05 POSTDEVELOPMENT RUNOFF CONDITIONS AREA RUNOFF AREA NO. IC' (ACRES) 1 0.9 1. 53 2 0.3 3.52 PREDEVELOPMENT RUNOFF (CFS) 5 YEAR 10 YEAR 25 YEAR 50 YEAR 11. 67 13.03 15.00 16.51 POSTDEVELOPMENT RUNOFF (CFS) 5 YEAR 10 YEAR 25 YEAR 50 YEAR 18.73 20.92 24.09 26.52 DETENTION BASIN PEAK OUTFLOW (CFS) 5 YEAR 10 YEAR 25 YEAR 50 YEAR 10.83 11.26 11. 89 12.20 DETENTION BASIN PEAK ELEVATION 5 YEAR 10 YEAR 25 YEAR 50 YEAR 289.81 289.91 290.05 290.12 DETENTION BASIN TOTAL STORAGE IN POND (CF) 5 YEAR 10 YEAR 25 YEAR 50 YEAR 3066 3944 5217 5972 CIRCUIT CITY-TABLE ONE 100 YEAR 17 .57 100 YEAR 28.22 100 YEAR 12.84 1 00 YEAR 290.25 100 YEAR 7426 I I ( I '- / '-I o r r ~ I l • !Ill ., 0 CY >-w > CY <( I 01\CH ( DRAINAGE AREA MAP EXISTING CONDITIONS C IRCUIT CITY STORES, INC. 1 500 RHETT BUTLER DRIVE JANUARY, 1 995 I I I I I I ; I f I I I I / ti I I --------r-1> ~ .... . ... ~ ·1 ~ lll:Jll~ lblJ PLAN I -L-(> ~ SECTION 'A-A' sa~,, •100' o.c. GRATE INLET NOT TO SCALE ~ ' ~ .. e--NDR "'-+ ""' RHE:TT. ~t__;,1LE:R DR111r: ~~"""" / SECTION ·e-e· / GRADING AND DRAINAGE PLAN ~/'3:iro!t" '= TO STltUC'IUM: AMO n.JAK OlrUl.JC W/.,....OK:lftN Sl.-1 'WV!..c-~°"""'OMTC v-•1n-1 01t ~o :J:.~~IO. "· QPCM) OUTFALL STRUCTURE 11r-1·-<T I 0 r <{ II I 0 :1 I Cl'.'. ii I >-11 I w !I \ > \ Q:'. <{ I I I I --~ :e·-:a,!9CP90..-.. =T~~ U"rL.2114.07 2~n..2C.H 1 GENERAL NOTES: NO Hl:AVT l:OUl~NT Olll 9'f'OCI( ~NO Of'" WAft:llt!M. -.._ K ~O'llCO """"'"" ™I: ~-or .,.. .,... ....... .,.o ~c:a. &r~/'c;.V:-~~.~I:~ ALL lllOADWAVS O..CAA M MUO ANO ~ .. ~~~·~~~J...:~~ 1'0-L.A't"I'." c:#' OAOANIC r.tATCl'tlAL 90UO 900 HJllM CW" Ol:TCNTION eA•N AAEA. ~~~~::;'1:~~..,...Js'f~.,nc 9'1lLS 01"! SCDIMOITATKIH ~INC. SILT ,-IH~O SHA.U. K INSTAU.£0 AlllOUNO ALL M.CTS ANO M""*4Cll.ES UHOUI CONSTl'l:UCTION TO HIC'1CNT SCOIMCNT F'lltOM OC:TTINO INTO THC Sl'OftM K'olllC'll SYITl.'.M. ~oit~u.~:~~~~~~O~~~~(NT w~~~ci::-£.~1'-~~\tf~j=~~:.toT ~ THC OONTlllAOTOl't SH~ K MPOH••\ . .I[ P"Oft l'tll::MO""NO AU.. KOIMCNT CONTflllOL O<YICl:S ...,..~ THI: OOHS"'VCTtON !ti C~TI: -0 lWI: ~Tl:O AMAS NAYI: •ct::N •TA .... IZC. ~ .-AYll:M~T OCTA"'-9Mltt1' 11'0111 CONCf'l:1"1: NOTl:S. ~-~-,~--~ ~ 'tY i '"<"::7,=-~·--11 .,..... ·1 ~ _ _,,.,, I ~ i_ ___________ L~-------::._'::_1_il SILT FENCE PLACEMENT ( ~.......,,,._ ~TOST= . r I SILT FENCE ..... :--·~':"flll'I' -__:=\ •-4' ,'I _.._r~u,_,...., -~ I ,,o.c. CONCRETE FLUME AT DETENTION BASIN 8CNCHMMK A -i-~ ::..cno:NIW. MOJNO TOP OF f'IRC HYORANT NORTHEAST OORNER Of RHCTT-BVTL£R DR. ANO ... --~"""" ..,.,_,. __ ,.. BASIN OVERFLOW 3/tr-1·-rr HARVtY "°"'· ELEV. 292.4, """' ~~=-!~~~ OI ~ OCAVAT'OM. f;'~~~~~t~ "~~i:*' COUJ:OC l"tATIOt4 Cl.LC. -TONY lltCHtiUK'I' -7 .. -:MIO GRADING AND DRAINAGE PLAN --I .._.., --I Bnte.r I '"Olt590l"-I I I I ' •n1lneerln1 "' .. """" Comp•.n.:f' ~L TYPE 'W' t.41CROSTORE I 1611 COLLEGE STATION, TEl<AS 1---1--+--t---i ~----=~&~ "'° MA'IUH) Dfll\4: lllCIMOND,Wtl)llA i-:e~ -·--~ TX C2.1 PREDEVELOPMENT CONDITIONS Quick TR-55 Ver.5.44 Executed: 19:20:00 S/N:l315430080 01-24-1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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 I c I 0.300 Area acres 5.05 Tc (min) Wtd. IC' 10.00 0.300 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 7.700 Total acres 5.05 Peak Q (cfs) 11. 67 Quick TR-55 Ver.5.44 Executed: 19:20:00 S/N:1315430080 01-24-1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' 0.300 Area acres 5.05 Tc (min) Wtd. , C' 10.00 0.300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 8.600 Total acres 5.05 Peak Q (cf s) 13.03 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 19:20:00 01-24-1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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 I c I 0.300 Area acres 5.05 Tc (min) Wtd. I c I 10.00 0.300 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 10.900 Total acres 5.05 Peak Q (cfs) 16.51 Quick TR-55 Ver.5.44 Executed: 19:20:00 S/N:1315430080 01-24-1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' 0.300 Area acres 5.05 Tc (min) Wtd. IC' 10.00 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 11.600 Total acres 5.05 Peak Q (cfs) 17.57 POSTDEVELOPMENT CONDITIONS I Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 11. 67 cfs * 4,269 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 18.00 cfs Inflow .HYD stored: CC5PST .HYD * ********************************************************************** Td = 11 minutes Return Freq: 5 yr /-------Approx. Duration for Max. Storage I ------/ C adj.factor: 1.00 0 x 0 x x 0 Tc= I = . Q = . I. 10.00 7.700 18.73 minutes in/hr cf s Required Storage 4,269 cu.ft. Area (ac) : Weighted C: Adjusted C: Td= I = 5.05 0.48 0.48 x x x x x x x x x x x x x x x x x x Q 11 minutes 7.400 in/hr 18.00 cfs 0 0 x o o o o o o o o o o o o o o o o Q= 11.67 cfs x (Allow.Outflow) NOT TO SCALE x ============ x 13.77 minutes 14.52 minutes Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 10 yr Allowable Outflow: 13 .03 cfs * * 'C' Adjustment: 1.000 Required Storage: 4,816 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 20.19 cfs Inflow .HYD stored: CClOPST .HYD * ********************************************************************** I Td = 11 minutes I /-------Approx. Duration for Max. Storage ------/ x Tc= I = . Q = . I . I 10.00 8.600 20.92 minutes in/hr cf s Required Storage 4,816 cu.ft. x x x x x x x x x x x x x x x x x x Return Freq: 10 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 5.05 0.48 0.48 Td= 11 minutes I = 8.300 in/hr Q = 20.19 cfs x x 0 o o o o o o o o o o o o o o o o Q= 13.03 cfs x (Allow.Outflow) 0 x 0 0 0 13.77 minutes NOT TO SCALE x ============ x 14.55 minutes Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 25 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 15.00 cfs * 5,473 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 23.11 cfs Inflow .HYD stored: CC25PST .HYD * ********************************************************************** Td = 11 minutes Return Freq: 25 yr /-------Approx. Duration for Max. Storage I ------/ C adj.factor: 1.00 0 x 0 x x 0 Tc= I = . Q = . I . I 10.00 9.900 24.09 minutes in/hr cf s Required Storage 5,473 cu.ft. Area (ac) : Weighted C: Adjusted C: 5.05 0.48 0.48 Td= 11 minutes x x x x x x x x x x x x x x x x x x I = 9.500 in/hr Q = 23.11 cfs 0 0 x o o o o o o o o o o o o o o o o Q= 15.00 cfs x (Allow.Outflow) NOT TO SCALE x ============ x '----------------------- 13.77 minutes 14.51 minutes Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * * * * * RETURN FREQUENCY: 50 yr 'C' Adjustment: 1.000 STORM DURATION Allowable Outflow: Required Storage: Tc for Max.Storage * 16.51 cfs * 6,006 cu.ft. * * * *--------------------------------------------------------------------* * Peak Inflow: 26.52 cfs Inflow .HYD stored: CC50PST .HYD * ********************************************************************** F L 0 w c f s 0 0 0 Tc= I = . Q . I. 0 10.00 10.900 26.52 minutes in/hr cf s Area (ac) : Weighted C: Adjusted C: Required Storage -----------6,006 cu.ft. 0 0 0 0 Q= 16.51 cfs (Allow.Outflow) NOT TO SCALE ------------------------ 13.77 minutes 5.05 0.48 0.48 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 17.57 cfs * 6,512 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 26.28 cfs Inflow .HYD stored: CClOOPST.HYD * ********************************************************************** I Td = 12 minutes I /-------Approx. Duration for Max. Storage ------/ x Tc= I = . Q = . I . 10.00 11.600 28.22 minutes in/hr cf s Required Storage 6,512 cu.ft. x x x x x x x x x x x x x x x x x x Return Freq: 100 yr C adj.factor: 1.00 Area (ac) : 5.05 0.48 0.48 Weighted C: Adjusted C: Td= I Q x 12 minutes 10.800 in/hr 26.28 cfs x 0 o o o o o o o o o o o o o o o o Q= 17.57 cfs x (Allow.Outflow) 0 x 0 0 0 13.77 minutes NOT TO SCALE x ============ x 15.31 minutes Quick TR-55 Ver .5.44 Executed: 19:22:15 S/N :l315430080 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.482 Area= 5.050 acres Tc = 10.00 minutes Adjusted C = 0.482 Td= 11.00 min. I= 7.40 in/hr RETURN FREQUENCY: 5 year storm Output file: CC5PST .HYD Adj .factor= 1 .00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time increment = 1.00 Minutes Qp= 18.00 cfs Time Minutes Time on left represents time for first Q in each row. 0.00 7 .00 14.00 21. 00 0.00 12.60 12.60 0.00 1. 80 14.40 10.80 3 .60 16.20 9 .00 5 .40 18.00 7 .20 7.20 18.00 5.40 9.00 16.20 3 .60 10.80 14.40 1. 80 Quick TR-55 Ver.5 .44 S/N:1315430080 Executed: 19:22:15 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.482 Area= 5 .050 acres Tc = 10.00 minutes Adjusted C = 0.482 Td= 11.00 min. I= 8.30 in/hr RETURN FREQUENCY: 10 year storm Output file: CClOPST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time increment = 1.00 Minutes Qp= 20.19 cfs Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 0 .00 14.14 14 .14 0 .00 2.02 16.16 12.12 4.04 18 .17 10.10 6.06 20.19 8 .08 8.08 20.19 6.06 10 .10 18.17 4.04 12 .12 16.16 2 .02 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.482 Area= 5.050 acres Tc = 10.00 minutes Adjusted c = 0.482 Td= 11. 00 min. I= 9.50 in/hr RETURN FREQUENCY: 25 year storm Output file: CC25PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time increment = 1.00 Minutes Qp= 23.11 cfs Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 0.00 16.18 16.18 0.00 2.31 18.49 13.87 4.62 20.80 11. 56 6.93 23.11 9.25 9.25 23.11 6.93 11.56 20.80 4.62 13.87 18.49 2.31 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 19:22:15 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.482 Area= 5.050 acres Tc = 10.00 minutes Adjusted C = 0.482 Td= 10.00 min. RETURN FREQUENCY: 50 year storm Output file: CC50PST .HYD I=l0.90 in/hr Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 50 Year Storm Time Time increment = 1.00 Minutes Qp= 26.52 cfs Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 0.00 18.56 15.91 2.65 21.22 13.26 5.30 23.87 10.61 7.96 26.52 7.96 10.61 23.87 5.30 13.26 21.22 2.65 15.91 18.56 0.00 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.482 Area= 5.050 acres Tc = 10.00 minutes Adjusted C 0.482 Td= 12.00 min. RETURN FREQUENCY: 100 year storm Output file: CClOOPST.HYD I=l0.80 in/hr Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time Time increment = 1.00 Minutes Qp= 26.28 cfs Minutes Time on left represents time for first Q in each row. 0 .00 7.00 14.00 21. 00 0 .00 18.39 21. 02 2.63 2.63 21. 02 18.39 0.00 5.26 23.65 15.77 7.88 26.28 13 .14 10.51 26.28 10.51 13.14 26 .28 7 .88 15.77 23.65 5.26 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I 0.300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. I c I 10.00 0.482 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 7.700 Total acres 5.05 Peak Q (cf s) 18.73 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff I cf 0.300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. I c I 10.00 0.482 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 8.600 Total acres 5.05 Peak Q (cf s) 20.92 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 19:22:15 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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' 0.300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. I c I 10.00 0.482 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 9.900 Total acres 5.05 Peak Q (cf s) 24.09 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 19:22:15 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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 I 0.300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. IC I 10.00 0.482 RETURN FREQUENCY = SO years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 10.900 Total acres 5.05 Peak Q (cfs) 26 .52 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' 0.300 0.900 Area acres 3.52 1. 53 Tc Wtd. (min) 'C' 10.00 0.482 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 11.600 Total acres 5.05 Peak Q (cfs) 28.22 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 ************************************************************************ ************************************************************************ * * * * * * MODIFIED RATIONAL METHOD ----Grand Summary For All Storm Frequencies * * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS Area = 5.05 acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency Adjusted (years) 'C' 5 10 25 50 100 0.482 0.482 0.482 0.482 0.482 Duration Intens. Qpeak minutes in/hr cf s 11 11 11 10 12 7.400 8.300 9.500 10.900 10.800 18.00 20.19 23.11 26.52 26.28 Allowable cf s 11. 67 13.03 15.00 16.51 17.57 VOLUMES Inf low Storage (cu.ft.) (cu.ft .) 11,883 13,328 15,255 15,912 18,919 4,269 4,816 5,473 6,006 6,512 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg.· CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 11.67 cfs Hydrograph file duration= 11.00 minutes Hydrograph file: CC5PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.482 0.482 10 7.700 5.05 Qpeak cf s 18.73 VOLUMES Inf low Storage (cu.ft. ) (cu.ft. ) 11,240 4,238 ************************************************************ Storage Maximum o .402 o.402 11 1.400 5.o5 10.00 I 11,003 4,269 **************************************************************************** 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 6.400 5.500 4.300 5.05 5.05 5.05 15.57 13.38 10.46 14,014 3,954 16,058 2,926 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N :1315430080 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg.· CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 13.03 cfs Hydrograph file duration= 11.00 minutes Hydrograph file: CClOPST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.482 0.482 10 8.600 5.05 Qpeak cf s 20.92 VOLUMES Inf low Storage (cu.ft .) (cu .ft.) 12,554 4,736 ************************************************************ Storage Maximum o.402 o.402 11 0.300 5.o5 20.19 I 13,320 4,816 **************************************************************************** 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 7.200 6.200 4.900 5.05 5.05 5.05 17.52 15.08 11.92 15,766 4,512 18,102 3,408 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg.· CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 15.00 cfs Hydrograph file duration= 11.00 minutes Hydrograph file: CC25PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0 .482 0.482 10 9 .900 5 .05 Qpeak cf s 24.09 VOLUMES Inf low Storage (cu.ft.) (cu.ft .) 14,452 5,452 ************************************************************ Storage Maximum o.402 o.402 11 9.500 5.o5 23.11 I 15,255 5,473 **************************************************************************** 0.482 0.482 0 .482 0.482 0.482 0.482 15 20 30 8 .200 7 .100 5.700 5 .05 5.05 5 .05 19.95 17.27 13.87 17,956 5,037 20,729 3,834 Qpeak < Qallow Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 19:22:15 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 50 yr 'C' Adjustment = 1.000 Allowable Q = 16.51 cfs Hydrograph file duration= 10.00 minutes Hydrograph file: CCSOPST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens . Areas 'C' 'C' minutes in/hr acres 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 9.100 7.800 6.200 5.05 5.05 5.05 Qpeak cf s 22.14 18.98 15.08 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 19,926 5,677 22,773 4,186 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 19:22:15 . S/N:l315430080 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg.· CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 17.57 cfs Hydrograph file duration= 12.00 minutes Hydrograph file: CClOOPST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted 'C' 'C' 0.482 0.482 Duration Intens. minutes in/hr 10 11. 600 Areas acres 5.05 Qpeak cf s 28.22 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 16,934 6,392 ************************************************************ Storage Maximum o.402 o.402 12 10.000 5.o5 26.20 I 10,919 6,512 **************************************************************************** 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 9.700 8.400 6.700 5.05 5.05 5.05 23.60 20.44 16.30 21,240 6,070 24,525 4,691 Qpeak < Qallow VOLUMES POND-2 Version: 5 .15 S/N: 1295130055 Elevation (ft) 288.70 289.00 289 .50 290 .00 290.50 CIRCUIT CITY, COLLEGE STATION, TX CALCULATED 01-24-1995 19:37:49 DISK FILE: C:\PONDPACK\C-CITY .VOL Planimeter scale: 1 inch = 1 ft. Planimeter (sq. in.) 0.00 307.00 5,032.00 9,675.00 14,529.00 Area (sq. ft) 0 307 5,032 9,675 14,529 Al+A2+sqr(Al*A2) (sq.ft) 0 307 6,582 21,684 36,060 * Volume (cubic-ft) 0 31 1,097 3,614 6,010 Volume Sum (cubic-ft) 0 31 1,128 4,742 10,752 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 Areal,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 Areal,Area2 Volume = Lower and upper elevations of the increment = Areas computed for ELl, EL2, respectively = Incremental volume between ELl and EL2 OUTFALL STRUCTURE Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures --------------------------------------------- 288.70 0.0 1 288.80 1. 9 1 288.90 3.7 1 289.00 5.6 1 289.10 6.4 1 289.20 7.2 1 289.30 7.9 1 289.40 8.6 1 289.50 9.2 1 289.60 9.7 1 289.70 10.3 1 289.80 10.8 1 289.90 11. 2 1 290.00 11. 7 1 290.10 12.1 1 290.20 12.6 1 290.30 13.1 2 +1 290.40 14.1 2 +1 290.50 0.0 Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed : .STR S/N: 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* Outlet Structure File: C:\PONDPACK\C-CITY Planimeter Input File: C:\PONDPACK\C-CITY Rating Table Output File : C:\PONDPACK\C-CITY Min. Elev. (ft) = 288.7 Max. Elev. (ft) = 290.5 .STR .VOL .PND Iner. (ft) = .1 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure WEIR-XY TABLE No. 2 1 Q Table -> -> Q Table 2 1 Outflow rating table summary was stored in file : C:\PONDPACK\C-CITY .PND Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed : ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* >>>>>> Structure No. 2 <<<<<< (Input Data) WEIR-XY Weir -Defined by X, Y Coordinates El (ft) =290.25 E2 (ft) =290.50 X dist. (ft) 0 1. 52 6.52 8.04 Y elev. (ft) 290.75 290.25 290.25 290.75 Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* >>>>>> Structure No . 1 <<<<<< (Input Data) TABLE Input your own rating table . El (ft) =288.7 E2 (ft) =290.5 Constant (ft) added to each elevation was: Elev. (ft) 288.7 289 289 .25 289 .5 289 .75 290 290.25 290.5 290.75 291 291.25 291. 5 291. 75 Q (cfs) 0 5.62 7.61 9.18 10.52 11.71 12 .78 13.77 14.7 15.57 16.39 17.18 17.93 Outlet Structure File: C-CITY .STR POND-2 Version: 5.15 S/N: 1295130055 Date Executed: Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* Outflow Rating Table for Structure #2 WEIR-XY Weir -Defined by X, Y Coordinates ***** INLET CONTROL ASSUMED ***** Elevation (ft) 288.70 288.80 288.90 289 .00 289.10 289.20 289.30 289 .40 289.50 289.60 289.70 289.80 289.90 290.00 290 .10 290.20 290.30 290.40 290.50 Q (cfs) 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.8 0.0 Computation Messages E < Y min= 290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290.25 E < El=290 .25 E < El=290 .25 E < El=290.25 E < El=290.25 W(ft)=5.304 Max. D(ft)=.05 W(ft)=5.912 Max. D(ft)=.15 E = or > E2=290.50 Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* Outflow Rating Table for Structure #1 TABLE Input your own rating table. Elevation (ft) Q (cf s) Computation Messages --------------------------------------------- 288.70 0.0 288.80 1. 9 Interpolated from input 288.90 3.7 Interpolated from input 289.00 5.6 289.10 6.4 Interpolated from input 289.20 7.2 Interpolated from input 289.30 7.9 Interpolated from input 289.40 8.6 Interpolated from input 289.50 9.2 289.60 9.7 Interpolated from input 289.70 10.3 Interpolated from input 289.80 10.8 Interpolated from input 289.90 11. 2 Interpolated from input 290.00 11. 7 290.10 12.1 Interpolated from input 290.20 12.6 Interpolated from input 290.30 13.0 Interpolated from input 290.40 13.4 Interpolated from input 290.50 0.0 E = or > E2=290.5 table table table table table table table table table table table table table table STORM ROUTING POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 5 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CC5PST .HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----288. 70 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cfs) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cf s) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311.7 1. O min. 2S/t + 0 (cfs) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111. 3 138.8 169.7 203.8 241.1 281. 5 325.8 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Pond File: C:\PONDPACK\C-CITY Inflow Hydrograph: C:\PONDPACK\CC5PST Outflow Hydrograph: C:\PONDPACK\CC50UT .PND .HYD .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 INFLOW (cfs) 0.00 1. 80 3.60 5 .40 7.20 9.00 10.80 12.60 14.40 16.20 18.00 18.00 16.20 14.40 12.60 10.80 9.00 7.20 5.40 3.60 1. 80 0.00 Il+I2 (cf s) 1. 8 5.4 9.0 12.6 16.2 19.8 23.4 27.0 30.6 34.2 36.0 34.2 30.6 27.0 23.4 19.8 16.2 12.6 9.0 5.4 1. 8 2S/t -0 (cfs) -0.0 -1. 7 -3.2 -4.2 -3.9 -1. 6 3.0 9.9 19.3 31. 3 46.1 61. 8 75.0 84.2 89.6 91.4 89.6 84.4 76.0 64.5 50.2 33.4 2S/t + O (cfs) 0.0 1. 8 3.7 5.8 8.4 12.3 18.2 26.4 36.9 49.9 65.5 82.1 96.0 105.6 111. 2 113.0 111.2 105.8 97.0 85.0 69.9 52.0 OUTFLOW (cfs) 0.00 1. 76 3.42 5.04 6.14 6.94 7.63 8.25 8.80 9.28 9.70 10.17 10.49 10.68 10.80 10.83 10.80 10.69 10.51 10.25 9.83 9.34 ELEVATION (ft) 288.70 288.79 288.88 288.97 289.07 289.17 289.26 289.35 289.43 289.52 289.60 289.68 289.74 289.78 289.80 289.81 289.80 289.78 289.74 289.69 289.62 289.53 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 3 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C-CITY Inflow Hydrograph: C:\PONDPACK\CC5PST Outflow Hydrograph: C:\PONDPACK\CC50UT .PND .HYD .HYD Starting Pond W.S. Elevation = 288.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation = 18.00 cfs 10.83 cfs 289.81 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 3,066 cu-ft 3,066 cu-ft 0.0 1. 0 2.0 3.1 4.1 5.1 6 .1 7.1 8.2 9.2 10.2 11.2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20 .4 - - - - - - - - - - - - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY Inflow Hydrograph: C:\PONDPACK\CC5PST Outflow Hydrograph: C:\PONDPACK\CC50UT Peak Inf low = Peak Outflow = Peak Elevation = 18.00 cfs 10.83 cfs 289.81 ft .PND .HYD .HYD Page 4 Return Freq: 5 years EXECUTED: 01-24-1995 20:44:20 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 .------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 * x TIME (min) x File: C:\PONDPACK\CCSPST .HYD * File: C:\PONDPACK\CCSOUT .HYD Qmax = Qmax = 10.8 cfs 18.0 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 10 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CClOPST .HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----288. 70 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cf s) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cf s) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311. 7 1.0 min. 2S/t + 0 (cf s) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111. 3 138.8 169.7 203.8 241.1 281. 5 325.8 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOPST .HYD Outflow Hydrograph: C:\PONDPACK\CClOOUT .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 INFLOW (cfs) 0.00 2.02 4.04 6.06 8.08 10.10 12.12 14.14 16.16 18.17 20.19 20.19 18.17 16.16 14.14 12.12 10.10 8.08 6.06 4.04 2.02 0.00 Il+I2 (cfs) 2.0 6.1 10.1 14.1 18.2 22.2 26.3 30.3 34.3 38.4 40.4 38.4 34.3 30.3 26.3 22.2 18.2 14.1 10.1 6.1 2.0 28/t -0 (cf s) -0.0 -1. 9 -3.5 -4.6 -3.4 0.2 6.5 15.4 27.4 42.6 60.6 79.8 96.4 108.6 116.5 120.2 119.9 115.7 107.7 96.0 80.8 62.5 28/t + 0 (cfs) 0.0 2.0 4.1 6.6 9.6 14.8 22.4 32.7 45.7 61. 8 80.9 101. 0 118.2 130.7 138.9 142.7 142.4 138.1 129.8 117.8 102.1 82.9 OUTFLOW (cfs) 0.00 1.97 3.80 5.61 6.46 7.30 7.99 8.64 9.16 9.60 10.13 10.59 10.90 11. 08 11.20 11.26 11. 26 11.19 11.07 10.89 10.61 10.19 ELEVATION (ft) 288.70 288.80 288.91 289.00 289.11 289.21 289.31 289.41 289.49 289.58 289.67 289.76 289.83 289.87 289.90 289.91 289.91 289.90 289.87 289.82 289.76 289.68 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01 -24-1995 20:44:20 Page 3 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C -CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOPST .HYD Outflow Hydrograph: C:\PONDPACK\CClOOUT .HYD Starting Pond W.S. Elevation = 288 .70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 20.19 cfs 11. 26 cfs 289.91 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 3,944 cu-ft 3,944 cu-ft 0.0 1. 0 2.0 3 .1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11. 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 - - - - - - - - - - - - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOPST .HYD Outflow Hydrograph: C:\PONDPACK\CClOOUT .HYD Peak Inf low = Peak Outflow = Peak Elevation 20.19 cfs 11.26 cfs 289.91 ft Page 4 Return Freq: 10 years EXECUTED: 01 -24-1995 20:44:20 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 .------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: C:\PONDPACK\CClOPST .HYD * File: C:\PONDPACK\CClOOUT .HYD Qmax = Qmax = 11. 3 cf s 20.2 cfs ----------------POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 25 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CC25PST .HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS---- 288. 70 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290 .00 290.10 290.20 290.30 290.40 OUTFLOW (cf s) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cf s) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311. 7 1.0 min. 2S/t + 0 (cfs) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111. 3 138 .8 169.7 203 .8 241.1 281. 5 325.8 >OND-2 Version: 5.15 S/N: 1295130055 ~XECUTED: 01-24-1995 20:44:20 ?ond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC25PST .HYD Outflow Hydrograph: C:\PONDPACK\CC250UT .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 INFLOW (cfs) 0.00 2.31 4.62 6.93 9.25 11. 56 13.87 16.18 18.49 20.80 23.11 23.11 20.80 18.49 16.18 13.87 11.56 9.25 6.93 4.62 2.31 0.00 Il+I2 (cfs) 2.3 6.9 11. 6 16.2 20.8 25.4 30.1 34.7 39.3 43.9 46.2 43.9 39.3 34.7 30.1 25.4 20.8 16.2 11. 6 6.9 2.3 28/t -0 (cf s) -0.0 -2.1 -3.8 -4.1 -1. 7 3.6 12.2 24.2 39.9 59.0 81. 6 105.8 126.9 142.9 154.0 160.3 162.0 159.1 151.7 140.1 124.4 104.6 28/t + 0 (cfs) 0.0 2.3 4.8 7.8 12.0 19.1 29.1 42.3 58.9 79.1 102.9 127.9 149.7 166.2 177.6 184.1 185.8 182.8 175.3 163.3 147.0 126.7 OUTFLOW (cfs) 0.00 2.22 4.28 5.96 6.90 7.71 8.42 9.02 9.53 10.08 10.63 11.04 11. 38 11. 64 11.79 11. 87 11. 89 11.85 11.76 11.60 11. 33 11.02 ELEVATION (ft) 288.70 288.82 288.93 289.05 289.16 289.27 289.37 289.47 289.57 289.66 289.77 289.86 289.94 289.99 290.02 290.04 290.05 290.04 290.02 289.98 289.93 289.86 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 3 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC25PST .HYD Outflow Hydrograph: C:\PONDPACK\CC250UT .HYD Starting Pond W.S. Elevation = 288.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 23.11 cfs 11 .89 cfs 290.05 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 5,217 cu-ft 5,217 cu-ft 0.0 1. 0 2.0 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC25PST .HYD Outflow Hydrograph: C:\PONDPACK\CC250UT .HYD Peak Inf low Peak Outflow Peak Elevation = 0.0 2.0 4.0 23.11 cfs 11. 89 cf s 290.05 ft 6.0 8.0 10.0 12.0 14.0 Page 4 Return Freq: 25 years EXECUTED: 01-24-1995 20:44:20 Flow (cfs) 16.0 18.0 20.0 22.0 .------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 * x TIME (min) x File: C:\PONDPACK\CC25PST .HYD * File: C:\PONDPACK\CC250UT .HYD Qmax = Qmax = 11. 9 cf s 23.1 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 50 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CCSOPST .HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----288. 70 ft o.oo cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cfs) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cf s) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311.7 1.0 min. 2S/t + 0 (cfs) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111.3 138.8 169.7 203.8 241.1 281. 5 325.8 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC50PST .HYD Outflow Hydrograph: C:\PONDPACK\CC500UT .HYD Page 2 Return Freq: 50 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 INFLOW (cfs) 0.00 2.65 5.30 7.96 10.61 13.26 15.91 18.56 21. 22 23.87 26.52 23.87 21. 22 18.56 15.91 13.26 10.61 7.96 5.30 2.65 0.00 Il+I2 (cf s) 2.7 7.9 13.3 18.6 23.9 29.2 34.5 39.8 45.1 50.4 50.4 45.1 39.8 34.5 29.2 23.9 18.6 13.3 7.9 2.7 2S/t -0 (cf s) -0.0 -2.4 -4.1 -3.6 0.3 8.0 19.5 35.2 55.1 79.0 107.3 134.6 156.1 171.9 182.1 186.8 186.3 180.7 170.0 154.3 134.0 2S/t + 0 (cfs) 0.0 2.6 5.6 9.2 15.0 24.2 37.2 54.0 75.0 100.l 129.4 157.7 179.7 195.9 206.3 211. 2 210.7 204.9 193.9 177.9 157.0 OUTFLOW (cfs) 0.00 2.52 4.84 6.39 7.31 8.11 8.81 9.39 9.97 10.57 11.06 11.50 11.82 12.01 12.13 12.20 12.19 12.11 11.98 11.80 11.49 ELEVATION (ft) 288.70 288.83 288.96 289.10 289.22 289.33 289.44 289.54 289.64 289.75 289.87 289.96 290.03 290.08 290.11 290.12 290.12 290.10 290.07 290.02 289.96 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 3 Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC50PST .HYD Outflow Hydrograph: C:\PONDPACK\CC500UT .HYD Starting Pond W.S. Elevation = 288.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation = 26.52 cfs 12.20 cfs 290.12 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 0 cu-ft 5,972 cu-ft 5,972 cu-ft 0.0 1. 0 2.0 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11. 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 x POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC50PST .HYD Outflow Hydrograph: C:\PONDPACK\CC500UT .HYD Peak Inf low = = Peak Outflow Peak Elevation = 26.52 cfs 12.20 cfs 290.12 ft Page 4 Return Freq: 50 years EXECUTED: 01-24-1995 20:44:20 Flow (cfs) 0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0 .------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 TIME (min) File: C:\PONDPACK\CCSOPST .HYD Qmax = 12.2 cf s * File: C:\PONDPACK\CCSOOUT .HYD Qmax = 26.5 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 100 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CClOOPST.HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----288. 70 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cf s) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cfs) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311.7 1.0 min. 2S/t + 0 (cf s) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111. 3 138.8 169.7 203.8 241.1 281. 5 325.8 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\CClOOOUT.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 INFLOW (cfs) 0.00 2.63 5.26 7.88 10.51 13.14 15.77 18.39 21. 02 23.65 26.28 26.28 26.28 23.65 21. 02 18.39 15.77 13.14 10.51 7.88 5.26 2.63 0.00 Il+I2 (cf s) 2.6 7.9 13.1 18.4 23.7 28.9 34.2 39.4 44.7 49.9 52.6 52.6 49.9 44.7 39.4 34.2 28.9 23.7 18.4 13.1 7.9 2.6 28/t -0 (cfs) -0.0 -2.4 -4.1 -3.7 0.2 7.6 19.0 34.4 53.9 77.5 105.4 134.9 163.7 189.1 208.8 222.8 231.4 234.6 232.7 225.6 213.6 196.8 175.4 28/t + 0 (cf s) 0.0 2.6 5.5 9.1 14.7 23.8 36.6 53.1 73.8 98.6 127.5 157.9 187.5 213.6 233.8 248.2 257.0 260.3 258.3 251.1 238.7 221.5 199.5 OUTFLOW (cf s) 0.00 2.50 4.80 6.35 7.29 8.08 8.79 9.37 9.93 10.54 11.04 11.51 11.91 12.23 12.50 12.69 12.80 12.84 12.81 12.72 12.57 12.34 12.05 ELEVATION (ft) 288.70 288.83 288.96 289.09 289.21 289.33 289.43 289.53 289.64 289.75 289.86 289.96 290.05 290.13 290.18 290.22 290.24 290.25 290.24 290.22 290.19 290.15 290.09 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 3 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\CClOOOUT .HYD Starting Pond W.S. Elevation 288 .70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 26.28 cfs 12.84 cfs 290.25 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = 0 cu-ft 7,426 cu-ft 7,426 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12.2 13.3 14 .3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 x * POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\CClOOOUT.HYD Peak Inf low Peak Outflow = Peak Elevation = 26.28 cfs 12.84 cfs 290.25 ft Page 4 Return Freq: 100 years EXECUTED: 01-24-1995 20:44 :20 Flow (cfs) 0.0 3 .0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0 .------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\CClOOPST.HYD Qmax = 12.8 cf s File: C:\PONDPACK\CClOOOUT.HYD Qmax = 26.3 cf s MISCELLANEOUS STRUCTURES Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: CIRCUIT CITY Comment: DETENTION BASIN OUTFALL PIPE Solve For Actual Slope Given Input Data: Diameter ......... . Manning's n ...... . Discharge ........ . Depth ............ . Computed Results: Channel Slope .... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.00 ft 0.014 13.00 cfs 2.00 ft 0.0038 ft/ft 4.14 fps 3.14 sf 1. 30 ft 0.0067 ft/ft 100.00 % 13.00 cfs 13.98 cfs FULL Open Channel Flow Module, Version 3.12 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 CIRCUIT CITY GRATE INLET ANALYSIS Q=4.82*Ag*y(l/2) SQR. FT. OPENING = 2.28 SQR. FT. OPENING = 2.13 ELEVATION DEPTH Q ELEVATION DEPTH Q y (ft.) cf s y (ft.) cf s 288.70 0.00 0.00 288.70 0.00 0.00 289.00 0.30 6.02 289.00 0.30 5.62 289.25 0.55 8.15 289.25 0.55 7.61 289.50 0.80 9.83 289.50 0.80 9.18 289.75 1. 05 11.26 289.75 1. 05 10.52 290.00 1.30 12.53 290.00 1.30 11.71 290.25 1. 55 13.68 290.25 1. 55 12.78 290.50 1. 80 14.74 290.50 1. 80 13.77 290.75 2.05 15.73 290.75 2.05 14.70 291. 00 2.30 16.67 291. 00 2.30 15.57 291.25 2.55 17.55 291. 25 2.55 16.39 291. 50 2.80 18.39 291. 50 2.80 17.18 291. 75 3.05 19.19 291. 75 3.05 17.93 DEVELOPMENT PERMIT PERMIT NO. 271R FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Resubdiv;sion of Timber Ridge Addition 3rd Installment Vol . 911Page477, 3.0936acres, R. Carter AB SITE ADDRESS: 1003 Harvey Road OWNER: Circuit City Store, Inc. DRAINAGE BASIN: Wolf Pen Creek TYPE OF DEVELOPMENT: This permit is valid for the site clearing, grading and building constru ction of Circuit City Store, Inc. as indicated on approved plans. The owner must obtain permission from the Texas Department of Transportatfon before any construct; on can take place within the right-of-way of Highway 30. Construction of the drainage structure within SH30 right-of-way shall be in conformance with revised plans and TxDot's permit. No lan e closures unless Traffic Control Plan is submitted and approved prior to construction. The Contractor shall provide, in stall and ma;ntain erosion control measures in accordance with approved eros;on control plans and the City's eros;on contro l requirements, whichever is more restrictive. The Contractor shall take all necessmy precautions to prevent silt and debris from leaving the imm ediate construction site and entering city streets or area cree ks in accordance with the City of College Station Dra;nage Policy and Design Criteria. Contractor shall assure that establishm ent of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. Contracto r shall be responsi ble for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as prevention of erosion and removal of siltation or sedimen tation resulting from the permitted work. This permit expires s;x months from the date of issuance . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, me asures shall be taken to in sure 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. development shall be in accordance with the plans and specifications submitted to and oved by the City Engineer in the development permit application for the above named project a d all of the c d a d ordinances of the City of College Station that apply. e Date f Contractor Date Owner/ Agent Date DEVELOPMENT PERMIT PERMIT NO. 271 -£ FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Resubdivision of Timber Ridge Addition 3rd Installment Vol. 911 Page 477, 3.0936 acres, R. Carter A8 SITE ADDRESS: 1003 Harvey Road OWNER: Circuit City Store , Inc. DRAINAGE BASIN: Wolf Pen Creek TYPE OF DEVELOPMENT: This permit is valid for the site clearing,~ading and building construction of Circuit City Store, Inc. as indicated ow::Iroved plans with the exception of the drainage stnicture within the Highway 30 right-of-way. The owner mus obtain permission from the Texas Department/)/ Transportation before any co struction can takP. nlnce within th e ri ght-of-way of Highway 3cn The COi approve restricti leaving with the that estc. tempora properti. preventi1 work. This pen It measures not be de Y"'n ,\ n (: f/ r{ A1 .In i·~ .~rosion control measures in accordance with ~...xJ\J l ~ l.JJuvt1 c;J) on control requh·ements, whichever is more ~~ precautions to prevent silt and debris from ~ . -j-:~ g city streets or area creeks in accordance ~-.1 O ~ Vl"" ~ i.. 1d Design Criteria. Contractor shall assure ' 1 u-f\,-\'vv ~ • -'"'' .. -~· . )Val of any silt fencing or hay bales used for . . L 9_ '' • responsible for any damage to adjacent A~ ~1-<J:j .... ~ ' ~ 1 vy machinery and/or equipment as well as iJf , .. J 01~ ~ iedi mentation resulting from the permitted ~~~~~1-ce.~~~~- ~ ~ ~ (J1r.J ~ rQ oJfo ~ Ordinances of the City of College Station, s" 1D (Ov0 t,6\J:;·. v5f ~~ --?.s~r:uction , erosion, and sedimentation shall --~-=-"---= ____ 0 _ .~,.,1ht1es . 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 a oved by the City Engineer in the development permit application for the above named project a d ll of the codes an ordinances of the City of College Station that app ly. Owner/ Agent Date .,.. . DEVELOPMENT PERMIT PERMIT NO. 271 ft- FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Resubdivision of Timber Ridge Addition 3rd Installment Vol. 911 Page 477, 3.0936 acres, R. Carter AB SITE ADDRESS: 1003 Harvey Road OWNER: Circuit City Store, Inc. DRAINAGE BASIN: Wolf Pen Creek 'I~ ~ ' TYPE OF DEVELOPMENT:"'f.O).: -- This permit is valid for the site eklilri1tg lilnti: g1 adi7ig associated with the construction of Circuit City Store, Inc. as indicated on approved plans. The Contractor shall provide, install and maintain erosion control measures in accordance with approved erosion control plans and the City's erosion control requirements, whichever is more restrictive. The Contractor shall take all necessary precautfons to prevent silt and debris from leaving the immediate construction site and entering city streets or area creeks in accordance with the City of College Station Drainage Policy and Design Criteria. Contractor shall assure that establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as prevention of erosion and removal of siltation or sedimentation resulting from the permitted work. This permit expires six months from the date of issuance. 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. development shall be in accordance with the plans and specifications submitted to and p oved by the City Engineer in the development permit application for the above named project all of the codes a d ordinances of the City of College Station that apply. ive Date Contractor Date Owner/ Agent Date ( C112cu ti o-r'( ] --..... I -. --.. ---·---------·-·-·-·- I ---·----·------- ------------------------·· --------- ----------··--~----- FILE NOTE Date: December 18, 1995 To: DDP File -Circuit City L:_;JS From: Steve Homeyer Graduate Engineer I spoke with Richard Hernandez this morning about the concerns Engineering and Planning have in regard to this location. They are as follows: 1 . The new curb sections need fire lanes repainted. 2. The detention pond needs to be graded properly and reseeded when complete. 3. Lower the concrete flume at the west end of the parking lot. 4. Tie-in at the concrete drive in front of the store needs to be corrected. The asphalt was damaged when the drive was constructed. 5. The loading area needs to be screened as shown on the approved plans. Richard Hernandez can be reached at (214)244-3998. cc: Veronica Morgan Sabine Kuenzel > nc.~ 1 t.t< ENGINEERING COMPANY 7607 Eastmark Drive Suite 250 COLLEGE STATION, TEXAS 77840 PHONE (409) 693-1100 FAX (409) 696-2143 DA)E 4•U:,,- JOB NO . ATTENTION RE : WE ARE SENDING YO LJ-8J Attached D Under separate cover via __________ the following items: COPIES D Shop drawings D Copy of letter DATE NO. D Prints D Plans D Change order ct . l ~\'TC. c4 . 1 ~~V/Sc · THESE ARE TRANSMITTED as checked below: D For approval D Approved as submitted D For your use D Approved as noted ~ As requested D Returned for corrections D For review and comment D D FOR BIDS DUE 19 REMARKS :opy TO ____________________ _ 6> 40"/o Pre-Consumer Content • 1 O"lo Post-Consumer Content IOUCI 240-2 /Nlfljsf Inc., Groton, Ma 01411 D Samples D Specifications DESCRIPTION D Resubmit __ copies for approval D Submit __ copies for distribution D Return __ corrected prints D PRINTS RETURNED AFTER LOAN TO US I Texas Department of Transportation P.O . BOX 3249 •BRYAN, TEXAS 77805 -3249 • (409) 778-2165 March 16, 1995 Ms. Veronica Morgan, P. E. Development Services City of College Station P. 0. Box 9960 College Station, Texas 77842-0960 Ref: Utility Permit for Circuit City SH 30 (Harvey Road) at Rhett Butler Dear Ms. Morgan: Attached are the three (3) copies of the referenced utility permit for revision with the following comments: 1) A traffic control plan is required, as per TMUTCD, for proposed construction within the SH 30 right-of-way. If it is anticipated that a traffic lane will be closed during site improvements, a traffic control plan covering this contingency should be submitted prior to the beginning of construction. 2) .The grate inlet located north of SH 30 that is proposed to be capped shall be modified to serve as a junction box with a manhole ring and cover (min. 24-inch) provided for maintenance access (see attached). 3) The loading dock drain line (10" PVC) shall be connected beyond the existing grate inlet/storm sewer system. Suggest tie-in at the outfall structure (OS-l)(see attached). If you have any questions concerning this matter, please call. JOP/bja Attachments c c : Delmar L. Smith Sincerely, Patrick T. Williams, P. E. Area Engineer An Equal Oppo rtunity Employe r ACCOUNT NO. _______________ _ 323614 CITY OF COLLEGE STATION $ :xnr;P _o~-~1 s ________ , 19 46' ;;:•1veoc,tc§ttc w~~~ /(CS # d-0 0 00 Pa id by_ Check L Cash __ THANK YOU Feb 24 95 . -·-... -•""""'ill .... t:."' • ....., \.U. IU 11 :02 No.007 P.02 19045274966 P.02 .. . - F-tOH(l•'.1-tl) (Pf .. (OUS Y-iain(I) I"' •illo'-l•J Notice of Proposed Installation Utility Line on Non-Controlled Access Highway To (Iha Teu1 TraD&ponatloa Commls1lon e/o Dl1trio~ Bncmeer Teu.t Departnleut ot'Traupartatlon ,!Maos {IJUIJ(I{ • Teua The lbw will be conat:ruaed aud mahatainecl oil the hi1hwa7 ri1ht-of-wa,y u lhOWll 011. the attac:bed drawing ud lD accorda11Ce with ~o rulat, regulatioria and pollclea of the Teu.a Department at Transportation (TxDO'l'), and eJl gvTemlnJ laq1 moludlng wt ut limited m the •:rederal Cleu Water Aet," tho "Pecleral End&Dprod. Speoiu Act," and the "Federal Hiatorlc: Preatl"fttlon AeL .. u~ reQUNl by 'hDOT, proof or compliance with all 1onnaiD1 lawa, ntles, a-nd rllUlatioM 'Will ha submitted to TxD0T before ClOZDIDa~m.Qt of et>utrudlon. Our firm will UH Bvat Manapnaont Pnt.atice1 to nWaimlu er09ion and llOdiDtentation resultiua' ttom the proputed lnstallatlozi, and we will roTegetat. the projeat area u iDdiuted under •:aevept&tion Special Proviaiona.• Our rum will io.sure that traft\v Cdllb'ol meuurea complyi'DI with applicable portion.a of. tho Tuoa /rltJAllOl of Uniform Troff,,. Co11lrol ll.r1i.ca 1rill be tn1talllld and JD.ahitaintd £or \he durat.lon 0£ tbi• buttallatlon. The Joeatton and dttc:rlption otthe propoaed liue and appvtcnancea i• mo.re fully abown by ___,,6 ......... ____ eoIQPlet.e &eta or drawia.rs attached t.o thW notice. By ligniq below, I certify that Jam •uihoricecl to repre1ent conclltionsfpro'rialou included in t.lUa pmnlt. Phone No . "'lib ~ S~7-"\oO 6 ..... TOTFL P.02 Circuit C:ily Stor<:8. In<:. 9960 May/;:n rJ fJrivc Hic/1111<111c/, \1/\ ?::1?:(j. 711()4 February 24, 1995 Ms. Veronica Morgan College Station Development Services College Station, TX Via Fax 709. 764.3498 RE: Circuit City -College Station #1624 Dear Ms. Morgan: Feb 24 95 11:02 No.007 P .01 Enclosed p lease find the executed Notice of Proposed Installation as requested . Please call if you have any questions on the above. S i ncerely, CIRCUIT CITY STORES, INC. -t-¢ ~ ~--1 M ichael G . Tussey Construction Document Administrator MGT/dmw cc: Marty Bruner Mike Hester -Via Fax 409.693.1075 Sean Easter Joe LaGro February 28, 1995 TxDot 1300 N . Texas Ave . Bryan, TX 77803-2760 Attn: Pat Williams CITY OF COi .I EGE STATION Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842·9960 (409) 764-3500 RE: Utility Permit for Circuit City Dear Pat, Attached are 3 copies of a Utility Permit for Circuit City on SH 30 and Rhett Butler. The developer is constructing a storm sewer outfall from his property, tying into an existing grate inlet at the western end of the property . Included are plans, a drainage report quantifying predevelopment/postdevelopment runoff from the site and a separate calculation for a 1 O" pipe which bypasses the pond . The grate inlet will be capped at this location since its necessity was to drain this site and will no longer be needed due to the subsurface drainage being constructed with this site. Please review at your earliest convenience. If you have any questions please call and I will be glad to assist you. r . Sijicerely, I : ··;~iW 'I Veronica J. . M Asst. City Engineer VM:djd n, P . E . cc : Shirley Volle, Dev. Coordinator Brett McCully, Project Mgr. Mike Hester, Hester Engineering Home of Texas A&M University --·~.., .1..c:: 14 FR0'1 f-ESTER ENGil'EERll'G CO. TO 18045274866 P.02 Figure XII Development Permit City of CoUeee Station, T~as • ~~VlSiO"") ~ ll.Ulf"elL ~IJ boom~ '3~ ~' Site Legal Description: V"'-qu f'~· 4-17. ~ Ac,ib 'J2.~ A. f:;J . . / tlq nt• "t'L..61-SD 1:rz. · Site Owner:Ullc:VlT ~ SdazB J 1Nc., Address: B~ \{& ~·~ Telephone:~ • QZ1• 4tiz2 Contractor: ---------~~- Date Application Filed: 'Z. • !7 • q e> Address'.tkfl' lit:ifMU-14 LE-C.S.~ 11t:4. Telephone No:"Pl ~ UM Address: ~----~~----- Te 1 e phone No:---------- Approved :----------- pplication is hereby made for the following development specific \ILllterway alterations; t.!Jb SI?&,. D Application Fee D Signed Certifications 0 Drainage and erosion control plan, with supporting Drainr1.ge Report two (2) copies each. 0 Site and Construction Plans, with supporting Drainage Report two (2) oopics each. 0 Other: -~-----------~----~-------~- ACKNOWLEDGMENTS: I, Vl,(1~ (a• fk._Tlfl.. • design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with th rrent requirernenu of the Ci1y of College Station, Texas City Code, Chapter 13 and its associ e Drainage Policy and Design Standards . OE l.J..>C;J> ~ ~l~....rT / Slrv.>C..\IO~ • Contract<:>r .. .... ,: ~''"' .· .. -~~ ... ~ ................... .. TOTR.. P.02 CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof . __ ,,,,,, --~OF 7'~ '' A~ ............. ~•• .... ~ .... * .. ,($\ ., f •I .. • l "' : , .. ,. '1.1r ~.: ........................... J'I. ,'! MIC HAEL G . HEST ER f.,4.•~•.'!••••H••~•H••H .. H•1·~ f,."'.. 69'4 04 41 r~·P\1°) I ,,Q 0 ,,., I • ..., • ~ dV,,::,,.'1,; f ~A-. ·,.~·G/Si~~ .• -v ·~ ~i' I:' ••• • •• '"" ,., ~ .. " ~·s . -·· ... (. ~..., -'~\~ 10NA \.. ;_--"''";.'~·~'- Engineer No. 69104 CIRCUIT CITY CERTIFICATION TABLE OF CONTENTS DRAINAGE ANALYSIS INTRODUCTION EXISTING DRAINAGE BASIN DESCRIPTION PROPOSED DRAINAGE DRAINAGE FACILITY DESIGN CONCLUSION DRAINAGE AREA MAP 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) PREDEVELOPMENT CONDITIONS POSTDEVELOPMENT CONDITIONS VOLUME CALCULATIONS OUTFALL STRUCTURE STORM ROUTING MISCELLANEOUS STRUCTURES CIRCUIT CITY-TABLE OF CONTENTS INTRODUCTION: DRAINAGE ANALYSIS CIRCUIT CITY STORE 1500 RHETT BUTLER DRIVE COLLEGE STATION, TEXAS JANUARY, 1995 The proposed development is located at the intersection of Rhett Butler Drive and Harvey Road (S.H. 30). The legal description is Timber Ridge Addition, Third Installment, Lots 1, 2 & 3, 3.09 acres. The proposed improvements consist of a 19,257 square foot retail building, parking lot and the associated infrastructure. The drainage area consists of 5.05 acres of grassland and clumps of small trees. The terrain slopes with an average grade of 1. 5%. The site is zoned C-N and is being developed by Circuit City Stores, Inc. 9950 Mayland Drive, Richmond, VA 23233, (804) 527-4000. The latest Flood Insurance Rate Maps for College Station show no portion of the site contains or abuts the regulatory 100-year flood plain or floodway. The goal of this study is to provide an economic design that will effectively manage the runoff produced by a 5, 10, 25, 50 and 100 year storm by the use of a detention facility that will not increase the peak rate of discharge for the watershed and a design that complies with the City of College Station Stormwater Design Standards. EXISTING DRAINAGE BASIN DESCRIPTION: The storm runoff drains overland in a southeastern direction from University Oaks Drive and is collected by an existing grate inlet on the north side of Harvey Road. From the inlet it flows CIRCUIT CITY DRAINAGE ANALYSIS PAGE 1 OF 2 PAGES into a 42" storm sewer which discharges into an open ditch on the south side of Harvey Road. PROPOSED DRAINAGE: The proposed design will route the flow across the site and concentrate it at the detention facility. At that point it will be discharged in to the 42" storm sewer. The discharge from the basin will not exceed the predevelopment conditions for any of the design storms. DRAINAGE FACILITY DESIGN: Predevelopment discharges for the 5, 10, 25, 50 and 100 year storms were determined using the Haestead Methods Quick TR-55 rational method for computing runoff hydrographs. Detailed calculations are contained in PREDEVELOPMENT CONDITIONS. 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 inflow to the detention facility and outflows from the detention facility. Detailed calculations are contained in POSTDEVELOPMENT CONDITIONS. A summary of the results of all discharge calculations is presented in Table One. 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 works and a 6" freeboard is provided to the top of berm. CONCLUSION: This project is in compliance with the City of College Station Stormwater Design Standards. CIRCUIT CITY DRAINAGE ANALYSIS PAGE 2 OF 2 PAGES TABLE ONE CIRCUIT CITY JANUARY, 1995 PREDEVELOPMENT RUNOFF CONDITIONS AREA NO. 1 RUNOFF I c I 0.3 AREA (ACRES) 5.05 POSTDEVELOPMENT RUNOFF CONDITIONS AREA NO. 1 2 PREDEVELOPMENT 5 YEAR 11. 67 RUNOFF IC I 0.9 0.3 RUNOFF 10 YEAR 13.03 POSTDEVELOPMENT RUNOFF 5 YEAR 10 YEAR 18.73 20.92 AREA (ACRES) 1. 53 3.52 (CFS) 25 YEAR 15.00 (CFS) 25 YEAR 24.09 DETENTION BASIN PEAK OUTFLOW (CFS) 5 YEAR 10 YEAR 25 YEAR 10.83 11. 26 11. 89 DETENTION BASIN PEAK ELEVATION 5 YEAR 10 YEAR 25 YEAR 289.81 289.91 290.05 50 YEAR 16.51 50 YEAR 26.52 50 YEAR 12.20 50 YEAR 290.12 DETENTION BASIN TOTAL STORAGE IN POND (CF) 100 YEAR 290.25 5 YEAR 10 YEAR 25 YEAR 50 YEAR 100 YEAR 3066 3944 5217 5972 7426 CIRCUIT CITY -TABLE ONE I I ( I \. I \. I o r ,r:_ I lJ I I ~TREELINE C'-J,,,, '\,Oj + ~SCALE: 1"=100' /",--....'-~ • l!!I • • ' " I I I I I .. I"[ 42'\RCP ., ~'\,'t) --*---- 0 O::'. >-w > O::'. <{ I DRAINAGE AREA MAP E X ISTING CONDITIONS C IRCUIT C ITY STORES, IN C ~ 1 5 00 RHETT BUTLER DRIVE JANUARY , 1995 ~ \ I 1/ ( I . I/ I I I ; I f I I SEC TION °A-A. GRATE INLET NOT TO SCALE ...... .... / GRADING AND DRAINAG E PLAN OUTFALL S TR UCTURE 1/r -1·-c- I I \ I I I I \ 0 <( 0 Cl'.'. >-w GENERAL NOTES : NO l'CAVY COUl~WCNT Ofll •TOCk .._,NO 0#" WATl'.Jlll""'--..L K ALLO'l'ICO "°'THIN 'n<IC Oft~~ QI'" 'ft.C "CM"'ININO ""'-ll:l::S. 8=";.~°""~~-~[fl' ... u.. ltOAOWAY'S et.ltAft CW MUD ANO ~lt~,!~3~~£1=..1.,~~~ TCP LA'l't:llt f:#' OftOANIC MATC"'AI.. SOl..IO SOD •U.M CW 0€-YPnoN eASIN AftCA.. ~~~~~g,~~~S CJ:'"::~c: A~~ ~flM~'f g~YTHI: .....is Ofll SCDIMCNTA'ftON ,.ENCINO. ~*£~~i~irimiT=l~~~~~T'flow ~~,~~L~~s:~~:~~f!s".:0't1/'::i~~¥INT ALL M'UO °"" ot:e•1s 0Cfl'091TCO IN THE ST'lltECTS AS A •£91.J!.. T OIF' l.~:S:~ ~"=~t~<r;:o~~'?cl~cf~.:t"o~~~~vtNO TH£ ~ OONTltACTCl'I Sl1~ et: ~-~·•LC .,.Oft MNOYll<IO Mi. SC:OIMCNT CON""'-°'-~YICl[S "'"Tl::" nu: OONS'TftVCTIOfol ,. C~TI: -0 Tl-C ~T'l::D 4Pft:AS HA V'I!: llCCN STAlllUZCO. ~ fl'A\ICM<HT DC'!...._ SM~T ~0111' COfolCl'tll:n;: NOf'CS. \ > Q'. <( I SILT FEN C E PLAC EMENT SILT FENCE CONCRETE FLUME AT DETENTION BASIN -i-\'::!';:'~(IRClUMO ·~--~:=M~ BAS IN OVERFLOW 3 /tr-1·-(f' BENCHMMt< .A. TOP OF F'IRC HYDRANT HORTHU.ST CORNER OF RHCTT -BVTL£R OR . .&NO HARV<"f ROAD . ELtv. 292 .4~ t-:::::)::=::t:::::=::=::::)::=::=rr;;;;;r;;;;:;r."Aj;:J,)-f;RAj~~""D:;J;:Nl~=~~ert.na ~ GRADING AND DRAINAGE PLAN Comp •"" lYPE 'W' MICRO STO RE # 1611 CO LLEGE STATION, TEXAS >-----+---+--------+-----< ~ --- - --!!"'99 ~:Er::- TX C2.1 PREDEVELOPMENT CONDITIONS I r . Quick TR-55 Ver.5.44 Executed: 19:20:00 S/N:l315430080 01-24-1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'c' 0 .300 Area acres 5 .05 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 7.700 v Total acres 5.05 Peak Q (cf s) 11.67 I Quick TR-55 Ver.5 .44 Executed: 19:20:00 S/N:l315430080 01-24-1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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' 0.300 Area acres 5.05 Tc (min) Wtd. IC' 10 .00 0.300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 8.600 Total acres 5.05 Peak Q (cf s) 13.01 Quick TR-55 Ver.5.44 Executed: 19:20:00 S/N:l315430080 01-24-1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' 0.300 Area acres 5.05 Tc (min) Wtd. IC' 10.00 0.300 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 9.900 Total acres 5.05 Peak Q (cfs) Quick TR-55 Ver.5.44 Executed : 19:20:00 S/N:1315430080 01-24 -1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I 0.300 Area acres 5.05 Tc (min) Wtd. IC' 10.00 0.300 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 10.900 Total acres 5.05 Peak Q (cfs) Quick TR-55 Ver.5.44 Executed: 19:20 :00 S/N:l315430080 01-24-1995 1 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX PRE DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC I 0.300 Area acres 5.05 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr Total acres -------~~------ 0. 300 ~ 5.05 1 \l/,}J. Peak Q (cf s) POSTDEVELOPMENT CONDITIONS Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 5 yr Allowable Outflow: 11.67 cfs * * 'C' Adjustment: 1.000 Required Storage: 4,269 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 18.00 cfs Inflow .HYD stored: CC5PST .HYD * ********************************************************************** I Td = 11 minutes I /-------Approx . Duration for Max. Storage ------/ x Tc= I = . Q . I . 10.00 7.700 18.73 minutes I in/hr cf s Required Storage 4,269 cu .ft. x x x x x x x x x x x x x x x x x x Return Freq: 5 yr C adj.factor: 1.00 Area (ac) : 5.05 0.48 0.48 Weighted C: Adjusted C: Td= I = Q = x 11 minutes 7.400 in/hr 18.00 cfs x 0 o o o o o o o o o o o o o o o o Q= 11.67 cfs x (Allow.Outflow) 0 x 0 0 0 13.77 minutes NOT TO SCALE x ============ x 14.52 minutes Quick TR-55 Ver .5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 13.03 cfs * 4,816 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 20.19 cfs Inflow .HYD stored: CClOPST .HYD * ********************************************************************** I Td = 11 minutes I /-------Approx. Duration for Max . Storage ------/ x Tc= I = . Q . I . I 10.00 8.600 20.92 minutes in/hr cf s I Required Storage 4,816 cu.ft. '°;· x x x x x x x x x x x x x x x x x x Return Freq: 10 yr C adj .factor: 1.00 Area (ac) : Weighted C: Adjusted C : 5.05 0.48 0.48 Td= 11 minutes I 8 .300 in/hr Q = 20.19 cfs x x 0 o o o o o o o o o o o o o o o o Q= 13.03 cfs x (Allow.Outflow) 0 x 0 0 0 13.77 minutes NOT TO SCALE x ============ x 14.55 minutes Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 25 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 15 .00 cfs * 5,473 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 23.11 cfs Inflow .HYD stored: CC25PST .HYD * ********************************************************************** Td = 11 minutes Return Freq: 25 yr /-------Approx. Duration for Max. Storage I ------/ C adj.factor: 1 .00 0 x 0 x x 0 Tc= I . Q = . I . 10.00 9.900 24.09 minutes ( in/hr cf s Required Storage 5,473 cu.ft. Area (ac) : Weighted C: Adjusted C : Td= I 5.05 0.48 0.48 x x x x x x x x x x x x x x x x x x Q = 11 minutes 9 .500 in/hr 23.11 cfs 0 0 x o o o o o o o o o o o o o o o o Q= 15.00 cfs x (Allow.Outflow) NOT TO SCALE x ============ x 13.77 minutes 14.51 minutes Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * * * * * RETURN FREQUENCY: 50 yr 'C' Adjustment : 1.000 Allowable Outflow: Required Storage : STORM DURATION = Tc for Max.Storage * 16.51 cfs * 6,006 cu.ft. * * * *--------------------------------------------------------------------* * Peak Inflow: 26.52 cfs Inflow .HYD stored: CCSOPST .HYD * ********************************************************************** F L 0 w c f s 0 0 0 Tc= I . Q . I . 0 10.00 10.900 26.52 minutes/ in/hr cf s Area (ac) : Weighted C: Adjusted C: Required Storage -----------6,006 cu.ft. 0 0 0 0 Q= 16.51 cfs (Allow.Outflow) NOT TO SCALE ============ 13.77 minutes 5.05 0.48 0.48 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 F L 0 w c f s MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 17.57 cfs * 6,512 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 26.28 cfs Inflow .HYD stored: CClOOPST.HYD * ********************************************************************** Td = 12 minutes /-------Approx. Duration for Max. Storage I ------/ Return Freq: 100 yr C adj.factor: 1.00 0 x 0 x x 0 Required Storage 6,512 cu.ft. Area (ac) : Weighted C: Adjusted C: Td= I = 5.05 0.48 0.48 x x x x x x x x x x x x x x x x x x Q = 12 minutes 10.800 in/hr 26.28 cfs 0 0 x o o o o o o o o o o o o o o o o Q= 17.57 cfs x (Allow.Outflow) NOT TO SCALE x ============ x 13 .77 minutes 15 .31 minutes Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.482 Area= 5.050 acres Tc = 10.00 minutes Adjusted C = 0.482 Td= 11.00 min. I= 7 /0 in/hr RETURN FREQUENCY: 5 year storm Output file: CC5PST .HYD I Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time increment = 1.00 Minutes Qp= 18.00 cfs Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 0.00 12.60 12.60 0.00 1. 80 14.40 10.80 3.60 16.20 9.00 • 5.40 18.00 7.20 7.20 18.00 5.40 9.00 16.20 3.60 10.80 14.40 1. 80 Quick TR-SS Ver.S.44 Executed: 19:22:1S S/N:l31S430080 Ol-24-199S CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C 0.482 Area= S.OSO acres Tc = 10.00 minutes Adjusted C = 0.482 Td= 11.00 min. RETURN FREQUENCY: 10 year storm Output file: CClOPST .HYD ~ I= 8j 30 in/hr Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time increment = 1.00 Minutes Qp= 20.19 cfs Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 0.00 14.14 14.14 0.00 2.02 16.16 12.12 4.04 18.17 10.10 6.06 20.19 8.08 8.08 20.19 6.06 10.10 18.17 4.04 12.12 16.16 2.02 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.482 Area= 5.050 acres Tc = 10.00 minutes Adjusted C 0.482 Td= 11. 00 min. I= 9.50 in/hr RETURN FREQUENCY: 25 year storm Output file: CC25PST .HYD V Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time increment = 1.00 Minutes Qp= 23.11 cfs Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 0.00 16.18 16.18 0.00 2.31 18.49 13.87 4.62 20.80 11.56 6.93 23.11 9.25 9.25 23.11 6.93 11.56 20.80 4.62 13.87 18.49 2.31 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C 0.482 Area= 5.050 acres Tc = 10.00 minutes Adjusted C = 0.482 Td= 10.00 min. RETURN FREQUENCY: 50 year storm Output file: CC50PST .HYD I=l0.90 in/hr Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 50 Year Storm Time Time increment = 1.00 Minutes Qp= 26.52 cfs Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 0.00 18.56 15.91 2.65 21. 22 13.26 5.30 23.87 10.61 7.96 26.52 7.96 10.61 23.87 5.30 13.26 21. 22 2.65 15.91 18.56 0.00 Quick TR-55 Ver.5 .44 S/N:l315430080 Executed: 19:22:15 01-24-1995 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** Weighted C = 0.482 Area= 5.050 acres Tc = 10.00 minutes Adjusted C = 0.482 Td= 12.00 min. I=l0.80 in/hr Qp= 26.28 cfs RETURN FREQUENCY: 100 year storm Output file: CClOOPST.HYD ---?·~~? Adj . factor = 1. oo · \l> () · ~~:i\1Slll"\ \S Time Minutes 0 .00 7.00 14 .00 21. 00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time increment = 1.00 Minutes ~" ~~\ Time on left represents time for first Q in each row. 0.00 18.39 21.02 2.63 2.63 21.02 18.39 0.00 5 .26 23.65 15 .77 7.88 26 .28 13 .14 10 .51 26 .28 10 .51 13.14 26.28 7 .88 15 .77 23.65 5.26 Quick TR-55 Ver .5.44 Executed : 19:22:15 S/N:1315430080 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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 , c, 0.300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. , C' 10.00 0.482 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 7.700 Total acres 5.05 Peak Q (cf s) 18.73 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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' 0.300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. IC' 10.00 0.482 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 8.600 Total acres 5 .05 Peak Q (cf s) 20.92 Quick TR -55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01 -24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where : Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff IC' 0.300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. 'C' 10.00 0.482 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 9.900 Total acres 5.05 Peak Q (cf s) 24.09 Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 19:22:15 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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' 0.300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. IC' 10.00 0.482 RETURN FREQUENCY = SO years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 10.900 Total acres 5.05 Peak Q (cf s) 26.52 Quick TR-55 Ver.5 .44 Executed: 19:22:15 S/N:1315430080 01-24-1995 1 2 CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX 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 0 .300 0.900 Area acres 3.52 1. 53 Tc (min) Wtd. I c I 10.00 0.482 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.482 11.600 Total acres 5.05 Peak Q (cf s) 28.22 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 ************************************************************************ ************************************************************************ * * * * * * MODIFIED RATIONAL METHOD ----Grand Summary For All Storm Frequencies * * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS s_l.I Area = 5. 05 acres ~r:z.. Tc = 10. 00 minutes : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 0 : : : : : : : : : : : : : : : ~~~~~~: : : : : : Frequency Adjusted Duration Intens. Qpeak Allowable Inflow Storage (years) 'C' minutes in/hr cfs cfs (cu.ft.) (cu.ft.) 5 0.482 11 10 0.482 11 25 0.482 11 50 0.482 10 100 0.482 12 18.00 11.67 20.19 13.03 ~15.00 16.51 17.57 11,883 13,328 15,255 15,912 18,919 4,269 4,816 5,473 6,006 6,512 Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 11.67 cfs Hydrograph file duration= 11.00 minutes Hydrograph file: CC5PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.482 0.482 10 7.700 5.05 Qpeak cf s 18.73 VOLUMES Inf low (cu. ft.) 11,240 Storage (cu.ft. ) 4,238 ************************************************************ Storage Maximum o.482 o.482 11 7.400 5 .o5 18.oo I 11,883 4,269 **************************************************************************** 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 6.400 5.500 4.300 5.05 5.05 5.05 15.57 13.38 10.46 14,014 3,954 16,058 2,926 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 13.03 cfs Hydrograph file duration= 11.00 minutes Hydrograph file: CClOPST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.482 0.482 10 8.600 5.05 Qpeak cf s 20.92 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 12,554 4,736 ************************************************************ Storage Maximum o.482 o.482 11 8.300 5.o5 20.19 I 13,328 4,816 **************************************************************************** 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 7.200 6.200 4.900 5.05 5.05 5.05 17.52 15.08 11.92 15,766 4,512 18,102 3,408 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:l315430080 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 15.00 cfs Hydrograph file duration= 11.00 minutes Hydrograph file: CC25PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.482 0.482 10 9.900 5.05 Qpeak cf s 24.09 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 14,452 5,452 ************************************************************ Storage Maximum o.482 o.482 11 9.500 5.o5 23.11 I 15,255 5,473 **************************************************************************** 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 8.200 7.100 5.700 5.05 5.05 5.05 19.95 17.27 13.87 17,956 5,037 20,729 3,834 Qpeak < Qallow Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 19:22:15 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 50 yr 'C' Adjustment = 1.000 Allowable Q = 16.51 cfs Hydrograph file duration= 10.00 minutes Hydrograph file: CC50PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 9.100 7.800 6.200 5.05 5.05 5.05 Qpeak cf s 22.14 18.98 15.08 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 19,926 5,677 22,773 4,186 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 19:22:15 S/N:1315430080 01-24-1995 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at Tc hydrograph recession leg. CIRCUIT CITY, HARVEY ROAD, COLLEGE STATION, TX POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 17.57 cfs Hydrograph file duration= 12.00 minutes Hydrograph file: CClOOPST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.482 0.482 10 11.600 5.05 Qpeak cf s 28.22 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 16,934 6,392 ************************************************************ Storage Maximum o.482 o.482 12 10.800 5.o5 26.28 I 18,919 6,512 **************************************************************************** 0.482 0.482 0.482 0.482 0.482 0.482 15 20 30 9.700 8.400 6.700 5.05 5.05 5.05 23.60 20.44 16.30 21,240 6,070 24,525 4,691 Qpeak < Qallow VOLUMES POND-2 Version: 5.15 S/N: 1295130055 CIRCUIT CITY, COLLEGE STATION, TX CALCULATED 01-24-1995 19:37:49 DISK FILE: C:\PONDPACK\C-CITY .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) * 0 0 0 0 307 307 31 31 288.70 '.l89.00 289.50 290.00 290.50 0.00 307 .00 5,032 .00 9,675.00 14,529.00 5,032 6,582 1,097 1,128 9,675 21,684 3,614 4,742 14,529 36,060 6,010 10,752 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 Areal,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 Areal,Area2 Volume = Lower and upper elevations of the increment = Areas computed for ELl, EL2, respectively = Incremental volume between ELl and EL2 OUTFALL STRUCTURE Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 290.50 Q (cf s) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11.2 11. 7 12.1 12.6 1 14.1 0.0 Contributing Structures 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 +1 2 +1 Outlet Structure File: C-CITY .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* Outlet Structure File: C:\PONDPACK\C-CITY Planimeter Input File: C :\PONDPACK\C-CITY Rating Table Output File: C :\PONDPACK\C-CITY Min. Elev. (ft) = 288.7 Max. Elev. (ft) = 290.5 .STR .VOL .PND Iner. (ft) Additional elevations (ft) to be included in table : * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure WEIR-XY TABLE No. 2 1 Q Table -> -> Q Table 2 1 Outflow rating table summary was stored in file: C :\PONDPACK\C-CITY .PND .1 Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed: .STR S/N : 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* >>>>>> Structure No. 2 <<<<<< j (Input Data) WEIR-XY Weir -Defined by X, Y Coordinates El (ft) =290.25 E2 (ft) =290.50 X dist. (ft ) 0 1. 52 6.52 8.04 Y elev. (ft) 290.75 290.25 290.25 290.75 Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* >>>>>> Structure No. 1 <<<<<< (Input Data) TABLE Input your own rating table. El (ft) =288.7 E2 (ft) =290.5 Constant (ft) added to each elevation was: Elev. (ft) 288.7 289 289.25 289.5 289.75 290 290.25 290.5 290.75 291 291.25 291. 5 291.75 Q (cfs) 0 5.62 7.61 9.18 10.52 11.71 12.78 13.77 14.7 15.57 16.39 17.18 17.93 Outlet Structure File: C-CITY .STR POND-2 Version: 5.15 S/N: 1295130055 Date Executed: Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* Outflow Rating Table for Structure #2 WEIR-XY Weir -Defined by X, Y Coordinates ***** Elevation (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290 .30 290.40 290.50 INLET CONTROL ASSUMED ***** Q (cf s) Computation Messages -------..-------------------------. 0.0 E < Y min= 290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.0 E < E1=290.25 0.1 W(ft)=5.304 Max. D(ft)=.05 0.8\ W(ft)=5.912 Max. D(ft)=.15 0.0 1;~~~~;~ l.,~. ~. -~ -~/-,6~. ~-:~ \ .. ¥~~ t-ff• ~\Jb--~\J ' ~- 7~, ·~/f \G>f, t~o ;1Jo, ~~ t)~ Outlet Structure File: C-CITY POND-2 Version: 5.15 Date Executed: .STR S/N: 1295130055 Time Executed: ********************************* CIRCUIT CITY, COLLEGE STATION, TX GRATE INLET ********************************* Outflow Rating Table for Structure #1 TABLE Input your own rating table. Elevation (ft) Q (cf s) Computation Messages --------------------------------------------- 288.70 0.0 288 .80 1. 9 Interpolated from input 288.90 3.7 Interpolated from input 289.00 5.6 289.10 6.4 Interpolated from input 289.20 7.2 Interpolated from input 289.30 7.9 Interpolated from input 289.40 8.6 Interpolated from input 289.50 9.2 289 .60 9.7 Interpolated from input 289.70 10.3 Interpolated from input 289.80 10.8 Interpolated from input 289.90 11. 2 Interpolated from input 290.00 11. 7 290.10 12.1 Interpolated from input 290.20 12.6 Interpolated from input 290.30 13.0 Interpolated from input 290.40 13 .4 Interpolated from input 290.50 0 .0 E = or > E2=290.5 table table table table table table table table table table table table table table STORM ROUTING • POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 5 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CC5PST .HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----288. 70 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cfs) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) 2S/t (cf s) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311. 7 1.0 min. 2S/t + 0 (cfs) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111.3 138.8 169.7 203.8 241.1 281. 5 325.8 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Pond File: C:\PONDPACK\C-CITY Inflow Hydrograph: C:\PONDPACK\CC5PST Outflow Hydrograph: C:\PONDPACK\CC50UT .PND .HYD .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 INFLOW (cf s) 0.00 1. 80 3.60 5.40 7.20 9.00 10.80 12.60 14.40 16.20 18.00 18.00 16.20 14.40 12.60 10.80 9.00 7.20 5.40 3.60 1. 80 0.00 Il+I2 (cf s) 1. 8 5.4 9.0 12.6 16.2 19.8 23.4 27.0 30.6 34.2 36.0 34.2 30.6 27.0 23.4 19.8 16.2 12.6 9.0 5.4 1. 8 28/t -0 (cfs) -0.0 -1. 7 -3.2 -4.2 -3.9 -1. 6 3.0 9.9 19.3 31. 3 46.1 61. 8 75.0 84.2 89.6 91.4 89.6 84.4 76.0 64.5 50.2 33.4 28/t + 0 (cfs) 0.0 1. 8 3.7 5.8 8.4 12.3 18.2 26.4 36.9 49.9 65.5 82.1 96.0 105.6 111.2 113.0 111. 2 105.8 97.0 85.0 69.9 52.0 OUTFLOW (cf s) 0.00 1. 76 3.42 5.04 6.14 6.94 7.63 8.25 8.80 9.28 9.70 10.17 10.49 10.68 10.80 10.83 10.80 10.69 10.51 10.25 9.83 9.34 ELEVATION (ft) 288.70 288.79 288.88 288.97 289.07 289.17 289.26 289.35 289.43 289.52 289.60 289.68 289.74 289.78 289.80 289.81 289.80 289.78 289.74 289.69 289.62 289.53 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 3 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC5PST .HYD Outflow Hydrograph: C:\PONDPACK\CC50UT .HYD Starting Pond W.S. Elevation = 288.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = = Peak butf low Peak Elevation = 18.00 cfs 10.83 cfs 289.81 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = O cu-ft 3,066 cu-ft 3,066 cu-ft 0.0 1.0 2.0 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11. 2 12 .. 2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY Inflow Hydrograph: C:\PONDPACK\CC5PST Outflow Hydrograph: C:\PONDPACK\CC50UT Peak Inf low Peak Outflow Peak Elevation = = 18.00 cfs 10.83 cfs 289.81 ft ( .PND .HYD .HYD Page 4 Return Freq: 5 years EXECUTED: 01-24-1995 20:44:20 Flow (cfs) o~ -# 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 .------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 * x TIME (min) x File: C:\PONDPACK\CCSPST .HYD * File: C:\PONDPACK\CCSOUT .HYD Qmax Qmax = 10 .8 cfs 18.0 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 10 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CClOPST .HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----288. 70 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cf s) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cfs) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311.7 1.0 min. 2S/t + 0 (cf s) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111.3 138.8 169.7 203.8 241.1 281. 5 325.8 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOPST .HYD Outflow Hydrograph: C:\PONDPACK\CClOOUT .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 INFLOW (cfs) 0.00 2.02 4.04 6.06 8.08 10.10 12.12 14.14 16.16 18.17 20.19 20.19 18.17 16.16 14.14 12.12 10.10 8.08 6.06 4.04 2.02 0.00 Il+I2 (cfs) 2.0 6.1 10.1 14.1 18.2 22.2 26.3 30.3 34.3 38.4 40.4 38.4 34.3 30.3 26.3 22.2 18.2 14.1 10.1 6.1 2.0 28/t -0 (cf s) -0.0 -1. 9 -3.5 -4.6 -3.4 0.2 6.5 15.4 27.4 42.6 60.6 79.8 96.4 108.6 116.5 120.2 119.9 115.7 107.7 96.0 80.8 62.5 28/t + 0 (cfs) 0.0 2.0 4.1 6.6 9.6 14.8 22.4 32.7 45.7 61. 8 80.9 101. 0 118.2 130.7 138.9 142.7 142.4 138.1 129.8 117.8 102.1 82.9 OUTFLOW (cfs) 0.00 1. 97 3.80 5.61 6.46 7.30 7.99 8.64 9.16 9.60 10.13 10.59 10.90 11.08 11. 20 11. 26 11. 26 11.19 11.07 10.89 10.61 10.19 ELEVATION (ft) 288.70 288.80 288.91 289.00 289.11 289.21 289.31 289.41 289.49 289.58 289.67 289.76 289.83 289.87 289.90 289.91 289.91. 289.90 289.87 289.82 289.76 289.68 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 3 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOPST .HYD Outflow Hydrograph: C:\PONDPACK\CClOOUT .HYD Starting Pond W.S. Elevation = 288.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 20.19 cfs 11.26 cfs 289.91 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 3,944 cu-ft 3,944 cu-ft POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOPST .HYD Outflow Hydrograph: C:\PONDPACK\CClOOUT .HYD Peak Inf low = Peak Outflow Peak Elevation = 20.19 cfs 11. 26 cfs 289.91 ft Page 4 Return Freq: 10 years EXECUTED: 01-24-1995 20:44:20 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 0.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- - * ti" * o~ 1. 0 2.0 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 - 11. 2 - 12.2 - 13.3 - 14.3 15.3 - 16.3 - 17.3 - 18.4 - 19.4 - 20.4 - * TIME (min) * * ~ * 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 x File: C:\PONDPACK\CClOPST .HYD * File: C:\PONDPACK\CClOOUT .HYD Qmax Qmax = 11. 3 cf s 20.2 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 25 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CC25PST .HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow Storage = CONDITIONS----288. 70 ft 0.00 cfs 0 cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cfs) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cf s) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311.7 1.0 min. 2S/t + 0 (cfs) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111.3 138.8 169.7 203.8 241.1 281.5 325.8 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC25PST .HYD Outflow Hydrograph: C:\PONDPACK\CC250UT .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 INFLOW (cf s) 0.00 2.31 4.62 6.93 9.25 11. 56 13.87 16.18 18.49 20.80 23.11 23.11 20.80 18.49 16.18 13.87 11. 56 9.25 6.93 4.62 2.31 0.00 Il+I2 (cfs) 2.3 6.9 11. 6 16.2 20.8 25.4 30.1 34.7 39.3 43.9 46.2 43.9 39.3 34.7 30.1 25.4 20.8 16.2 11. 6 6.9 2.3 28/t -0 (cf s) -0.0 -2.1 -3.8 -4.1 -1. 7 3.6 12.2 24.2 39.9 59.0 81. 6 105.8 126.9 142.9 154.0 160.3 162.0 159.1 151.7 140.1 124.4 104.6 28/t + 0 (cfs) 0.0 2.3 4.8 7.8 12.0 19.1 29.1 42.3 58.9 79.1 102.9 127.9 149.7 166.2 177.6 184.1 185.8 182.8 175.3 163.3 147.0 126.7 OUTFLOW (cfs) 0.00 2.22 4.28 5.96 6.90 7.71 8.42 9.02 9.53 10.08 10.63 11.04 11.38 11.64 11.79 11.87 11.89 11.85 11.76 11.60 11. 33 11.02 ELEVATION (ft) 288.70 288.82 288.93 289.05 289.16 289.27 289.37 289.47 289.57 289.66 289.77 289.86 289.94 289.99 290.02 290.04 290.0 290.04 290.02 289.98 289.93 289.86 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 3 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC25PST .HYD Outflow Hydrograph: C:\PONDPACK\CC250UT .HYD Starting Pond W.S. Elevation = 288.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation 23.11 cfs 11.89 cfs 290.05 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 5,217 cu-ft 5,217 cu-ft 0.0 1. 0 2.0 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12.2 13 .3 14.3 15.3 16.3 17.3 18.4 19.4 20 .4 POND-2 Version: 5.15 S/N: 1295130055 Page 4 Return Freq: 25 years - - - - - - - - - - - - Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC25PST .HYD Outflow Hydrograph : C:\PONDPACK\CC250UT .HYD Peak Inf low = Peak Outflow = Peak Elevation 23.11 cfs 11.89 cfs 290 .05 ft EXECUTED: 01 -24-1995 20:44:20 Flow (cfs) 0.0 2 .0 4.0 6.0 8.0 10 .0 12 .0 14.0 16.0 18.0 20.0 22.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- * x* * x* V'o~ 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: C:\PONDPACK\CC25PST .HYD * File: C:\PONDPACK\CC250UT .HYD Qmax Qmax = 11. 9 cfs 23.1 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 50 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CC50PST .HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation Outflow = Storage = CONDITIONS----288. 70 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cfs) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cfs) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311. 7 1.0 min. 2S/t + 0 (cfs) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111.3 138.8 169.7 203.8 241.1 281. 5 325.8 POND-2 Version: S.lS S/N: 129Sl300SS EXECUTED: Ol-24-199S 20:44:20 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CCSOPST .HYD Outflow Hydrograph: C:\PONDPACK\CCSOOUT .HYD Page 2 Return Freq: SO years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 s.o 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 lS.O 16.0 17.0 18.0 19.0 20.0 INFLOW (cf s) 0.00 2.6S S.30 7.96 10.61 13.26 lS.91 18.S6 21. 22 23.87 26.S2 23.87 21. 22 18.S6 lS.91 13.26 10.61 7.96 S.30 2.6S 0.00 Il+I2 (cf s) 2.7 7.9 13.3 18.6 23.9 29.2 34.S 39.8 4S.l S0.4 S0.4 45.1 39.8 34.S 29.2 23.9 18.6 13.3 7.9 2.7 2S/t -0 (cf s) -0.0 -2.4 -4.1 -3.6 0.3 8.0 19.S 3S.2 SS.l 79.0 107.3 134.6 1S6.l 171.9 182.1 186.8 186.3 180.7 170.0 1S4.3 134.0 2S/t + 0 (cfs) 0.0 2.6 S.6 9.2 lS.O 24.2 37.2 S4.0 7S.O 100.1 129.4 1S7.7 179.7 19S.9 206.3 211. 2 210.7 204.9 193.9 177.9 1S7.0 OUTFLOW (cf s) 0.00 2.S2 4.84 6.39 7.31 8.11 8.81 9.39 9.97 10.S7 11.06 11. so 11.82 12.01 12.13 12.20 12.19 12.11 11. 98 11. 80 11.49 ELEVATION (ft) 288.70 288.83 288.96 289.10 289.22 289.33 289.44 289.S4 289.64 289.7S 289.87 289.96 290.03 290.08 290.11 290.12 290.12 290.10 290.07 290.02 289.96 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED : 01 -24-1995 20:44:20 Page 3 Return Freq : SO years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CCSOPST .HYD Outflow Hydrograph: C:\PONDPACK\CCSOOUT .HYD Starting Pond W.S . Elevation = 288.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 26.52 cfs 12.20 cfs 290.12 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 0 cu-ft 5,972 cu -ft 5,972 cu -ft 0.0 1. 0 2.0 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11. 2 12.2 13.3 14.3 15.3 16.3 17.3 18 .4 19.4 - - - - - - - - - - - POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CC50PST .HYD Outflow Hydrograph: C:\PONDPACK\CC500UT .HYD Peak Inf low = Peak Outflow Peak Elevation = 26.52 cfs 12.20 cfs 290.12 ft Page 4 Return Freq: 50 years EXECUTED: 01-24-1995 20:44:20 Flow (cfs) 0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- * /o~ * * 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: C:\PONDPACK\CC50PST .HYD Qmax = 12.2 cfs POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 1 Return Freq: 100 years *************************************** * * * CIRCUIT CITY, COLLEGE STATION, TX * * * * * * * * * *************************************** Inflow Hydrograph: C:\PONDPACK\CClOOPST.HYD Rating Table file: C:\PONDPACK\C-CITY .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS----288. 70 ft 0.00 cfs O cu-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 290.10 290.20 290.30 290.40 OUTFLOW (cfs) 0.0 1. 9 3.7 5.6 6.4 7.2 7.9 8.6 9.2 9.7 10.3 10.8 11. 2 11. 7 12.1 12.6 13.1 14.1 STORAGE (cu-ft) 0 1 9 30 84 197 394 697 1,128 1,671 2,298 3,015 3,828 4,742 5,753 6,857 8,055 9,352 Time increment (t) = 2S/t (cfs) 0.0 0.0 0.3 1. 0 2.8 6.6 13.1 23.2 37.6 55.7 76.6 100.5 127.6 158.0 191.7 228.5 268.4 311.7 1.0 min. 2S/t + 0 (cfs) 0.0 1. 9 4.0 6.6 9.2 13.8 21. 0 31. 8 46.8 65.4 86.9 111.3 138.8 169.7 203.8 241.1 281. 5 325.8 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\CClOOOUT.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 INFLOW (cfs) 0.00 2.63 5.26 7.88 10.51 13.14 15.77 18.39 21.02 23.65 26.28 26.28 26.28 23.65 21. 02 18.39 15.77 13.14 10.51 7.88 5.26 2.63 0.00 Il+I2 (cf s) 2.6 7.9 13.1 18.4 23.7 28.9 34.2 39.4 44.7 49.9 52.6 52.6 49.9 44.7 39.4 34.2 28.9 23.7 18.4 13.1 7.9 2.6 28/t -0 (cfs) -0.0 -2.4 -4.1 -3.7 0.2 7.6 19.0 34.4 53.9 77.5 105.4 134.9 163.7 189.1 208.8 222.8 231.4 234.6 232.7 225.6 213.6 196.8 175.4 28/t + 0 (cf s) 0.0 2.6 5.5 9.1 14.7 23.8 36.6 53.1 73.8 98.6 127.5 157.9 187.5 213.6 233.8 248.2 257.0 260.3 258.3 251.1 238.7 221. 5 199.5 OUTFLOW (cfs) 0.00 2.50 4.80 6.35 7.29 8.08 8.79 9.37 9.93 10.54 11.04 11.51 11.91 12.23 12.50 12.69 12.80 12.84 12.81 12.72 12.57 12.34 12.05 ELEVATION (ft) 288.70 288.83 288.96 289.09 289.21 289.33 289.43 289.53 289.64 289.75 289.86 289.96 290.05 290.13 290.18 290.22 290.24 290.25 290.24 290.22 290.19 290.15 290.09 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 01-24-1995 20:44:20 Page 3 Return Freq : 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\CClOOOUT.HYD Starting Pond W.S. Elevation = 288.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 26 .28 cfs 12.84 cfs 290.25 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond O cu-ft 7,426 cu-ft 7,426 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 x * POND-2 Version: 5.15 S/N: 1295130055 Pond File: C:\PONDPACK\C-CITY .PND Inflow Hydrograph: C:\PONDPACK\CClOOPST.HYD Outflow Hydrograph: C:\PONDPACK\CClOOOUT.HYD Peak Inf low = Peak Outflow Peak Elevation = 26.28 cfs 12.84 cfs 290.25 ft Page 4 Return Freq: 100 years EXECUTED: 01-24-1995 20:44:20 Flow (cfs) 0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0 . ------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\CClOOPST.HYD Qmax = 12.8 cf s File: C:\PONDPACK\CClOOOUT.HYD Qmax = 26.3 cf s MISCELLANEOUS STRUCTURES Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: CIRCUIT CITY Comment: DETENTION BASIN OUTFALL PIPE Solve For Actual Slope Given Input Data: Diameter ......... . Manning's n ...... . Discharge ........ . Depth ............ . Computed Results: Channel Slope .... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.00 ft I 0.014 13 .00 cfs 2.00 ft 0. 0038 ft/ft ../ 4.14 fps / 3.14 sf 1. 30 ft 0.0067 ft/ft 100.00 % 13.00 cfs 13 .98 cfs FULL Open Channel Flow Module, Version 3.12 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 CIRCUIT CITY / GRATE INLET ANALYSIS Q=4.82*Ag*y(l/2) SQR. FT. OPENING = 2.28 SQR. FT. OPENING = 2.13 ELEVATION DEPTH Q ELEVATION DEPTH Q y (ft.) cf s y (ft.) cf s 288.70 0.00 0.00 288 .70 0.00 0.00 289.00 0.30 6.02 289 .00 0.30 5.62 289.25 0.55 8.15 289.25 0.55 7.61 289.50 0.80 9.83 289.50 0.80 9.18 289.75 1. 05 11.26 289.75 1. 05 10.52 290.00 1.30 12.53 290.00 1.30 11.71 290.25 1. 55 13.68 290.25 1. 55 12.78 290.50 1. 80 14.74 290.50 1. 80 13.77 290.75 2.05 15.73 290.75 2.05 14.70 291. 00 2.30 16.67 291. 00 2.30 15.57 291. 25 2.55 17.55 291. 25 2 .55 16.39 291. 50 2.80 18.39 291. 50 2.80 17.18 291. 75 3.05 19.19 291.75 3.05 17.93 FEB-03-1995 09:57 FROM HESTER ENGINEERING CO. TO 7643496 P.02 *** •************************************************************************** * * • * * * * KYPIPE Computer Analysis of Flow in Pipe Networks * KYPIPE S/N * HMVersion * Date * Time * Input file * Output file: * * 5.00 * 2/03/95 * 8:35:48 * CCITY2.KYP * CCITY2.out * * • * * ******************************************************************************** i-/B x x x x xxxxxx x x x x x x x x x x x x xxxx x x xxxxxx x x x x x x x x x x x x xxx x x x x x xxx xxxxxx x x x x xxxxxx x x x &QuL~ii~~w /~ u cfu ~ -1w we(_ ~~ I xxxxxxx x x xxxxx x x xxxxxxx }JJJ\}._. uW) 'L-Do O (j~ -. -· .. e ............................................. . . .. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . ... . . . . Full Microcomputer Implementation by Haestad Methods, Inc. :::::::::::::::::::::::::;::::::::::::::::: : : : : : : : : : : :.: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 FEB-03-1 995 09:57 FROM HESTER ENGINEERI NG CO. TO 7643 496 P.03 ... FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS . LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE (FEET) (INCHES) 1 0 1 5.0 6.0 93 .0 3.80 510.90 2 1 2 400.0 6.0 93.0 1.80 3 2 3 99.0 8.0 150.0 2 .40 4 3 4 50.0 6.0 150.0 3 .80 5 3 5 67.0 8.0 150.0 .30 6 5 6 30.0 8.0 150.0 1.80 7 2 7 385 .0 6.0 93.0 . 3 0 8 7 8 54.0 12.0 96.0 2 .00 9 8 9 22.0 6.0 93.0 3.80 10 8 0 5.0 12.0 96.0 .30 512.45 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 296.00 1 2 2 .00 289.80 2 3 7 3 .OO J 292.00 3 4 s 4 1200.00 302.00 4 s .oo I 292.00 5 6 6 1500.00 ' 322.00 6 7 .00 286.00 7 8 8 .00 J 286.00 8 9 10 9 1000.00 293.00 9 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD 3 VALUES ARE OUTPUT FOR MAXIMUM AND MINIMUM PRESSURES THIS SYSTEM HAS 10 PIPES WITH 9 JUNCTIONS I O LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY -.00020 CIRCUIT CITY, COLLEGE STATION, TX RHETT BUTLER DRIVE AND HARVEY ROAD SPRINKLER @ 1500, ON SITE FH @ 1200, HARVEY FH @ 1000 PIPE 1 2 3 NO. NODE 0 1 2 NOS. 1 2 3 FLOWRATE 1266.42 1266 .42 2700.00 HEAD LOSS PUMP HEAD 1. 07 . 00 85.42 .00 8. 73 . 00 MINOR LOSS 12.18 5.77 11.07 VELOCITY HL/1000 14.37 213.55 ~~-'-213. 55 17.23 88.20 vero+y FEB-03-1995 09:57 FROM HESTER ENGINEERING CO. TO 7643496 P.04 4 3 4 1200.00 3.99 .00 10.94 13.62 79.74 5 3 5 1500.00 1. 99 .00 .43 9.57 .29.70 6 5 6 1500.00 .89 .00 2.56 9.57 29.70 7 2 7 -1433.58 -103.44 .00 -1. 23 -16.27 -268.68 8 7 8 -1433.58 -.47 .00 -.51 -4.07 -8.66 9 8 9 1000.00 3.03 .00 7.60 11. 35 137.89 10 8 0 -2433.58 -.12 .00 -.22 -6.90 -23.08 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE l .00 497.65 296.00 87.38 2 .00 406.46 289.80 SO.SS 3 .00 386.66 292.00 41. 02 4 1200.00 371. 74 302.00 30.22 5 .oo 384 . .24 .292.00 39.97 6 1500.00 380.79 322.00 25.48 7 .00 511.13 286.00 97.56 8 .00 512.11 286.00 97.98 9 1000.00 501.48 293.00 90.34 MAXIMUM PRESSURES 8 .oo 512.11 286.00 97.98 7 .00 511.13 286.00 97.56 9 1000.00 501.48 293.00 90.34 MINIMUM PRESSURES Vo~ 6 1500.00 380.79 322.00 25.48 4 1200.00 371. 74 302.00 30.2.2 5 .00 384.24 292.00 39.97 '?' THE NET SYSTEM DEMAND "' 3700.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE l 1266.42 10 2433.58 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES ; THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES ***** KYPIPE COMPLETED ***** 3700.00 .00 FEE-03-1995 09=58 FROM HESTER ENGINEERING CO. TO 7643 496 P.05 ******************************************************************************** * * KYPIPE S/N * * KYPIPE * HMVersion 5.00 * * * Date 2/03/95 * * Computer Analysis of Flow in * Time 8:37:05 * * Pipe Networks * Input file CCITY2 .KYP * * * Output file: CCITY.2 .out * * * * * * * ******************************************************************************** x x x x xxxxxx xxx xxxxxx xxxxxxx x x x x x x x x x x x x x x x x x x x x xxxx xx x x x xxxxxx x xxxxxx xxxxx x x x x x x x x x x x x x x x xxx x xxxxxxx ............................................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . Full Microcomputer Implementation by Haestad Methods, Inc. ... . . . ::::::::::::::::::::::::::::::::::::::::::: ............................................. . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 FEB-03-1995 09=58 FROM HESTER ENGINEERING CO. TO 7643496 P.06 FLOWRATE rs EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE {FEET) {INCHES) l 0 1 5.0 6.0 93.0 3.80 510.90 2 1 2 400.0 6.0 93.0 1. 80 3 2 3 99.0 8.0 150.0 2.40 4 3 4 50.0 6.0 150.0 3.80 5 3 s 67.0 8.0 150.0 .30 6 s 6 30.0 8.0 150.0 1.80 7 2 7 385.0 6.0 93.0 .30 8 7 8 54.0 12.0 96.0 2.00 9 8 9 22.0 6.0 93.0 3.80 10 8 0 5.0 12.0 96.0 .30 512.45 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .oo 296.00 1 2 2 .00 289.80 2 3 7 3 .00 292.00 3 4 5 4 1400.00 302.00 4 5 .00 j 292.00 5 6 6 1500.00 322.00 6 7 .00 286.00 7 8 8 .00 286.00 8 9 10 9 800.00 293.00 9 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD 3 VALUES ARE OUTPUT FOR MAXIMUM AND MINIMUM PRESSURES THIS SYSTEM HAS 10 PIPES WITH 9 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY ; .00017 CIRCUIT CITY, COLLEGE STATION, TX RHETT BUTLER DRIVE AND HARVEY ROAD SPRINKLER @ 1500, ON SITE FH @ 1400, HARVEY FH @ 800 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD 1 0 l 1360.06 1. 22 .00 2 1 2 1360.06 97.49 .00 3 2 3 2900.00 9.97 .00 MINOR LOSS VELOCITY HL/1000 14.05 15.43 243.72 6.66 15.43 243.72 12.77 .51 100.68 f'a. \/eloc1ty FEE-1213-1995 1219=58 FROM HESTER ENGINEERING CO. TO 7643496 • 4 3 4 1400.00 5.30 .00 14.89 15.89 5 3 5 1500.00 1.99 .00 .43 9.57 6 5 6 1500.00 .89 .00 2.56 9.57 7 2 7 -1539.94 -118.10 .00 -1.42 -17.47 8 7 8 -1539.94 -.53 .00 -.59 -4.37 9 8 9 800.00 2.01 .00 4.86 9.08 10 8 0 -2339.94 -.11 .00 -.21 -6.64 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 495.63 296.00 86.51 2 .00 391.49 289.80 44.06 3 .oo 368 .76 292.00 33.26 4 1400.00 348.56 302.00 20.18 5 .00 366.34 292.00 32.21 6 1500.00 362.89 322.00 17 .72 7 .00 511.01 286.00 97.50 8 .oo 512.14 286.00 97.99 9 800.00 505.27 293.00 91.98 MAXIMUM PRESSURES 8 .00 512.14 286.00 97.99 7 .00 511.01 286.00 97.50 9 800.00 505.27 293.00 91. 98· MINIMUM PRESSURES 6 1500.00 362.89 322.00 17.72 · 4 1400.00 348.56 302.00 20 .18 ~ C)~ 5 .00 366.34 292.00 32.21 ~ THE NET SYSTEM DEMAND = 3700.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER l 10 FLOWRATE 1360.06 2339.94 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 3700.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES ~ .00 ***** KYPIPE COMPLETED ***** P.1217 106.09 29.70 29.70 -306.76 -9.89 91.21 -21.47 TnTOI P Vl'7 f'6•~ r CITY OF COLLEGE STATION ~w FIRE DEPARTMENT February 1, 1995 Veronica Morgan Asst. City Engineer City of College Station 1101 Texas Ave Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842-0960 College Station , Texas 77840 Veronica, You requested what fire flows would be needed to provide the adequate fire protection for Circuit City on Rhett Butler Drive. To determine the fire flow (the estimated amount of water required to extinguish a fully involved building) the following calculation must be used . Fire Flow = l 8C (A o.s ) Where C = Coefficient related to the type of construction 1.5 for wood frame construction 1.0 for ordinary construction 0.9 for heavy timber type construction 0.8 for non combustible construction 0.6 for fire-resistive construction A= The total floor area From the information given about the building, the following fire flow was obtained. 18 (0.8) [ 19257 °5 ] = 1998 gpm The fire flow is increased by 12% for having a high fire hazard (high rack storage). If the fire flow is 1998 gpm then 240 (1998 x 0 .12) must be added for high fire hazard . 1998 + 240 = 2238 gpm fire flow needed for a totally involved structure. The fire flow information is referenced from the 1992 Edition Fire Protection Principal and Code Applications Manual SBCCI. If you have any questions concerning the following , please do not hesitate to call me at (409) 764-3712 . Sincerely, =-2---~ Tim Dedear Fire Protection Specialist FEE-03-1995 09:55 FROM HESTER ENGINEERING CO. TO 7543495 P.01 HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 250 COLLEGE STATION, TEXAS 77840 Ph: (409) 693-1100 Fax: (409) 696-2143 Date: ~ · ; · q $ To: V. UP~ rx ~ 1'4-·~4?l ~ Rt: c!/l.~u;r Q~ ft,,...., ~1tS;5 ~' ::it'z ~r't.l""3'"-~ l t;co lsoc .• . .' . ,·' " ' •.;i~;.,. .... • . '\ ....... . : ' Pk.N<. ~ ~ fll?w ~~1$ o.-2 Ca.t-0 · 1~lL. -x ~ ~- coytes To: 1 of / sheets FEE-02-1995 17=48 FROM HESTER ENGINEERING CO. TO 7643495 P.01 HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 250 COLLEGE STATION, TEXAS 77840 Ph: (409) 693-1100 Pai: (409) 696-2143 Date: -::z ·'2 .q:, To: 'V· 'u.c~AN f» '. ""4-·~ i¥{ ~ Re: Gri::..;11 d.~ fiiiw A,.,J.,,...1C,.l.S coyies To: 1 of Q sheets LJJ J'v"(.~c.... L)J e . -. • : I v ·( •1 • .'v,:.11 .i f;/[, 1 •\. ,, 11 rn ··,] : Lj . ·~ ( (.)-.---~ I to ~ -i.:;.: /,i_.., I -r-_ _::: ·1L------· ~ = 7\® -~' -f ---··--·-···--·~GJ 0) ( I ..... I.fl I.fl (.Jl 11 ;:o 0 3 I rn (J] ~ rn ;:o rn z G1 -ffi rn ;:o -z G1 n 0 ~ 0 -0 ISi l\J FEB-02-1995 17:49 -i FROM HESTER ENGINEERING CO. TO 7643496 P.03 ******************************************************************************** * * KYPIPE S/N * * KYPIPE * HMVersion 5.00 * * * Date 2/02/95 * * Computer Analysis of Flow in * Time 16:42:19 * * Pipe Networks * Input file CCITY2.KYP * * * Output file: CCITY2.out * * * * * * * ******************************************************************************** x x x x xxxxxx xxx xxxxxx xxxxxxx x x x x x x x x x x x x x x x x x x x x xxxx x x xxxxxx x xxxxxx xxxxx x x x x x x x x x x x x x x x x x x xxx x xxxxxxx ....................................... . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . ....... . Full Microcomputer Implementation by Haestad Methods, Inc . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . ... . . . .. . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . .. . . . . . . . . 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 FEE-02-1995 17:50 FROM HESTER ENGINEERING CO. TO 764 3496 P.05 ,. FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE (FEET) (INCHES) 1 0 1 5.0 6.0 93.0 3.80 510 .90 2 1 2 400.0 6.0 93.0 1.80 3 2 3 99.0 8.0 150.0 2.40 4 3 4 50.0 6.0 150.0 3.80 5 3 5 67.0 8.0 150.0 . 30 6 5 6 30.0 8.0 150.0 1.80 7 2 7 385.0 6.0 93.0 .30 8 7 8 54.0 12.0 96 .0 2.00 9 8 9 10.0 6.0 93.0 3.80 10 9 0 11. 0 6.0 93.0 .30 512.45 JUNCTION NUMBER DE?-WID ELEVATION CONNECTING PIPES 1 .00 296.00 1 2 2 .00 289.80 2 3 7 3 .00 292.00 3 4 5 4 1400.00 302.00 4 5 .00 292.00 5 6 6 1750.00 322.00 6 7 .00 286.00 7 8 8 .00 286.00 8 9 9 800.00 293.00 9 10 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD 2 VALUES ARE OUTPUT FOR MAXIMUM AND MINIMUM PRESSURES THIS SYSTEM HAS 10 PIPES WITH 9 JUNCTIONS , 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY .00003 CIRCUIT CITY , COLLEGE STATION, TX RHETT BUTLER DRIVE AND HARVEY ROAD PIPE NO. NODE NOS. 1 0 1 2 1 2 3 2 3 FLOWRATE 1574.73 1574 .73 3150.00 HEAD LOSS 1. 60 127.89 11.62 PUMP HEAD .00 .00 .00 MINOR LOSS 18.84 8.92 15.06 VELOCITY 17.87 17 .87 20.10 HL/1000 319.72 319.72 117.35 FEB-02-1995 17:49 ... 4 3 5 3 6 5 7 2 8 7 9 8 10 9 JUNCTION NUMBER 1 2 3 4 4 5 6 7 8 9 0 FROM HESTER ENGINEERING CO. 1400.00 1750.00 1750.00 -1575.27 -1575.27 -1575.27 -2375.27 DEMAND .00 .00 .00 5.30 2.65 1.19 -123.17 -.56 -3.20 -7.53 TO .00 .00 .00 .00 .00 .00 .00 7643496 14.89 15.89 .58 11.17 3.49 11.17 -1.49 -17.87 -.62 -4.47 -18.85 -17 .87 -3.38 -26.95 PRESSURE 84.27 27.67 15.16 2.07 P.04 106.09 39.51 39.51 -319.92 -10.32 -319.92 -684.47 5 6 7 1400.00 .00 1750.00 .00 .00 800.00 GRADE LINE 490.47 353.66 326.98 306.79 323.75 319.08 478.31 479.49 501.54 ELEVATION 296.00 289.80 292.00 302.00 292.00 322.00 286.00 286.00 293.00 13.76 ' -1.27 -~r-s. 83. 34 \ 8 9 9 1 6 4 MAXIMUM PRESSURES 800.00 501.54 .00 490.47 MINIMUM PRESSURES 1750 .00 319.08 1400.00 306.79 THE NET SYSTEM DEMAND ~ 3950.00 293.00 296.00 322.00 302.00 83.85 90.37 90.37 84.27 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 10 FLOWRATE 1574.73 2375.27 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 3950.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES ~ .00 ***** KYPIPE COMPLETED ***** WATERLINE FLOW ANALYSIS p CIRCUIT CITY STORE . · .. · 1500 RHETT BUTLER DRIVE COLLEGE STATION, BRAZOS COUNTY, TEXAS JANUARY, 1995 submitted By: Hester Engineering com;nmy · 760 7 Eastmark Drive, suite 250 college station, TX 77840 v.QV'i;t_\f~ 5 (409) 693-1100 January 25, 1995 HESTER ENGINEERING COMPANY CIVIL ENGINEERING SERVICES 7607 EASTMARK DRIVE, SUITE 250 COLLEGE STATION, TEXAS 7784-0 (409)693-1100 Mrs. Veronica Morgan, Assistant City Engineer College Station Engineering Division 1101 Texas Avenue College Station, TX 77842 Re : Circuit City Stores, Inc. 1500 Rhett Butler Drive Waterline Flow Analysis Dear Veronica, Hester Engineering Company has been hired to prepare s ite engineering and construction plans for a proposed Circuit City retail store at 1500 Rhett Butler Drive and I have prepar e d a waterline flow analysis for your review. The proposed water service to the building will consi s t of an 8" line tapped into an existing 6" line along Rhett Bu tler Drive. The proposed building will have a sprinkler system a nd I have located the fire department connection and hydrant per Tim DeDears requirements . With a flow demand of 1500 gpm for the sprinkler s y stem and 500 gpm demand on the fire hydrant the analysis r e v eals I) that the residual pressure and velocities stay wi thin acceptable limits. ~~~ ~~->,;#~~ ~~· ~l>9°cft ~ 01"'-~. ~ ~ ~ ~ ~ ~ ~ As usual this project is on a short timeline and I n e e d to obtain the development permit as soon as possible . At your earliest convenience please review the report and cont a c t me with any additional flow conditions or questions . k******************************************************************************* Ir * KYPIPE S/N * * KYPIPE * HMVersion 5.00 * * * Date 1/24/95 * * Computer Analysis of Flow in * Time 22:33:16 * * Pipe Networks * Input file CCITY.KYP * * * Output file: CCITY.out * * * * * * * ******************************************************************************** x x x x xxxxxx xxx xxxxxx xxxxxxx x x x x x x x x x x x x x x x x x x x x xxxx x x xxxxxx x xxxxxx xxxxx x x x x x x x x x x x x x x x x x x xxx x xxxxxxx ........................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Full Microcomputer Implementation by Haestad Methods, Inc . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 7 55-1666 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K F I XED GRADE (FEET) (INCHES) 1 0 1 5.0 6.0 93.0 3.80 517.14 2 1 2 400.0 6.0 93.0 1. 80 3 2 3 99.0 8.0 150.0 2.40 4 3 4 50.0 6.0 150.0 3.80 5 3 5 67.0 8.0 150.0 .30 6 5 6 30.0 8.0 150.0 1. 80 7 2 7 385.0 6.0 93.0 .30 8 7 8 54.0 12.0 96.0 2.00 9 8 0 22.0 6.0 93.0 3.80 530.00 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 296 .00 1 2 2 .00 289.80 2 3 7 3 .00 292 .00 3 4 5 4 500 .00 302.00 4 5 .00 292.00 5 6 6 1500.00 322.00 6 7 .00 286.00 7 8 8 .00 286.00 8 9 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD 2 VALUES ARE OUTPUT FOR MAXIMUM AND MINIMUM PRESSURES THIS SYSTEM HAS 9 PIPES WITH 8 JUNCTIONS I 0 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .000 0 4 CIRCUIT CITY, COLLEGE STATION, TX RHETT BUTLER DRIVE AND HARVEY ROAD PIPE NO. NODE NOS. FLOWRATE HEAD LOSS 1 0 1 938.88 .61 2 1 2 938.88 49.08 3 2 3 2000.00 5.01 4 3 4 500.00 .79 5 3 5 1500.00 1. 99 PUMP HEAD MINOR LOSS VE LOCITY HL/1000 .00 6.70 1 0.65 122.69 .00 3.17 1 0.65 122.69 .00 6.07 1 2.76 50.59 .00 1. 90 5.67 15.76 .00 .43 9 .57 29.70 6 5 6 1500.00 .89 .00 2.56 9.5 7 7 2 7 -1061.12 -59.25 .00 -.68 -12.0 4 8 7 8 -1061.12 -.27 .00 -.28 -3 .0 1 9 8 0 -1061.12 -3.39 .00 -8.55 -12 .0 4 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 509.83 296.00 92.66 2 .00 457.58 289.80 72.71 3 .00 446.50 292.00 66.95 4 500.00 443.82 302.00 61.45 5 .00 444.09 292.00 65.90 6 1500.00 440.63 322.00 51.41 7 .00 517.51 286.00 100.32 8 .00 518.06 286.00 100.56 MAXIMUM PRESSURES 8 .00 518.06 286.00 100.56 7 .00 517.51 286.00 100.32 MINIMUM PRESSURES 6 1500.00 440.63 322.00 51.41 4 500.00 443.82 302.00 61.45 THE NET SYSTEM DEMAND = 2000.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 9 FLOWRATE 938.88 1061.12 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 2000.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 ***** KYPIPE COMPLETED ***** 29.70 -153.91 -4.96 -153.91 c;b-1 -1 . (}~°CJ ~., /VV,~rf I IY). 1aj .Ll-~__, '1t~ ~\~ J/,'11) ~ 0 N CJbZ G).'J r-3 > \' ::. J.-~<:/VU.~) ?"Ol;::l. #j.<$1~ ::: ,J'v;i..i<OJ .ffi'l N ?CJ otj -z.x?i <(}VA 0 '-'\ ':21.J '1 cvJ:> 0 ·~ l -~ 1"3 -\71 '1... \Cj ~() .JUCiJ 4.-v101 IS:::\ i?b '/I L "YJ.0 L. z -a l ""'vvc;Ji f-t ·l,.611..~ r~=-:=---------i 1~~~:=....=1 ,_ lNC Cf"'.) ------------------- ~~•I :: I I I I -----------------0 ; I -[(~(--- : I : : ~T.~ ~ q ____ -~~~~--_'.J - ---- I ... _./. I FIRE LANE & FENCE PLAN PA.RKINC RE:QUIR£M£NTS SEWER SER\11C£ WATER SERV7CC SA US ALIT O APA .. TM[NTS c " "' " I. "' " a .« o" o.,. c: ,."' ! "'"' ~ : c: s , SITE & UTILITY PLAN BOUNDARY INFORMATION GAU.OHS "'° °""" QlUOHS ~ -.nt ...... ,,_ .. - ···--~ 0 <( 0 O:'. -ws --. ~D~--..CU ® •O WATERLINE PR OFILE SCAtE: H:1"'-JO' ~1·.3 • GE NERAL NOTES : ~ ,,.....,.,. .... I.ONO ""°1US .... os »IOll'UU..Sl1t!HCS. ~j ....... ""' 1-r IO-l.o~ 1 ., TCA :-C-c f. ltCOUtltCO) ,,... ~TAl'C 1' =."'flco r.u:c.OOICM.lrf :r-< _.,.-c BURIED C ABLE DETAIL Pltr:T SHAU. H .,...n::wor S 1H COOWO-ANCC: ~ST'IUiTION It CONTfltAC'TO" SP'tCW"ICATIONS Sl:Ai...EO .... A ""~ Of'TMl:C~. THC CON'TltACTOll SHALL VClltlFY UOSTINC '"IP£ WATE"'W.... ANO CLASSE:S ~IO .. TO ~CHot..SINO CONHEC'TION F"ITTINOS . ...U.. l"AAK .. O l.OT OIMCNSIONS TO F"ACf: UNU:Sll OTHC .. IMSC S TATCO. r--;~-r-~~-;~----je-.:::==:___S_IT-E~&~U-TLl~U=TY:::.::P::..:.:LA=N:___~~~:i~!:;tna ~ TYPE 'W' l.!IC ROSTORE I 1611 COLl£GE STATION, TEl<As 1----t-t---+---t ~ ---~ a-~:- TX c 1. 1 ( ~"' \ ~ \ \ ~ \ \ \ "" '*' l>i~ ~ ~ c/ ~\ z / POST o31 OAK _c;/ JR .c;TA TlnN/ Poet-It "' brand fax transm ittal memo """'"'1 # t I ,. • \(, IU/ 0 P!Clff I> Co . Dept . 12/29/94 ............ BESTER ENG ~ 002 /002 14:12 '6409 764 3452 COLL STA PUB UTL ,·, ... .· .. . . ··," ,., .. MAINTENANCE . 37. FLOW TEST REP.ORr .. ·. ~ .... - .. Lo~ati~n Jdnru~~1;). ± Rkeil J3t1l +er::. Da te I .I .. _J -<Jl/ 'Test Ma_d.e by -~rlo·t'(Qr: J-F• fAr-krf d-,-.(,o~Time .·.:·.~9!~Jc) .. ;·~·· ~M ."· .:~~:~;;_~.;~.iye ~··· · ·c ;·+~·~+ ~c~ n~~~-.-~~· ;-:_--·~~-~ -~·--r ·~--~ --- ~ ' -:~r. ~ • .. · : · · "": J -.. :~... ~':: -. .: .. ~'~. '·! : -.. ~:} ; :,:1:~--t·.,::. ~ · Witnes·s :·.< · · ! ' '· ~ .' ; . Consumpci.on Rate During .Te .st----------------------- : If Pumps Arfect Test. lndi~le P~;;;ps Operating ----------------- Flow Hydrants ____ A..;._, -4Doi·,_·-~3,_J-1--__ .......,_Y _______ _,~----~---- :' I/~ Size Nozzle ---~=---' .... ~!!!!.co.....--------------------- Pilot Re ading ___ ._'-.,../~£ __ Y,__,.{[ __ ~------Tot.al. gpm: _· ----- gpm_·~..,......;-·~i{)_....·'5";..__C>.c.........~~---~---~--~~-..,,-....--~_,..-- ,., i_·.>;;:· a ____ ·9.,..:...._~_j ____ ··psi ;Res i'ckia1 a_·--~-··-·~..,,.·._. ____ psi "I : '. '. ': ::/~~. •;' ·Static . ~roj~cie.~ Results : at~ p~i Aesid_uadJp-1 .. gpm · or at · : ·psi ;~~i~~ai· :. · g pm · i:n~t;;\~:::.~i!t.0 ~~iit::.:ocoW .o•+LLcor,\s:a.£.:Kt.fll~rlfr;.~til".J~;·(~,,~·Jo) • . . ' I ::···· -·. ,_.:· :Y ·. ~·~: . . .. .. ·#·:·. ::· •. ·~ • Location Map: ·Show line sizes and dista~ce to''next :er~ co~~~ted aiiie .. ShoW~~lve~ a nd hydrant branct:i ;size . Indicate North. Show flowing hycfrants~labefl{i . A.z. -i\3 .,Shovdc:ication o r Static and Aesidual-1.l!bel B · . · .. · > : · -· ·: ·. : .. · ::··:· · :.: .. ::c ... · .--;. :· .; -':· . ·· .. . .. ~ . •, .· . .-: · Indicate B Hydrant n:..31,. Spri nkler ---- . . . -•. A8u~e ·5;.~ .• :~~}~; )j;,i:';,~f;y ·· ·''. . . ~ . ' .·-_·. .···.".' FEB-27-1995 15:40 FROM HESTER ENGINEERING CO. TO 7643496 P.01 HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 250 COLLEGE STATION, TEXAS 77840 Date: 2·27.qi;, TO: v. ~llN) fl.'. ""4 . m'1 Ph: (409) 693-1100 Fai: ( 409) 693-1075 Re: QJ riaicr Li-ti ... k'.ht. lT f;i1.1'ru.m-'[)z. · 1 of / sheets FEB-23-1995 11:18 FROM HESTER ENGINEERING CO. TO 76434 96 P.01 HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 250 COLLEGE STATION, TEXAS 77840 Ph: ( 409) 693-1100 Fa!: ( 409) 693-1075 Date: 'Z · 'Z "; • q~ To: V. ~~ ~: '1'94-'*'" Re: Q.-i.'cv'tr Git.c \Ao ~Herr ?J<Jr'-e;z_ ft-~~ ~· ~'~ L:X:.vl!'.tcp m~-t PG-t~t. · · ' v. CMJ ~ (p(..11(, UJC. llN Zoe~ cF wnt:"" 1. (AN ~r -\ • ' I • ,.,. o&>f> f1,i. cc fUlJ ir c Mc.t. Tw-·~v,~t>" ~ whCJ"c. -tu ~ . i..l ~~r,)Af I l>tJO t".+-t, -r~ f)d)T ~P!{A~r.>'Tl ~v-W4!1 tu ~ tn ~T fn."1~· T~ opP ~pc..U?.4"T<~ f"./tJ.s ;x,~,iTc~ ~~~ W( ~ ~. ~i lA LuL'2 c&. -ftrL 0-~~?µA~? ~~~ ~ ot ~ ~~"'~~-\\. coytes To: I of I sheets FEB-17-1995 09=56 FR01 I-ESTER ENGll-EERI~ CO. TO 18045274866 P.02 PERMIT TO CONSTRUCT ACCESS DRIVEWAY FACILITIES \ ,1 .. \ P, ON IDGHWAY RIGHI' OF WAY ~~ fYJ~, .~. To: ~. c:-k4 ~ll\r?Ccr" • Hwy.No._ ...... ~=----·PcrmitNo . ____ _ ·-1 ~ c_1 ~. Control ~on _~~~--Uff.t t.l"F tOt~~ ~~l~ ~1oC1l:::SIMi..::~s:;_.,-~-----County P.o. ~r qq"o Oak -Z ·IT ·q5 CC?ll~ ~"'De,,., TJ'C 11o.tL.z. Dcai Su: .J ~ · The Stare Dcparuncnt of Highways and Pl.lblic Trarupornuion hereby autboru:cs you to (re) construct facili ties on the highway right of way for dcvdoprocnt af ac<:C$1 to your propcny abuniDJ Highway NQ. _,'-=--..--~----==-=------~--- in ::-rz.A~?: County. I~~~~ -saGnon er ]?;Hg TI Bu"n.A:ll. 'Dtt.1~-~"£2 S7h1<!. Bwx ?ac2J (uA-m~ ~k- ptovided you agree to and comply with the following conditions: Mr. 1. Design of facilities shall be :is follows and/ or as shown ~n sketch: C,,...~gq DEJEMnoa ft\s',N tlltrf4Ll-ftfff 1" Q..Y.,l55{l"*' (!PfUUiz 1t-sl£I. All construction and matcria1s i.b:JI be subject to inspection ~ apptov:a.l by the S~tc Dcp:anmcn t of Higlntays and Public Tn.nspormcion. 2. Maintenance of facilities coostruct.cd hereunder shall be the tesponsibility of the grantee , and the Sr:a u: Department of Highways and Public Transpon:ation reserves the right to require any chang"Q , maina:oance or rcpaiq as may be occcs· sa.cy to provide prou:ction of life or property on or ?.djaccnt t0 the W,hway. Changa in design will be made only with appl'DV1ll of the State Deparunent of High'Wll~ and Public 'rrampon:ation. 3. The grantee shall hold bannless the: Si:ate Highway and Public l'ransponation Commission and its duly appointed ageots and employca apinst any acrion for ~ISooal injury or property damage susuincd by reaso n of the exercise of thi$ permit. 4. 'fhc gruittt shall not erect any sian on or extending over any portion of the highway right of way , ltnd "YChidc service fixtures such u service pumps, vendor stantb. Olllks or waa:r hydrwtJ shill be located at least twdve (12) feet from the right of way line to ins~ that any "YChidcs serviced from thc:sc focwrcs will ~ off of the hig hway. The State Department of Highways 4nd Public T.t2.D5port:1.rion will assist u follows: this pennit shall not be vilid until grantee: signs the sra~mcm in which he agrees to comply with the conditions herein. --~~~----~~-~-~-~-~---~~~~~~~-~~~--shouldbeconmcred at lea.st twenty-four (24) houn before beginning the wo.di: authorized by thiJ permit. I (We), the un.demgned, hereby agree to accept and corotJly with the terms an con iti rion of access driveway facilities on highway right of way . t-'\ \C-"l>-..... <>" ...... s ~ -:-1 C.O...>S\ • poc. • ~-........, •...., .02 Figure XII Continued CERTIFICATIONS : (for proposed alterations within designated flood hazard areas .) A I , ~ l~ Co . tfesa:7L-, certify that any nonresidential structure on o r proposed to be on this site as part of this application is designated to prevent damage to the structure or its It of flooding from the 100 year storm . -~~ ~~'~'1-·i~~C--~~~- Date B . I, VY, l qf~L ~ ' fuTea.. , certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this app lication is at or above the base flood elevation established in the latest Federal Insurance Adminis t ration F ood Hazar dy and maps, as amended . ~~ 1.· 1 .qq, ---~~----------- Date C . I , /til~ G,' (-b~ , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of Coll Station City Code, Chapter 13 concerning encroachments of flood ways and of flo dway frin es . gmeer Date fAA l(N(OOL,. (o . tksrerz.. , do certify that the proposed alterations do not raise the level od above elevation established in the latest Federal Insurance Admi ni stration Z · L1 ·j5 Date Conditions or comments as part of approval: __________________ _ In accordance with Chapter 13 of the Code of Ordinances of the City of College Statio n, measures shall be taken to insure that debris from construction, erosion, and sediment ation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development. All development shall be in accordance w ith the plans and specifications submitted to and approved by the City Engineer for the above nam ed project. All of the applicable codes and ordinances of the City of College Station shall apply . fom >Si..WdpanUVI 0-93 FEB-09-1995 11:ss FROM HESTER ENGINEERI NG co. TO 76434 96 P.01 Date: To: Re: HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE, SUITE 250 COLLEGE STATION, TEXAS 77840 Ph: (409) 693-1100 Fai: (409) 696-2143 ' lioD !''2.. ~0 i,...,-YEJ...>St ~ 'Forz. to IA.-'~ tc. , 'f '{:t.. coyies To: 1 of 2 sheets -N I OD VI a> ;io c (;) ITI CJ < Ill -NO z :r --< 0\ c :lD > c r 0 x > z c > r COUNTY e TABLE 6. CONSTAffTS FOR USE IN FORMULA I = b/(tc+d)e Based on Weather Bureau (NWS) Techn1cal Paper No. 40 "Rainfall Frequency Atlas of the IJnUed States" 2 year -5 year ---IU year 25 year 50 year 100 year b cf e -b a-· e b d e b d e b d e b d Anderson 0.799 62 8.6--0.~t-~ -----S.8· 0.763 7e 8.8. 0.772 92 8.8 · o.744 ·93 8.8 0.740 99 8.6 Andrews 0.812 40 9.8 0.827 57 10.2 0.809 63 10.2 0.793 69 10.2 ; 0.807 84 10.2 0.804 92 9.8 Angelina 0.785 62 8.8 0.762 69 7.6 0.746 73 7.6 0.726 77 7.6 0.727 66 7.6 0.716 90 6.8 Aransas 0.821 73 9.2 0.787 77 6.5 0.753 79 8.5 0.745 88 8.5 · 0.739 95 8.5 0.725 98 9.2 Archer 0.796 49 9.2 0.783 61 8.5 0.794 74 8.5 0.789 86 8.5 · 0.792 100 8.5 0.784 111 9.2 Annstrong 0.846 52 I0.8 0.819 63 l0.4 0.820 75 10.4 0.835 95 I0.4 o.631 105 10.4 0.840 113 10.8 Atascosa 0.608 60 9.2 0.791 74 9.0 0.780 60 9.0 0.770 90 9.0 0.757 95 9.0 0.761 108 9.2 Austin 0.811 69 8.0 0.781 75 8.1 0.757 79 8.1 0.739 65 8.1 0.733 92 8.1 0.719 95 8.0 Sailey 0.833 44 9.6 0.848 62 9.0 0.777 55 9.0 0.806 72 9.0 0.819 85 9.0 0.825 101 9.8 Bandera 0.795 52 8.6 0.770 62 8.2 0.774 72 8.2 0.764 82 8.2 0.765 94 8.2 0.769 105 8.6 Bastrop 0.802 62 8.2 o.781 72 8.4 o.765 77 8.4 0.762 88 8.4 o.748 93 8.4 o.747 103 8.2 Baylor 0.600 48 9.4 0.780 59 8.8 0.797 75 8.8 0.791 87 8.8 0.801 103 8.8 0.790 112 9.4 Bee 0.815 65 9.8 0.796 78 8.7 0.762 79 8.7 0.760 92 8.7 0.748 97 8.7 0.740 103 9.8 Bell o.798 56 e.o o.760 69 a·.s 0.773 77 8.5 o.771 90 8.5 o.754 93 8.5 o.751 102 8.o Be~ar 0.798 56 8,7 0.784 70 8.7 0.779 79 8.7 0.769 68 8.7 0.756 94 8.7 0.762 107 8.7 Blanco o.792 53 8.3 0.777 65 8.4 0.776 75 8.4 0.766 65 0.4 o.758 93 8.4 o.758 104 8.3 Borden 0.810 43 9.4 0.608 58 10.2 0.802 66 10.2 0.805 80 ·. 10.2 0.7g5 87 10.2 0.794 96 9.4 Bosque 0.784 51 7.9 0.779 66 8.6 0.772 74 8.6 0.776 91 8.6 0.765 97 8.6 0.761 104 7.9 Bowie 0.768 50 7.7 0.769 64 8.0 0.753 68 8.0 0.743 76 8.0 0.742 83 8.0 0.740 92 7.7 Brazoria 0.796 69 7.8 0.751 70 8.0 0.749 80 8.0 0.730 85 8.0 0.718 90 8.0 0.696 89 7.8 Brazos o.806 65 8.o 0.785 76 8.5 o.763 so 8.5 · o.754 69 8.5. o.745 98 8.5 o.730 96 8.o Brewster 0.860 50 10.4 0.619 60 9.6 0.833 70 · 9.6 0.818 78 9.6 0.833 91 9.6 0.832 110 10.4 Briscoe 0.835 50 10.5 0.824 63 10.3 0.815 73 10.3 0.823 89 10.3 0.818 101 10.3 0.832 115 10.5 Brooks 0.828 73 9.3 0.797 80 9.1 0.769 82 9.1 0.771 97 9.1 0.746 98 9.1 0.738 99 9.3 Brown 0.775 43 7.7 0.770 57 7.6 0.763 66 7.6. 0.768 80 7.6 ·: 0.770 91 7.6 0.763 98 7.7 Burleson o.805 64 8.o o.784 74 8.4 o.763 79 8.4 o.760 90 8.4 ! o.743 97 8.4 o.739 98 8.o Burnet 0.791 51 8.1 0.773 64 8.5 0.777 75 8.5 0.769 86 8.5 : 0.758 94 8.5 0.758 103 8.1 Caldwell 0.800 60 8.2 0.785 72 8.5 0.769 77 8.5 0.764 88 8.5 10.748 92 8.5 0.749 104 8.2 Calhoun 0.810 70 8.9 0.772 73 6.4 0.760 81 8.4 0.745 88 8.4 :0.737 95 8.4 0.720 96 8.9 Callahan 0.774 42 8.2 0.767 55 8.1 0.776 68 8.1 0.770 80 6.1 ·.0.783 95 8.1 0.774 100 8.2 Cameron o.826 74 9.2 0.786 78 8.8 o.781 9o 8.8 o.760 95 8.8 io.727 93 8.8 o.730 102 9.2 Camp Carson Cass Castro _) o. 779 53 0.852 55 o. 769 50 0.842 49 8.0 0. 76l 70 10.6 0.828 65 7.7 0.768 65 10.4 0.819 56 8.8 0.761 74 10.6 0.829 77 6.3 0.750 69 9. 5 0.602 65 ) 6.8 o. 758 84 10.6 ' 0.642 97 8.3 0.746 78 9.5 . 0.827 84 8.8 o. 743 87 10.6 0.849 113 8.3 . 0.738 83 9 . 5 . 0. 829 95 8.8 0.740 94 10.6 0.840 114 8.3 0.737 91 9.5 0.823 105 I ~ \. / a.o 10.6 7.7 10.4 ~ I ISl UJ I I-> UJ UJ lJl I-> I-> lJl [I) ""Tl ;o D 3: :r: m U1 --l m ;o m z G1 -z m m ;o -z G1 n D --l D --.) (JI A w A UJ (JI ""U ISl I\) ER ENGINEERING COMPANY 7607 Eastmark Drive Suite 250 COLLEGE STATION , TEXAS 77840 PHONE (409) 693-1100 FAX (409) 696-2143 DATE '2 -~ I qs JOB NO . RE : lYLLUtT C~ > WE ARE SENDING YOU D Attached D Under separate cover via _________ the following items: > COPIES lo I i 2. *" ~ I t D Shop drawings D Copy of letter DATE NO. D Prints D Plans D Samples D Spe cifications D Change order o ____________________ _ DESCRIPTION ~STfWCTc~ 'R._p,..ns , . 'Dt::>P Af'PL-l~~non 5 \<.of'...)f_O Cq-h~ c ~"Ti" O'J.--,ei d.._V-~IN~f:. ~--12-'tS. [ca:::>$ cw.e.c.~ tz~c et fi l ~tJ('CuJ )£TS ( f.r* r -x!-, ib;-<1 t vG J .._, -:51G::>N~D <Or2.iG<N~ .nP Ti< CX;>T ~W7 .11" !Mi£1r1 'IJUSeJ1.7fS I THESE ARE TRANSMITIED as checked below : --{[] For approval D For your use D As requested D Approved as submitted D Approved as noted D Returned for corrections D Resubmit __ copies fo r approval D Submit __ copies for d i stribution D Return __ corrected pri nts D For review and comment D ----------------------- D FOR BIDS DUE _________ l9 ___ D PRINTS RETURNED AFTER LO AN TO US REMARKS-----...,...--------------------------------~ PRODUCT241).2 /NniS/ Inc.. Groton, Mm. 01471. > > HESTER ENGINEERING COMPANY 7607 Eas t mark Dr ive Suite 250 COLLEGE STATION , TEXAS 77840 PHONE (409) 693-1100 FAX (409) 696-2143 TO ~ Sfu_~ ~t ~<J . ll<DI S, 'f7' · [, s , 'lx COPIES 0 Shop drawings O Copy of letter DATE O Prints O Change order NO. JOB N O . DESCRIPTION 3. -SIT~ Q. c;,VU> CQ; NG RPN ~ Tx~T PeellVl (7 • l ~l_.h(;UAAD~ Ir 2<_(.ALJL. -r v l THESE ARE TRANSMITTED as checked below: -lb For approval 0 For your use 0 As requested 0 For review and comment 0 FOR BIDS DUE REMARKS @ 40% Pre-Consumer Content • 10% Post-Consumer Content PROOOCT140.1 (~}Ire., ""*1, Ma 01471. 0 Approved as submitted 0 Approved as noted 0 Returned for corrections 0 19 0 Resubmit __ copies fo r approval 0 Submit __ copies for d istribution O Return __ corrected pr i nts 0 PRINTS RETURNED AFTER LO AN TO US ff enclosures are not as noted, kindly n.,...,..__-., 16699 32-2-1110 32 3 353 CITY OF COLLEGE STATION $ l{)O q,(y: !: RECEIVED OF < .[J[JJ{j I PROJECT REVIEW COMMITTEE REPORT January 23, 1995 TO : Michael Hester, Hester Engineering FROM: SUBJECT : 7607 Eastmark Drive, Suite 250, College Station, TX 77840 Mike Tussey, Circuit City Stores, Inc . 9950 Mayland Drive, Richmond , VA 23233 Project Review Corruru~e Jane Kee, City Pla Veronica Morgan, stant City Engineer Charles Smith, P & Z Representative Others Attending JNatalie Thomas, Planning Techni 1 Shirley Volk, Development Coordina or Don Lusk, Electrical Line Coordinator Laverne Akin, G.T .E . Representative Parking Lot Plan -Circuit City; proposed computer sales facility to be located at 1500 Rhett Butler on lots 1, 2 and 3 of the Timber Ridge Additi on, Third Installment. The total site area is 3.09 acres and the proposed building is 19,257 square feet. (95-401) A Project Review Committee Meeting was held Wednesday, January 18, 1995 to discuss the above mentioned parking lot plan . Assistant City Engineer Morgan moved to recommend approval of the parking lot plan with the following conditions: CONDffiONS OF APPROVAL: Discretionary Items: Rhett Butler is classified as a Streetscape Street due to its function as a collector and the \~-I! __ multi-family development across the street from the proposed development. Streetscape ~ plantings including the required landscape points must be met; however, strict adherence to the 24' setback area will not be required . _(~ sidewalk is required along Rhett Butler as well as Harvey Road . .Ji.. ~he proposed concrete flume from the drainage structure to the grate inlet must be placed underground with an overflow swale. If the existing grate is useless once the new drainage structure is built, the existing grate should be capped. The alignment of both driveways (including landscaping along the frontag e of Rhett Butler) should be redesigned to buffer the trash compactor and truck loading area. PRC Report Circuit City Case #95-401 Page 2of 2 Ordinance Requirements : Site Plan R elated: /~The proposed wheel stops along the parking row fronting Harvey Road are not allowed . A curb must be installed around the perimeter of the parking lot. ~ Provide the legal description in the title block. ~ Correct the conflicts between the elevations along the Harvey Road frontage . Provide additional street trees along -Harvey Road and Rhett Butler at one tree per 25' \~ from Plant List A as required by the Streetscape Plan. If there are any existing trees along the first 24' of the property along Harvey R oad, show \ ~ proposed barricades on the plan . Comments/Concerns : The customer is responsible for 20% of the total cost of electrical service . Coordinate details with Electrical Line Coordinator Don Lusk at (409) 764-3660 . Coordinate telephone service details with G . T.E. Representative Laverne Aki n at ( 409) 821-4723 . Planning and Zoning Commissioner Smith seconded the motion to approve the site pl an with the above mentioned conditions which passed unopposed (3 -0). SUBMIT 4 COMPLETE SETS OF CONSTRUCTION DOCUMENTS WITH THE REVISED SITE PLAN ATTACHED TO CONTINUE WITH PHASE II OF THE BUILDING PERMIT PROCESS. COORDINATE FUTURE SUBMITTALS WITH DEVELOPMENT COORDINATOR SHIRLEY VOLK AT (409) 764-3570. APPEAL PROCESS: An applicant may appeal the decision of the Project Review Committee to the Planning and Zoning Commission within five days after the PRC Committee meeting . Failure to appeal the PRC action shall constitute a contractual acceptance of all conditions imposed , and a waiver and surrender of all complaints, defects, or potential invalidi ty , whether under state or federal law. An applicant appealing the decision of the PRC shall file ten copies of the final site plan as approved by the PRC, showing all changes and requirements imp osed by the PRC, and accompanied by a written explanation of those items being appealed . Until said copies are on file , no further development approval shall occur, and no further action by the Commission shall take place. An applicant may appeal only certain aspects of site plan review , an d in the absence of discretionary review by the Commission, or review pursuant to a petitio n, all other aspects of the site plan shall be final. Any notice of appeal shall state with particularity the aspects which are to be appealed . Coordinate appeal process through Development Coordinator Shirley Volk at (409) 764-3741.