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Home My WebLink About74 Development Permit 427 Conveince Store HWY 6 HWY 30\ \ \ \ \ -="·~ "\ "-~.;:---'' \ ~~.3!> \ \ \ I - ---,"\ ' .:;, ~ \ I \ ---\.'::::', \ .,......__ \ '-I .. CONCR£TE BOX CUlv<R"T \. ~ ~ " \ ' I '-----\ (BY OTHERS) ~' " .,_. \ ' \ --------' " \ ,, ' I..,. --. -------~260 -~e ... 2eo.&_ ----- -. .). \ .....__ ,....... ......... ltCTAIHINQ WALL '-------.__ ----- -----.--· ' ~ ......._ !IEE ARCH . ~ - ---~ ---- ---------~--.tser~ _I ) ' ....... \ -----........._ --~ --------------......c..:--I '\. ', \ --.._,_ '-..... --------:z'J""r(iO-----,__ "'-......._ X2 ~" . .l& -...:.._ ......_ I --L_ 280.29 ----l'<2~'·'° \ --jT.e=o~ ~.oe -------it&>--__ _ ---- ---------------~....--XC2&.l..J2 COJrIT'RACTlON .JOINTS Al 10' O.C. "V' FLUME ,_,..,e-o.c.s.w. NO'T TO SCloL.E 10·~ • ir---- < ELEVATION PLAN .. DRAINAGE STRUCTU RE OS-1 NT'S. EAST BYPASS . . ~ :· ·~ -.. ' .;,: _.: (' ~-... : '· '· ., . . •' .. I I I ;. :__:. ·-·-·~· --.. ··:'. ... ~· """" I \'.: ., Q I ------.•..•. ~ I .._ ______ ,,__.l-:,_;_-"':_:_._:_-i."-......:··~------+~-1 DRAINAGE STRUCTURE DS ·--2 SCo<L 3/tr-1 ·-<:r b I :. I I ;., N ''" , , :l/I° ... -(f" 8 . ELEVATION LOOKING SOI OPENING IN CUL\ICRT SECTION LOOKING SOU \ \ I \ \ \ ao· """2MCNT ....___ -.& \ \ INST..U.. STANDARD f1R£ lffl>IWIT AS&E"'ILY CT'IO'E HQ. , -.....;; f\J'v• -\ IN$1Jt.U.. NIE HYlllW4T Ao.oovtD FRO"' lll'ltMCCtlON or - /,_-\ \ \ \ ......... .00 .... 0 """· & "'°NT"'°E "°""- { \ \ \ \ ....\--~ l'VTVll( -\ \ \ \--.l-- \ \.--)..-- ' ..... I / fvruR£ re2IOAO _,/' / I J -\ 1.07 ' ' 1..20 \ ;:ze1.o7 + / ~ ......................... \ -.. ...... -.. \ \ ~ 1r "'TPLl'll ~ ~ ... ~,~u=~~c~ MP'Ote•UTY 0' THI: ~ 'TO ftEl'Wft.. SOUD 900 ALL MR.A'S ~ ..,. CDN.,....,.C"T'ION. \[) -r. V1 0 -r. y. ~ ? J) 0 b lll1tH GENERAL NOTES: UT/UT/~: ALL COHST'ftUCTION SHALL BE IN ACOO"~IE WITH niC CIT'r OF COU£C[ STATION STANDAAD DETAJUI ANO SPECIFICATIONS. THC CONT1¥.C'TO" ~ 11£ "E::PONS19U: "°" '114£ O<ACT LOCATION oir ALL l!:>OSTINQ ununrs ANO SHAU. CONTACT UTILITY OOMl"l<\Nr' ACP"EXNTAT!VD 441 HOURS IN AOVANOC OJ:' D~TION. tN UEU OfP 1.8 NO THE OON.,.,.UCTION MATENAL.8: INO.c.tlT'l!:D ~"1=. ~·~c~=iT~s~se~~~ ~ c~.'M'~o~·~~~~~ .. ~~t"'~~~OTMTl£8 ~tl:~DS~T'O,.:c~~E 1'0 E><ISTINO UNO<ltO~UNO ~gc;:.~£11'Jl'""'~'~£A,w'" ~slJ:.fJro~ ~~ ec ~INQI: ~~:noS~lT1~ft~B1~"~~.:c,:fN~~~ ~~ Jllillf"fD STAtt llUGULATION STAN°"""D•. THE C~ SUBMfT TO THE lfNatN ~LANS AHO S~ECl"1CATIOHS UCM --...c1Na, SMOtlttNICll~ SMtt'TlNO. SCALE:D ,,.., A ~ftOP"'E9910tw.. ENOINl!:O. ~"'°" TD IEXl!CUT10N M' 'THIE ~. T'MC CO~• t1MALL VDW'V IDOST1NQ 19~ MA.Tl:NAL ,t,HD CL.AllSICS i-"1°" TO i-~tNQ CONNl!:CTtOfr-f '1TT1NOB, I I ·~ I rJ:.: ,-... ft ..... ~ LEGEND IXISTN> ..... __. • ......asm~ 0 ~l"OLE 1111: ~~ . "'n•w£TEI' ~ -t«n10 • EXisn<C -Tift U« -------EXisn<C ~ UNC--UCIHT ~U: ---* "MtCE <-> Q.OTHD Ull£ l'O\L WOOD FDICC llllM: nJICC ~~ FDICC GAS LINC ~ UNC ~ tn'DMHT -1..Dt HEAD ~ ..... 5"HfTMV xwc• S""'1CC flllTI:" Sfft\o<tCZ: "'n• ~'IC 0 --CU"'---11--11--1,,_ --_ _....._ * • ~ ->-:--'O. ~ r~~~ro~~~ "' .. <( 0 Ill z 0 .. > ... "' ~ >-I{) ~ m "' -<C I O CL. ,.., ...... :::::E ~o ~ . c::> ...,. O> w,. .... wa><O . ..__, t-"' Cl. 5,.....'0)' • ~ (/)(/) 0 0:::--<~ ~ 0::: ~(j .. '·'-=-.._..:! SECTION r LOOKING EAST :> OUTFALL STRUCTURE SILT SEDIMENT --....···r ···~· ~ 4 • MlC CONC . l'l.UMC '1..2M.07 LOOKING SOUTH LOOKING EAST INLET X CURB ~POSED CONTOUR _;IZP.Q<L EXISTING CONTOUR ~' Pl'!OPOSED ELEVATION -t EXISTING EU:VATION x ELEVATIONS AR£ TO TOP OF CONCRETIL UNL.£SS NOTED Wl'TH TC l"OR TOP OF cu"•· CONTOU"S INTCl'VAl..S Vwr:f TOP OF llOX T/9 TOP OF WALL T /W BENCH~K TOI" 0,. tr1~ AT NO~ COR~ or srn. ELEV. 2!11.44 HAY llAL!:'S ANO Sil T f'ENC[ TO 9E USEO IN AREAS Of DRAINAGE flow. !!OTTOM fLAP MIN . DCPTH FENCE CONTROL DETENTION BASIN GENERAL NOTES: MISCELLANEOUS: Tl-<C CO~TOflt SHALL KEEP AU. "OAOWA~ CLCA1' OF MUD AND DEBRIS AT AU. Tit.IC!. IN AU. INSTANCES REMOVE TOP LA~" Of ORGANIC MATERIAL PRIOR TO SEGINNINC FlLL THC CONTRACT°"' SHALL 8£ RE:Sl"ONSIBU: l'Qlt CSTAllUSHCO HCAL THY GROUND COVERS . THE CONTRACTOR SHAU. CONTAIN ALL SEDIMCNT fROt.I Tl-tE CONS'mUCTlON ACTMTIES ON SITE BY T1-tE USE Of HAY SAL.£S OR SEDIMENTATION F'ENCINC. AU. t.IUD OR DEBRIS DEP'OSITTD IN T1-tE STl'!EETS AS A RESULT Of l!IECOt.llNG SE1'AIV.TED fROt.I llf:HICLLS OR EOUll"t.IENT LLAVING Tl-tE SrTE SHALL BE REt.10\IED fROM T1-tE STREET lt.lt.IEDIATELY. THE CONTRACT'Oft SHAU. l!E RESl"'ONlllSU: "°" REMOVING AU. SEDIMENT CONTROi. DEVICES AfTER T1-tE CONS'mUCTlON IS COMf'LETE ANO Tl-tE Pl.ANTED AREAS HAVE 9EEN STABIUZEO. EXCAVATE ANO REMOVE AU. UNSTAelL ANO/O" SATURATED SOILS l"'RIOR TO Pll'CEMENT Of ANY flLL MATERIAL O*' OONCf!ETE TO A\IOIO SETTLEMENT. AU. SnLCT '1LL AND COMPACTION SHAU. BC PLACED AND CD...,.ACTCD TO Tl-tE SPECl'1CAT10NS STATED IN T1-tE CEUTECHNtCAL REPORT PROVIDED BY TI-tE OWN!:". THE CONT!tACTOR SHALL SUllMIT TO T1-tE CITlES ENGINEERING DIVISION A TRAFFlC SW'ETY Pl.AN SHOWINC SARRICJ.0£S. LANE MARKERS. E"TC. WHEN WON<INC IN A PUBLIC "'°"°"'AV. CONCRETE: ALL ~OSED CORNERS ON S'mU~ES SHALL BE CHAM~D ::J/4". REINFORCING STEEL SHi'IU. BE l"l..ACED W1'Tl1 T1-tE CENTER or THE OUTSIDE LAYER OF SARS r' fROt.I THE S~f>GE Of Tl-tE CONCA£TE. ALL fLUMES SHAU. l!E Pl.ACED SO AS TO .ACHIEVE A Mt NIM U t.I Of 4 INCHES IN Tl-tlCKNESS UPON A 2 INCH COMPACTED SANO, OR EQUIVAU:NT CUSHION ANO A COMP.otCTCD SUQCRAOE . ALL fUJMES SHALL BE CONSTRUCTED USING CONCRETE HAVING S SACKS Of' CEMENT PER CVBIC YARD N'IO A t.llNMUt.I 28-0AY COMPRESSIVE STRENGTH Of' 3000 PSI. AU. !SmUCTU"C:S SHALL •c CON~D USING CONC"CTC -VINC e SACKS OP° CCMl:NT 1"£" CUBIC YARD ANO A MINIMUM 28 DAY COMPRESSIVL STRENCTM Of: 4000 PSI. llCINFOIK:CMENT trDll ,.LUMES S-LL CONSIST Of NO. 3 - ON 18 INCH C%NTERS IN 90'TH DIRECT!ONS. AU. CONCRETE CONNECTIONS SHALL l!tE OSTAINED l!JY DOWELS AT AU. CONNECTING f.ACES WITH NO. J SMOOTH RDNl'ORCING BA"5 ON 18 INCH CENTERS. TMESE CONN£CT10NS SHALL QE PRCMOED Wml 1/2 INCM EX"""'510N JOINT t.IATERIAL (NON EXTRUOOIC Fl~) ALONG TME ENTIRE L£NCTHS ANO SMALL K CAULK£D WITH SONNEBORN SL-1 OR AN APPROVED EQUAL Dt:PTH 0,. DOWEL IEMBCDMCNT SHALL BE A MtNIMUt.1 Of e INCHES. CONNECTIONS TO EXISTING STllVCTVl'U:3 TO !!E SAWCUT. AU. CONSTRUCTION SHAU. l!tE IN AOCORMNCE WITI-t T1-tE CITY Of COULGE STATION STAHD.lJ!O SPEClflCATIONS fOR STREET CONSTRUCTION UNLESS OTHERWISE STATED IN THE CONTRACT DOCUMENTS OR ON THE DRAWINGS. l!tlD AMOUNTS WILL INCLUO£ COSTS fO*' All INCID£NTAL WORK. '.:::::'. LI...J ~<:> ~ ~ ::r:: ,..._u....., ~ t;J ~ ~ 0 <( w ~ 0 I- 0::: z: ~ (;:j 0 >~ ~ 0::: I- <( (/) § I w fl) (.!) 0 w lO _J 0 N _J 83 0 u 0 W1 (/) _J Vl ~ <( zti cox w z t-1-:50 0 ~ . n.z ii) I-~ 0 5 (/) z w-0 CD:::> (.'.)I-m <o 4:(§ ::::> u zo II) w Vl -....J =>o 4'.w t-l")<!>N gjcr ~b~~ ~~ .J CD 0 0:: < w • (.'.)~ 0 1-Z a:: o::O <-zo ~ ()~ ->-t-~I ~ oVl n::w o::w <( <(j (.'.)er I IW Li: ~-' Q:'. .J 0 ~ u Star HQ. ! ~ I ~ C1 ~ I Ii • 0 .. _.,. SECTION LOOKING EAST JTFALL STRUCTURE lcw..lJ ;)/---1·-4' SILT SEDIMENT ~POSED CONTOUR ~zj.Q<L EXISTING CONTOUR --3ZP- PROPOSED ELEVATION + EXISTING lil.£VATION x ELEVATIONS ARE TO TOP O~ CONCRETk UNLESS NOTED WITH TC '°"' TOP' OF CU"'•· CONl'OUl'IS IN'Tfl'VAl..S VN'O' TOP' Of' 90X T/9 TOP Of' WAU. T /W 1...UUKI N U 11.'.Y ~ AND SILT l"D'ICE TO llE USED IN AREAS or DRAINAGE n..ow . NATURAL CROUNO llU"'1' llOTTOM f'\..AP MIN . OCP'™ FENCE CONTROL l'IE'OUl"ED SOU TH DETENTION BASIN -..:: 1/r•1 '-CT LOO KI NG EAST INLET GENERAL NOTES : MISCELLANEOUS: THC co~ SHAU. KCEP ALL "'CIAOWAYS c~ OF MVO ANO DEll"IS AT ALL TIMES. IN ALL INSTANCES "EMOVE TOP l.AY!:l'I or ORGANIC MATERIAL PRIOR TO BECINNIHC FILL THC ~ s~ •c l'IE!ll"ONSIBL£ "'°" CSTMIUSHCD HEALTHY CROUNO COVERS. THE OONTRACTOl'I SHALL CONTAIN ALL SEDIMENT l'"ROM THE CONSTl'IUCTION ACTlVITIES OH SITE 8Y n-tE USE Dr 11.'.Y BALES OR SEDIMENTATION ~NCINC . ALL MUD OR DEB"IS Dfl"OSITtO IN THE STl'IEETS AS A "ESULT Of' llECOM ING SEPMAT£D FROM V&'flCLES O" EQUIPMDIT LEAVING n-tE SITE SHALL BE REMOl/ED l'"ROM THE STRFIT IMMEDIATELY. THE ~ SHAU. llE RESl"ONSlllL£ l"O" "EMOV!NG AU. SEDIMENT CONTROl. DEVICES Al'TER THE CONSTl'IUCTION IS ~LETE ANO THE PL.ANTED AREAS HAVE BEEN STABILIZED. EXCAVATE ANO REMO\/£ AU. VNSTAllLE ANO/O" SATURATED SOILS 1"1'110" TO f'l.JIC£MENT or ANY f"lLL WITERIAL °" CONCRETE TO All'OID SETTLEMENT. ALL SCl..ECT f"lU. AND COMP'ACTION SHALL llC l"l..ACCD ANO CO-AC"n:O TO THE Sl'EClflCATIONS STATED IN THI!: CEOTECHNtCAL "Ef'Ol'IT l"ftOVIDED llY THE OWNEl'I. TttE: CONTl'IACTO" SHALL SUl!IMIT TO THE cme:s EHGIN~ING DIYISION A TRAFTIC SAFkTY PL.AN SHOWIHC BARRICADES , LANE MARKERS. CTC . WHD-1 WO~I NC IN A PU8UC "1l:Ol4D'WAY. CONCRETE: AU. EXl"OSED CO"NEl'!S OH STl'IUCTVRES SHALL BE Cw.MF'ERED :l/"'". "ElNFO"CING STEEL SHALL llE l"l.ACED WITH THE CENTE1' Dr TH[ OUTSIDE LA~ OF !IMS r f"l'IOM THE SUl'lrACE or THE CONCRETE . ALL f'l..UMES SHAU. llE Plx:ED SO AS TO ACHIEVE A MINIMUM or -4 INCHES IH n-tlCKNESS UPON A 2 INCH COMPACTED SAND. OR £QUIVALENT CUSHION ANO A COMPACTED SU9G:RAOE. AU. l'UJMES SHl\U. II[ CONSTl'IUCTm USING CONCRETE HAVING s SACKS or CEMENT PER CUBIC YARD """° A MINIMUM 28-0AY COM~ESSM STRENGTH OF 3000 PSI . ALL !STPO:UCT\Jl'CS S~ llC CONSTl'UCTl:O USINC CONC"'CTC HA\11NC II SACKS Of' CEMENT P'Cl'I CUBIC YARD ANO A MINIMUM 28 DAY COMPRESSl\IE STRENGTH ~ -4000 PSI . "ENF'Ol'ICCMENT f'O" ,-LUME11 SHAU. COMSIST 0,-NO. 3 BARS OH 18 INCH CDITERS IN llOTl-1 DIRECTIONS. ALL COHC"ETE CONNECTIONS SHALL llE OllTAINED llY DOWELS AT ALL CONNECTING rN::ES WITH NO. J SMOOTH "fJHf"Ol'ICINO 8""5 ON 111 INCH CENTERS. THESE CONNECTIONS SHAU. BE PRCMO[I) WITH 1 /2 INCH EX"-'NSION JOINT MATERIAi. (NON EXTRUOINC Fll.l.ER) AL.ONC TH£ [NT1R£ L.£NCTHS ANO SHALL 11£ CAUU<ED WITH SONNEBORN SL-1 o"' AN AP'Pl'IOVCD CQIJAL.. OCP'™ or DOWEL EMllCDMl:NT s~ II[ A MINIMUM or II INCHES. CONNECTIONS TO EXISTINC ~UC1\JRES TO llE SAWCUT. ALL OONSTl'IUC'TlON SHAU. II[ IN AOCO"o.-.NCE Wm1 THE CITY or COULGE STATION STAHDA/10 S~EClflCATIONS ro" STREET CONSTRUCTION UNLESS OTHERWISE STATED IH THE CONTl'IACT DOCUMENTS 01'1 ON THE DAAWINGS. lllD AMOUNTS WILL INCLUDE COSTS "°" ALL INCIDENTAL WORK. ~ ~ ~ ~ Q <( w ~ 0 I- 0::: z: ~ iiJ 0 ~~ ~ I- (/) § :r: w ~ 0 ow tO _, 0 N-' ~ 0 u l 0 \01 (/) ...J Vl 4: < ZG:i ex>X w z I-I-::i 0 0 ~· o..z Vi f-~ 0 ~ (j)z w-0 CD::::> (.'.) t--ID <(o <( <{ :::> (.) z8 l/) w Vl -_J :Jo <l'.w l-1"'>0N ~~ ~b~~ ~~ ...J CD 0 ~ <( w - ()~ 0 1-Z Q:: Q::O <( i= zo ~ (.)<( ->-I-~I > oVl o::w Q:: Q::w <( <( (.!) (.'.)~ I IW G: S2 ...J Q:: .J 0 i ' I ~ u Sta:T NO. ! i I ~ C1 j ~ ! Ii < Q ·e---,, ' I I 'I I EAST BYPASS FRONTAGE ::i.?~-/;~;; ,~. ~ -'.:, '• Q I I DRAINAGE STRUCTURE DS-2 '°"'-&! wr-1·-4" ROAD ,, a/I' 5~~~ 10 •c '"'1"L1.JD rr ancitS. • II' ~ ......... SECTION LOOKING EAST OUTFALL STRUCTURE SECTION LOOKING SOUTH ICM.Ls 3/r-1·~ :r.. ):> ~ ~ ?J 0 b -.. 0 ....,,., .... IOh'ICC -;--__ " GENERAL NOTES: ~ ::1-c~~~r~c.~~ ~~~~~:'=.~~ O°""""""' N:~llllDC:"'1'Anvc.. ... HOUfl!• IN AOYANOC: ~--s .. =~~~~~=~ ~~~'=t.~~-c:ITT~~ =t"'~~n>r~~C TO DOSTIHO UHOC.~ . nc ~Jt 9-,..1. _....,. ID(IST'IPfO t>tfl'll: MA--...i.. """O c~ ""IOl'I; TO ,.~...a co .... ir:CT'ION "'"""o•. LOOKING ~""'tm~"°.ft~-1'0o00.0llfl!MIVAL .... T0-1Pft>UICC, INS'IA.U..tf~M.J. ~POS[D CONTOUR ~.UJN... CXtSTINC CONTOUR -.llt-PROPOSCD [L.r.'ATION 1' O:ISTINC n.£VATION ,. [1.,CVATIONS ARC TO TOP ~ COHCR('TE UHL.tSS HCJ1LD WrTMTC~~C#'CUflt•. OONT'OUlltS IN'T'D'VAL.S VN't'f ~ ~ 90X T/'9 Toi-~ -.U. T/W ~~AT' _,lnWWU'T """"" "' ,,... Cl.LY. ::ZCl.« ~to._.r~ ~::..~ LOOKING EAST INLET ~ 11r·•·-cr GENERAL NOTES: MISCELLANEOUS: THl C~ S"""'LL l<Cl7 M.L. "Q.t.OWA~ Cl..LNI Cl" MUD lltNO OC9"1S AT AU. T\W£S, IN M...1.. INST.tiNCCS ltCMOV[ TOP l.A'l't:" CW" OftONtlC """TtNAI.. PRIOfl TO 8[CINNIMC F'ILL TWI'. ~ SMA.1..1.. •I'. Jt<Sl"'OHS191...1: l"OJt ts'TA&JSHCD HCM..TM'r CAOl.N) COVtRS. THC ~°" SHAU.. CONTMH AU. SfDMCHT n.ow THC CONSTIWC'TlON Jo.CTMTlCS OH Srt!: !JI" THC \JS( °' KA.'r' ~ Ofl $[OIWOITATK>N ft.MCINC. AU.. MUD Oft C>t!M~ ~ IN THC Slltt~ A5 A l':C'SULT or k'COMNJ: l!U-MATID mow VD11ClLS Ofll courwDlT LU<.w.IG TkC S/'Tt SHA.U.. ec l':CWOVCC ~ THC S'Tlt!ZT 1Wwa>l4TtLY. 1"C OOffT1'ACT'OI': SHAU. M'. ltO~ rott l':DIOVINO AU. SfDIMCNT CON'T1'0l. OC'V'ICts AFTtJt TliE. CONS"mUCTION IS ~ N>10 THC Pl.AHTCO A"CAS KA.'-< MCN ST.talUZtD. ~~~ ~~ ~ 'i:5Th~ ='~~Tt~~Oll.S~HT. AU. SQ..l'.CT riu.. A.HD ~ACno.. 9-W.1. •C: ~l'.D AHO COMP'ACTCD 1'0 THC S~CWlCATIOHS STATtO IN nil!: OEOT[CHNl(.AL IU'.r'Ofin' ~0\.106) ltf' TttC O'llfN~. rte: C~ SHAU. SUeMIT TO THE cmr:s CNOIHCE1'1NO 01VSK1N A TlUFflC SAFtt'r' F'LAH SMOWIHC 8NUttCAOCS0 LAH( MAA..:CRS., C'TC. WM~ WOll'll<INC IN A ~UC ~AT. CONCRETE: H.J. DPOSC> OOftHOH OH S1lWCT\.IM:S 9tWJ.. 9C C~CO :J/4". ltt>W'OftCING STtr::L S>W..1. 8( ~cc Wmt THC C(NTtllt or TH( OVfSI~ 1.A~ Off' OMS r f'ftOW THC l!UM'...CC OF THE: CONC1'1a"C. AU.. L'\.UMCS StWJ,,. er; P\.ACm SO "5 TO .ACHl[V( A ... NMUM OI" 4 ...C::HCS IN THICKNESS LIPOH A ::Z HCH COMPACTED SN«>. OR EQUN'At.[N'T CUSHION Nm A COMPJICTILO SU8CA.tr0(. H.J. L'\.LIMCS SfWJ.. 9C CONSlltUCT(D USNC CONeftCTt KA.VHO ~ SACKS Of' CCMCN'T PClt CV91C 'r'NltO #HO A .. ........,.. 21-0A'r' COMPl':C:SSNC STitDfOTH Olf' JOOO PSI. ..... ~ S"""'L.1.. •c: COMsnNCT"l:O U51...C OONC"rTI: ..... ,,..... e SACKS Dr CCMCNT lt>t:Jt OJ81C YA.RO J.H0 A WINMUM 28 OA.'r' OOWPRtsSN[ STJtOC'TM OF' 4000 ~. Jt~C:Mo.tT ~ .. Ww<'ll SKlt.U. CC)tfSIST OF NC), 3 ....,. OH 1 f INCH C%MTClt$ IN 901l1 DlltCCTlONS. AU. CONC"CTt CONNCCTIONS StWJ.. 9C oer~o BY OOWD...S AT .trLJ. CONNCCllNO r.t.CXS wmt HO. 3 SMOOTtt "DHroftCIHO 5"'5 ON 1• -..CH CCHTtRS. T'MCSC C°"'*"'CCTlONS SHAU.. DC ,.ROil"IOm ~/~H~~~.IO~ =~~(~UC~NQ~~ SL.-1 °" -.uo.-1tovm touA&... oc:l9TH or DO'lll'l:L. EM91DMCHT S"""'L.1.. ec ,... MIHMUW or • HCHC.S. CONN(CTIOHS 10 D:JSTlHG STRUC1Vft(3 TO K SAWCUT. AU. OONSTftVC'T'ION Sl'W.J. 9C IN AOCO~( WITH THC CfTY OF COU.LOC STATION STANOA.ltO S~EClf'IC.ATIONS l"OI': STltCU COHsntuenoN UNt.LSS OT'HCtWISC STATtO 1H TH( CONTJtt.Cl OOCVMCN'TS 01': ON THC OAAWINQS. SILT FENCE SEDIMENT CONTROL eo AMOUNTS WILJ.. INCt..UOC COSTS '°" AU. NCtOCNT~ """"-i ~en ~ <>::: I -CL.-, I ::::E ~~~ . c:::> wa><O ~<:_'.) !::~c;-0... c..::> ~en~ er:~~ -<-~es~~~ V')w....J 0 -~~:><~~ ··= ')i!.,_ ~L.....J ;:!,_I ...J en en I"") WE5 ~~~ <I--w ........ Q~£d~ ~:I:,....(.)._ ~ (,) ~~~ Ao>-'d er -~ iii~ ~ ~s § :f ~ ~ -<.!> ow 0 <O ...J ~Ng ro} ~ <( zW 50 o..z 0 w-(.'.)~ <{O ~o <{ _J crW oa:: ~tz (.'.)& zo ~~ a:: <.:>w a:: r;: ~ Ill < <XlX w z .......... Q ~. ~ ..... ~ 0 lll;:i ~ ~8 Ill w ;:,Ill ~n"2 ~b~~ 0 ..Jet::'. CD < w. 0 ,....z 0:: o::O <;:: ti ()~ &'. ~Ill < <w :r :x: (!) uW ~j 0 lJ !111:1~N11 u~ - s·rATE HIGfiWAY 30 PROJECl". 2600 l·~ARVEY RO.AD ,,......-!." t l L"( ... I."' s·TA"'"' .... ION Br"J ,6 z·oc ("'U'llNiTY t .. ~) }-~ ... c . l c . ·. . I . , ~ " · · ) ~-.. . :J · 1 I 11 I 11 II II I! 11 II I ,I ;I Ii I I 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 Cities Drainage Policy and Design Standards for the owners thereof. D FOR 1 J I • ---~:...:..:.;:~~~, S.H. 30 PROJECT · CERTIFICATION TABLE OF CONTENTS DRAINAGE ANALYSIS INTRODUCTION EXISTING DRAINAGE BASIN DESCRIPTION PROPOSED DRAINAGE DRAINAGE FACILITY DESIGN CONCLUSION DRAINAGE MAPS & DETAILS 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 S.H . 30 PROJECT -TABLE OF CONTENTS INTRODUCTION: DRAINAGE ANALYSIS S.H. 30 PROJECT 2600 HARVEY ROAD COLLEGE STATION, TX MAY, 1996 The proposed development is located at the intersection of Harvey Road (S.H. 30) and the East Bypass (S.H. 6) frontage road. The legal description is Harvey Road East Subdivision, Lot 3. The proposed improvements include a 3200 square foot building, parking area and the associated infrastructure. The drainage area consists of 1.22 acres of grassland. The east side of the site adjoins a private access driveway to the Furrows store and the north side of the site adjoins the Furrows store parking lot. The south and west sides adjoin Harvey Road and the East Bypass, respectfully. At present the site has a large unlined channel crossing the center of the site however a large concrete box culvert will be installed to reclaim the site for development. The terrain slopes toward the channel with an average grade of about O. 5%. The latest Flood Insurance Rate Maps show that a portion of the lot is in the regulatory 100-year flood plain. The site is zoned commercial and is being developed by Andy and Dawn Springer, (409) 690-0828. The goal of this study is to provide an economic design that will effectively manage the runoff produced by a 2, 5, 10, 25 and 100 year storm by the use of a detention facility that will not increase the peak rate of discharge for the watershed and a design that complies with the City's Stormwater Design Standards. S.H. 30 PROJECT-DRAINAGE ANALYSIS PAGE 1 OF 3 PAGES EXISTING DRAINAGE BASIN DESCRIPTION: The runoff from the 1. 22 acre site is managed within the boundaries of the site which sheetflows toward the unlined channel. Once the sheetf low reaches the channel the water travels along the channel, goes under the Furrows access road, along a lined channel to Harvey Road and outfalls into Carter Creek. The peripheral drainage along the west side of the site is routed by open ditch along the frontage road toward the unlined channel. The drainage along the south side is managed by an open ditch along Harvey Road which routes the water to Carter Creek. The drainage along the east side of the site flows along the Furrows access road and into the unlined channel. The drainage along the north side of the site flows into the Furrows parking lot, through a storm drain system and into the lined channel on the other side of the Furrows access drive. PROPOSED DRAINAGE: The proposed design will route the runoff across the site and concentrate it at the proposed detention facility. At this point i t will be metered out and discharged into the proposed concrete box culvert and from there it will travel along the lined channel toward Carter Creek. The proposed concrete box culvert and a drainage study of the unlined channel was prepared by Civil Design Services, Inc., (CDS)*. The outlet flowline of the basin was placed above the drainage studies BFE to preclude any tail water effect in the basin. The discharge from the basin will not exceed the predevelopment conditions for any of the design storms. The basin was designed to accommodate the proposed improvements per the Hester Engineering Company (HEC) grading S.H. 30 PROJECT-DRAINAGE ANALYSIS PAGE 2 OF 3 PAGES plan of May, 1996 and further development of the site will require the basin to be enlarged. Access from the site to the frontage road will require the installation of a culvert. The drainage area is approximately 0.73 acres and a 24" RCP pipe is proposed. DRAINAGE FACILITY DESIGN: Predevelopment discharges for the 2, 5, 10, 25 and 100 year storms were determined using the Haestead Methods Quick TR-55 rational method for computing runoff hydrographs. Detailed calculations are contained in PREDEVELOPMENT CONDITIONS. Post-development discharges were determined utiliz i ng the same h ydrography 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 . A 0.5 foot freeboard is provided in the basin. CONCLUSION: This project is in compliance with the City's Stormwater Design Standards. *100 year f l ood plain water surface elevations were determined and a concrete box culvert was designed by Civil Des i gn Services , Inc. , (CDS) , 5 75 Spencer Lane, San Antonio, TX 782 01-203 0, ( 210 ) 736-3188 and signed by Kenneth R . Rothe , P .E. S.H. 30 PROJECT-DRAINAGE ANALYSIS PAGE 3 OF 3 PAGES TABLE ONE S.H. 30 PROJECT MAY, 1996 PRED EVELOPMENT RUNOFF CONDITIONS AREA RUNOFF NO . 'C' PERVIOUS 0.3 AREA (ACRES) 1. 22 PREDEVELOPM EN T RUNOFF (CFS) 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 2 .31 2.81 3 .16 3.61 4.26 POSTD EVELOPMENT RUNOFF CONDITIONS AREA RUNOFF AREA NO. I C ' (ACRES ) PERVI OUS 0.3 0.58 IMPERVIOUS 0.9 0 .64 POSTD EVELOPMEN T RUNOFF (CFS) 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 4.72 5 .77 6.47 7.39 8.73 BASIN DESIGN DET ENTION BASIN PEAK OUTFLOW (CFS ) 2 YEAR 5 YEAR 10 YEAR 25 YEAR 1 00 YEAR 2.30 2.75 3 .04 3 .45 4.00 DETENTION BASIN PEAK ELEV A TION 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 256.98 257.13 257.23 257.37 257.55 DETENTION BASIN TO TAL STORAGE IN POND (CF) 2 YEAR 5 YEAR 10 YEAR 25 YEAR 100 YEAR 1563 2 0 33 234 6 2 7 97 3451 S.H . 30 PROJECT -TABLE ONE DRAINAGE MAPS & DETAILS S.H. 30 PROJECT L OCATION F SITE ---- GRADING & DRAINAGE PLAN ~I CHAEL C. HESTER, P.E. & FIRE HYDRANT RELOCATION DETAILS §.IHI.» IP'IR<O>JJJE<C1I' HESTER ENGINEERING CO~PANYl--l------------r---, HARVEY ROAD EAST SUBOMSION LOT J RICHARD CARTER LEAGUE ABSTRACT 8 COUEGE STATION, BRAZOS COUNiY. TEXAS 2601 HARVEY ROAO COl.LEGE STATION, TEXAS ~E~AS~~?R~~AiU~j~4~5J-B ~t--------------r----, (4-09) 693-1100 "'(409) 693-1075·~+-------------r----, \ ; I --------- \ \ \ ~ \ \.J' -"<:) \ < 9 \ \ \ \ \ \ \ \ L 9 CONC~fe FL.LIME 298~15.f. 2?15.f. 1445.f . 2?15.f. '?0'2:?2 5.f . 1Mt'E:RVIOU5 194 5.f . 221 5.f. 18?9 5.f, 2214 5 .f. PE:RVIOU5 219?8 5.f . IMPE'.RVIOU5 2?281 5.f. P~RVIOU5 "il PRIVAfe K£J55 'llR.11/eWAY ~UIWINa 1.22 All<e5 ?:?2:?9 5.f' 298~15.f. fA51 l?YPA55 f RONfALlf ROAD PfRVIOU5 -V5-IMPfRV IOU5 5.H .?O PROJfCI MAY, 1996 \ \ \ \ "0 "0 ~______,,, ~~ 0 ~ ~ \\'< ~ + \ x (> x259.0 ~e.GT · .. J .. • ... ··.·.~ 12" #3@ 18"0.C.B.W. CONTRACTION JOINTS AT 1 O ' O.C. 4'-0" 2'-0" C L 4" TH K. CONCRETE W/#3@18" O.C.B .W. ,, V' FLUME NOT TO SCALE 4 10·-o" 18"RCP ELEVATION e. • ----- ----- - - - - --"---._ - • I> • [:j> • -=-==~~~~--.--~=-~--------- [> • I> • • I> ,. PLAN ·• FLOW c) 3'-6" DRAINAGE STR U CTU RE DS-1 NTS. 5nH . ?O PROJfC f 2601 HARV~Y ROAD co ~~~a~ 51 A110N, fX MAY, 1996 4'-0" 4'-0" 6" .3 '-0" #4@1 2"0.C.B.W . .3'-0" 7" EL. 258 . .35 ... . ~. DETENTION BASIN . . • ~--1--+--., ."" ':.t 100 Y R . FLOOD WSL.._._0 +-----------< EL.257 .20 _) _......._ ~ I ~ • I n N 6" 11 .3 /4" .••. -'If' •.. I . · 1 .. ~~~ L ".. _J .. • -~~~7 FLOW ol -+-~-- --+--+-· -.• y~~,, I '" ··1 0(~~ .... ···~~ --+---<-..._ ~ ~'« . ~::{ /'Vz.Vz.Vz.«<~ ''0-.)/'};V'-' 6 1 /2 " OPENING ELEVAT I ON L OOKING SOUTH c) FL255 .75 SECT I ON LOOKING E AST 1 B O X CULVERT 1 00 YR. FLOOD WS EL ----1_ BOX CULVERT (NOT THIS CONTRACT) DOWEL OUTFALL STRUCTURE TO BO X CULVERT OU TF AL L STRUCTUR E SCALE : .3 /8"=1'-0" 51H. ?O PROJrCI 2601 HAJ<vt;Y l<OAI? c o~~~a ~ 51 A fl ON, -rx MAY, 1996 --- .• .. . . -----~ . . I • I ' . I . FLOW I 0 I ------. .. I . . 6" 6'-6" 6" 6" #4@12"0 .C .B.W. 6" 6 " DRAINAGE STRU C TURE DS-2 SCALE: 3 /8" = 1 '-0" 5aHo ?O PROJfCI 2601 HARV~Y ROAD CO l ~~u~ 51 A110NJ IX MAYJ 1996 6" b I ~ ROCK RIPRAP (COMMOt 6-18" GRADATION T X DOT ITEM NO. 432 DRY. OR AN APPROVEC EQUAL. 7'-0" 4 '-0" GALVANIZ E D OF CUR B 6"Xl 2"X6"" R OCK GROUTED IN P LACE (OR AN A P P R OVED EQUAL) 4 ' WIDE CONC. FLUME FL256.07 CONC. FLUME PIPE TO BE FILLED W/CONCR ETE SET IN CONCRETE 1 2" DIA. X 1 8" D EE P CURB LOOKING SOU TH LOOKING EAST DET E NTION BASIN INLET SCALE: 1/2"=1'-0" 5,H, ?O PROJfCf 2601 HARVf Y RONJ c o~~~a~ s1 A11 0N, fX MAY, 199 6 PREDEVELOPMENT CONDITIONS S.H. 30 PROJECT Quick TR-55 Ver.5.44 Executed: 22:40:19 S/N:1315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS PREDEVELOPMENT 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. PERVIOUS Runoff IC' 0.300 Area acres 1. 22 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 6.300 Total acres 1. 22 Peak Q (cf s) 2.31 Quick TR-55 Ver.5.44 Executed: 22:40:19 S/N:1315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Subarea Descr. Runoff IC' Area acres Tc (min) Wtd. 'C' Adj. I 'C' in/hr Total acres Peak Q (cfs) PERVIOUS 0.300 1. 22 10.00 0.300 0.300 7.690 1. 22 2.81 Quick TR-55 Ver.5.44 Executed: 22:40:19 S/N:1315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS PREDEVELOPMENT 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. PERVIOUS Runoff , C' 0.300 Area acres 1. 22 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 8.630 Total acres 1. 22 Peak Q (cf s) 3.16 Quick TR-55 Ver.5.44 Executed: 22:40:19 S/N:1315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = ad j * 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. PERVIOUS Runoff IC ' 0 .300 Area acres 1. 22 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 9.860 Total acres 1. 22 Peak Q (cfs) 3.61 Quick TR-55 Ver.5.44 Executed: 22:40:19 S/N:1315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS PREDEVELOPMENT 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. PERVIOUS Runoff IC' 0 .300 Area acres 1. 22 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 0.300 11.640 Total acres 1. 22 Peak Q (cf s) 4.26 POSTDEVELOPMENT CONDITIONS S.H . 30 PROJECT Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21-1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS ********************************************************************** * RETURN FREQUENCY: 2 yr Allowable Outflow: 2.31 cfs * * 'C' Adjustment: 1.000 Required Storage: 1,964 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.00 cfs Inflow .HYD stored: SH2PST .HYD * ********************************************************************** I /------- . x 0 x x Td = 24 minutes Return Freq: 2 yr Approx. Duration for Max. Storage I ------/ C adj.factor: 1.00 x x 0 Tc= I . Q . I . 10.00 6.300 4.72 minutes in/hr cf s Required Storage Area (ac) : Weighted C: Adjusted C: 1,964 cu.ft. Td= I 1. 22 0.61 0.61 x x x x x x x x x x x x x x x x x x Q = 24 minutes 4.000 in/hr 3.00 cfs x o Q= 2.31 cfs 0 x (Allow.Outflow) 0 0 NOT TO SCALE x ============ x 26.30 minutes Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21-1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment: 1.000 Allowable Outflow: 2.81 cfs * Required Storage: 2,488 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.54 cfs Inflow .HYD stored: SH5PST .HYD * ********************************************************************** I /------- x x . x Td = 26 minutes Return Freq: 5 yr Approx. Duration for Max. Storage I ------/ C adj.factor: 1.00 x x 0 Tc= I Q = 10.00 7.690 5.77 minutes in/hr cf s Required Storage Area (ac) : Weighted C: Adjusted C: 2,488 cu.ft . Td= I 1. 22 0.61 0.61 x x x x x x x x x x x x x x x x x x Q = 26 minutes 4 .720 in/hr 3.54 cfs x o Q= 2.81 cfs 0 x (Allow.Outflow) 0 0 NOT TO SCALE x ============ 0 x 28.06 minutes Quick TR-55 Ver.5.44 Executed: 22:44 :01 S/N:1315430080 05-2 1 -1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Max i mum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY : 10 yr 'C' Adjustment: 1.000 Allowable Outflow: 3.16 cfs * Required Storage: 2,880 cu .ft. * *--------------------------------------------------------------------* * Peak Inf l ow: 3 .78 cfs Inflow .HYD stored: SHlOPST .HYD * ********************************************************************** I /------- . x 0 x x Td = 29 minutes Return Freq: 10 yr Approx. Duration for Max. Storage I ------/ C adj.factor: 1.00 x x 0 Tc= I = . Q = . I . 10 .00 8.630 6.47 minutes i n/hr cf s Required Storage Area (ac) : Weighted C: Ad j usted C: 2,880 cu.ft . Td= I 1.22 0 .61 0 .61 x x x x x x x x x x x x x x x x x x Q = 29 mi nutes 5.040 in/hr 3.78 cfs x o Q= 3.16 cfs 0 x (Allow .Ou t flow ) 0 0 NOT TO SCALE x x 30.64 minutes Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21 -1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg . S .H . 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY : 25 yr 'C' Adjustment: 1.000 Allowable Outflow: 3 .61 cfs * Required Storage: 3,332 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 4.34 cfs Inflow .HYD stored: SH25PST .HYD * ********************************************************************** I /------- . x 0 x x Td = 29 minutes Approx. Duration for Max. Storage I ------/ x x 0 Tc = I . Q . I . 10.00 9.860 7.39 minutes in/hr cf s Required Storage 3,332 cu.ft. x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 25 yr C adj.factor: 1.00 Area (ac) : 1. 22 0.61 0.61 Weighted C: Ad j usted C: Td= I Q x 29 minutes 5 .790 in/hr 4.34 cfs o Q= 3.61 cfs x (Allow.Outflow) x x 30.69 minutes Quick TR -55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21 -1996 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Requ i red Storage ---- First peak outflow point assumed to occur at i nflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjus t ment: 1.000 Allowable Outflow: Requ ired Storage: 4.26 cfs * 4,001 cu.ft . * *--------------------------------------------------------------------* * Peak Inflow: 5 .06 cfs Inflow .HYD stored: SHlOOPST .HYD * ********************************************************************** I /------- . x 0 x x Td = 30 minutes Approx. Duration for Max . Storage I ------/ Return Freq: 100 yr C adj.factor: 1.00 x x 0 Tc= I = . Q = . I . 1 0 .00 11 .640 8.73 minutes in/hr cf s Required Storage Area (ac) : Weighted C : Adjusted C : 4,001 cu.ft. Td= 1. 22 0.61 0 .61 I = x x x x x x x x x x x x x x x x x x Q 30 minutes 6.750 in/hr 5.06 cfs x o Q= 4.26 cfs 0 x (Allow.Outflow ) 0 0 NOT TO SCALE x x 31.59 minutes Quick TR-55 Ver.5.44 S/N:l315430080 Executed: 22:44:01 05-21-1996 Weighted C S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** 0.615 Area= 1.220 acres Tc 10.00 minutes Adjusted C 0.615 Td= 24.00 min. I= 4.00 in/hr Qp= 3.00 cfs RETURN FREQUENCY: 2 year storm Output file: SH2PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 2 Year Storm Time increment = 1.00 Minutes Time Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 28.00 0.00 2.10 3.00 3.00 1. 80 0.30 0.60 2.40 2.70 3.00 3.00 3.00 3.00 1. 50 1. 20 0.90 1. 20 1. 50 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.70 2.40 0.90 0.60 0.30 1. 80 3.00 3.00 2.10 0.00 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 22:44:01 05-21-1996 Weighted C S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** 0.615 Area= 1.220 acres Tc = 10.00 minutes Adjusted C 0.615 Td= 26.00 min. I= 4.72 in/hr Qp= 3.54 cfs RETURN FREQUENCY: 5 year storm Output file: SH5PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time Time increment = 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 35.00 0.00 2.48 3.54 3.54 2.83 0 .35 0.35 0.71 2.83 3.19 3.54 3.54 3.54 3.54 2.48 2.12 0.00 1. 06 1. 42 1. 77 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 1. 77 1. 42 1. 06 2.12 3.54 3.54 3.19 0.71 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 22:44:01 05-21-1996 Weighted C S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** 0.615 Area= 1.220 acres Tc 10 .00 minutes Adjusted C 0.615 Td= 29.00 min. I= 5.04 in/hr Qp= 3.78 cfs RETURN FREQUENCY: 10 year storm Output file: SHlOPST .HYD Adj .factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time Time increment = 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21.00 28.00 35.00 0 .00 2.65 3.78 3.78 3.78 1.51 0.38 0.76 3.02 3.40 3 .78 3.78 3.78 3.78 3 .78 3.40 1.13 0.76 1.13 1.51 1. 89 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.02 2.65 2.27 0.38 0.00 2.27 3.78 3.78 3.78 1. 89 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 22:44:01 05-21-1996 Weighted C S .H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** 0.615 Area= 1.220 acres Tc 10.00 minutes Adjusted C 0.615 Td= 29.00 min. I= 5.79 in/hr Qp= 4.34 cfs RETURN FREQUENCY: 25 year storm Output file: SH25PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time Time increment = 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 7.00 14.00 21. 00 28.00 35.00 0.00 3.04 4.34 4.34 4.34 1. 74 0.43 0.87 3.47 3.91 4.34 4.34 4.34 4.34 4.34 3.91 1.30 0.87 1. 30 1.74 2.17 4.34 4.34 4.34 4.34 4 .34 4.34 4.34 4.34 4.34 3.47 3.04 2.61 0.43 0.00 2.61 4.34 4.34 4.34 2.17 Quick TR-55 Ver.5.44 S/N:1315430080 Executed: 22:44:01 05-21-1996 Weighted C S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS **** Modified Rational Hydrograph ***** 0.615 Area= 1.220 acres Tc 10.00 minutes Adjusted C 0.615 Td= 30.00 min. I= 6.75 in/hr Qp= 5.06 cfs RETURN FREQUENCY: 100 year storm Output file: SHlOOPST.HYD Adj .factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time Time increment 1.00 Minutes Minutes Time on left represents time for first Q in each row. 0 .00 7.00 14.00 21.00 28.00 35.00 0.00 3.54 5.06 5.06 5.06 2.53 0 .51 4.05 5.06 5.06 5.06 2.02 1. 01 4.56 5.06 5.06 5.06 1.52 1. 52 2.02 2.53 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 4.56 4.05 3.54 1. 01 0.51 0.00 3.04 5.06 5.06 5.06 3.04 Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Subarea Descr. Runoff IC' Area acres Tc (min) Wtd. 'C' Adj. I 'C' in/hr Total acres Peak Q (cfs) PERVIOUS 0.300 IMPERVIOUS 0.900 0.58 0.64 10.00 0.615 0.615 6.300 1.22 4.72 Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:l315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS 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' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.58 0.64 Tc (min) Wtd. 'C' 10.00 0 .615 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.615 7.690 Total acres 1. 22 Peak Q (cfs) 5.77 Quick TR -55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS 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 PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.58 0.64 Tc (min) Wtd. 'C' 10.00 0.615 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.615 8.630 Total acres 1. 22 Peak Q (cf s) 6.47 Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:l315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS 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' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.58 0.64 Tc (min) Wtd. 'C' 10.00 0.615 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.615 9.860 Total acres 1. 22 Peak Q (cf s) 7.39 Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21-1996 S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS 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 PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.58 0.64 Tc (min) Wtd. I c I 10.00 0.615 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0. 615 11. 640 Total acres 1. 22 Peak Q (cf s) 8.73 Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05 -21 -1996 ************************************************************************ ************************************************************************ MODIFIED RATIONAL METHOD * * * * * * ----Grand Summary For All Storm Frequencies * * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at inflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS Area 1.22 acres Tc = 10.00 minutes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency Adjusted (years) 'C' 2 0.615 5 0.615 1 0 0 .615 25 0.615 100 0.615 Duration Intens. Qpeak minutes in/hr cf s 24 4.000 3.00 26 4.720 3.54 29 5.040 3.78 29 5.790 4.34 30 6.750 5.06 Allowable cf s 2.31 2.81 3.16 3.61 4.26 VOLUMES Inf low Storage (cu. ft.) (cu. ft.) 4,320 5,522 6,577 7,556 9,112 1,964 2,488 2,880 3,332 4 ,001 Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21-1996 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000 Allowable Q = 2.31 cfs Hydrograph file duration= 24.00 minutes Hydrograph file: SH2PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.615 0.615 0.615 0.615 0.615 0.615 10 15 20 6.300 5.200 4.400 1.22 1.22 1.22 Qpeak cf s 4.72 3.90 3.30 VOLUMES Inf low (cu.ft. ) 2,835 3,510 3,960 Storage (cu.ft. ) 1,449 1,777 1,881 ************************************************************ Storage Maximum 0 .615 0.615 24 4.ooo 1.22 3.oo I 4,320 1,964 **************************************************************************** 0.615 0.615 0.615 0.615 30 40 3.500 2.900 1. 22 1. 22 2.62 I 2.17 4,725 1,953 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21-1996 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 2.81 cfs Hydrograph file duration= 26.00 minutes Hydrograph file: SH5PST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.615 0.615 0.615 0.615 0.615 0.615 10 15 20 7.690 6.380 5.480 1. 22 1. 22 1. 22 Qpeak cf s 5.77 4.78 4.11 VOLUMES Inf low (cu. ft.) 3,460 4,306 4,932 Storage (cu.ft. ) 1,774 2,199 2,403 ************************************************************ Storage Maximum 0.615 0.615 26 4.720 1.22 3.54 I 5,522 2,488 **************************************************************************** 0.615 0.615 0.615 0.615 30 40 4.330 3.610 1. 22 1. 22 3.25 I 2.71 5,845 2,473 Qpeak < Qallow Quick TR-55 Ver.5.44 Executed: 22:44:01 S/N:1315430080 05-21-1996 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 3.16 cfs Hydrograph file duration= 29.00 minutes Hydrograph file: SHlOPST .HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C' minutes in/hr acres 0.615 0.615 0.615 0.615 0 .615 0.615 10 15 20 8.630 7 .190 6.210 1. 22 1. 22 1. 22 Qpeak cf s 6.47 5.39 4.66 VOLUMES Inf low Storage (cu.ft. ) (cu.ft. ) 3,883 4,853 5,589 1,987 2,483 2,745 ************************************************************ Storage Maximum 0 .615 0.615 29 5.o4o 1.22 3.78 I 6,511 2,880 **************************************************************************** 0.615 0.615 0.615 0.615 30 40 4.940 4.140 1. 22 1. 22 3.70 I 3.10 6,669 2,877 Qpeak < Qallow Quick TR -55 Ver.5.44 Executed : 22:44:01 S/N:1315430080 05 -21 -1996 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. S.H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS RE TURN FREQUENCY : 25 yr 'C' Adjustment = 1.000 Allowable Q = 3.61 cfs Hydrograph file duration= 29.00 minutes Hydrograph file: SH25PST .HYD Tc = 10 .00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted Adjusted Duration Intens. Areas 'C' 'C ' minutes in/hr acres 0.615 0 .615 0 .615 0.615 0.615 0.615 10 15 20 9.860 8.230 7.120 1. 22 1.22 1.22 Qpeak cf s 7.39 6.17 5.34 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 4,437 5,555 6,408 2 ,271 2,848 3,159 ************************************************************ Storage Maximum 0.615 0.615 29 5.790 1.22 4.34 I 7,556 3,332 **************************************************************************** 0 .615 0 .615 0 .615 0.615 30 4 0 5.670 4.770 1. 22 1. 22 4.25 I 3.58 7,654 3,322 Qpeak < Qallow Qu i ck TR-55 Ver.5.44 Executed : 22:44:01 S/N:1315430080 05-21-1996 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. S .H. 30 PROJECT HARVEY ROAD AND THE EAST BYPASS POST DEVELOPMENT CONDITIONS RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 4.26 cfs Hydrograph file duration= 30.00 minutes Hydrograph file: SHlOOPST.HYD Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . We i ghted Adjusted Du r at i on Intens. Areas 'C ' 'C' minutes in/hr acres 0.615 0.615 0.615 0.615 0.615 0.615 10 15 20 11.640 9.730 8.430 1. 22 1. 22 1.22 Qpeak cf s 8.73 7.30 6.32 VOLUMES Inf low (cu .ft. ) 5,238 6,568 7,587 Storage (cu. ft.) 2,682 3,373 3,753 ************************************************************ Storage Maximum 0 .615 0.615 30 6.750 1.22 5.o6 I 9,112 4,001 **************************************************************************** 0.615 0 .615 0.615 0 .615 40 50 5.690 4.950 1. 22 1. 22 4.27 I 3 .71 10,242 3,852 Qpeak < Qallow VOLUMES S.H. 30 PROJECT POND-2 Versi o n: 5.15 S/N: 129513 0 055 STATE HIGHWAY 30 AND EAST BYPASS FRONTAGE ROAD DETENTION BASIN VOLUME CALCULATIONS CALCULATED 05-21-1996 22:50:40 DISK FILE: C:\PONDPACK\SH .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) * 255.75 256.00 256.50 257.00 257.50 258.00 258.50 0.00 104.00 1,831.00 3,051.00 3,592.00 4,045.00 4,538.00 0 104 1,831 3,051 3,592 4,045 4,538 0 104 2,371 7,246 9,953 11,449 12,867 0 0 9 9 395 404 1,208 1,611 1,659 3,270 1,908 5,179 2,145 7,323 2 IA= (sq.rt(Areal) + ((Ei-El)/(E2-El))*(sq.rt(Area2)-sq.rt(Areal))) where: El, E2 Ei Areal,Area2 IA Closest two elevations with planimeter data Elevation at which to interpolate area Areas computed for El, E2, respectively = 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 S.H . 30 PROJECT Outlet Structure File: SH .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ***************** SH 30 PROJECT OUTFALL STRUCTURE ***************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures ---------------------------------------------255.75 0.0 1 255.85 0.1 1 255.95 0.1 1 256.05 0.3 1 256.15 0.4 1 256.25 0.6 1 256.35 0.8 1 256.45 1. 0 1 256.55 1. 2 1 256.65 1.4 1 256.75 1. 7 1 256.85 1. 9 1 256.95 2.2 1 257.05 2.5 1 257.15 2.8 1 257.25 3.1 1 257.35 3.4 1 257.45 3.7 1 257.55 4.0 1 257.65 4.4 1 257.75 4.7 1 257.85 5.1 1 257.95 5.4 1 258.05 5.8 1 258.15 6.2 1 258.25 6.6 1 258.35 7.0 1 258.45 7.4 1 258.50 0.0 Outlet Structure File: SH .STR POND -2 Version: 5.15 Date Executed : S/N: 1295130055 Time Executed: ***************** SH 30 PROJECT OUTFALL STRUCTURE ***************** Outlet Structure File: C:\PONDPACK\SH Planimeter Input File: C:\PONDPACK\SH Rating Table Output File: C:\PONDPACK\SH .STR .VOL .PND Min. Elev. (ft) = 255.75 Max. Elev. (ft) = 258.5 Iner. (ft) Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table WEIR-VR 1 -> 1 Outflow rating table summary was stored i n file: C:\PONDPACK\SH .PND .1 Outlet Structure File: SH .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ***************** SH 30 PROJECT OUTFALL STRUCTURE ***************** >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev. (ft)? E2 elev. (ft)? 255.75 258.50 3.087 255.75 0.54 Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed (C/S)? S Outlet Structure File: SH .STR POND-2 Version: 5.15 Date Executed: S/N: 1295130055 Time Executed: ***************** SH 30 PROJECT OUTFALL STRUCTURE ***************** Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cf s) Computation Messages --------------------------------------------- 255.75 0.0 H =0.0 255.85 0.1 H =.1 255.95 0.1 H =.2 256.05 0.3 H =.3 256.15 0.4 H =.4 256.25 0.6 H =.5 256.35 0.8 H =.6 256.45 1. 0 H =.7 256.55 1. 2 H =.8 256.65 1.4 H =.9 256.75 1. 7 H =1. 0 256.85 1. 9 H =1.1 256.95 2 .2 H =1.2 257.05 2.5 H =1. 3 257.15 2.8 H =1.4 257.25 3.1 H =1. 5 257.35 3.4 H =1. 6 257.45 3.7 H =1. 7 257.55 4.0 H =1. 8 257.65 4.4 H =1. 9 257.75 4.7 H =2.0 257.85 5.1 H =2.1 257.95 5.4 H =2.2 258.05 5.8 H =2.3 258.15 6.2 H =2.4 258.25 6.6 H =2.5 258.35 7.0 H =2.6 258.45 7.4 H =2.7 258.50 0.0 E = or > E2=258.50 C = 3.087 L (ft) = .54 H (ft) Table elev. -Invert elev. ( 255.75 ft ) Q (cfs) = C * L * (H**l.5) --Suppressed Weir STORM ROUTING S.H. 30 PROJECT POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 ******************* * * * SH 30 PROJECT * * STORM ROUTING * * * * * * * ******************* Page 1 Return Freq: 2 years Inflow Hydrograph: C:\PONDPACK\SH2PST .HYD Rating Table file: C:\PONDPACK\SH .PND ----INITIAL CONDITIONS----Elevation = 255.75 ft Outflow = 0.00 cfs Storage = O cu-ft GIVEN POND DATA ELEVATION! OUTFLOW (ft) (cfs) 255.75 0.0 255.85 0.1 255.95 0.1 256.05 0.3 256.15 0.4 256.25 0.6 256.35 0.8 256.45 1.0 256.55 1.2 256.65 1.4 256.75 1.7 256.85 1.9 256.95 2.2 257.05 2.5 257.15 2.8 257.25 3.1 257.35 3.4 257.45 3.7 257.55 4.0 257.65 4.4 257.75 4.7 257.85 5.1 257.95 5.4 258.05 5.8 258.15 6.2 258.25 6.6 258.35 7.0 258.45 7.4 STORAGE (cu-ft) 0 0 4 16 44 98 187 319 498 703 931 1,184 1,462 1,765 2,081 2,407 2,744 3,092 3,451 3,819 4,196 4,582 4,978 5,382 5,796 6,220 6,654 7,098 Time increment (t) = INTERMEDIATE ROUTING COMPUTATIONS 2S/t (cf s) 0.0 0.0 0.1 0.5 1. 5 3.3 6.2 10.6 16.6 23.4 31. 0 39.5 48.7 58.8 69.3 80.2 91. 5 103.1 115.0 127.3 139.8 152.7 165.9 179.4 193.2 207.3 221.7 236.5 1.0 min. 2S/t + 0 (cfs) 0.0 0.1 0.2 0.8 1. 9 3.9 7.0 11. 6 17.8 24.8 32.7 41.4 50.9 61. 3 72.1 83.3 94.9 106.8 119.0 131.7 144.5 157.8 171.3 185.2 199.4 213.9 228.7 243.9 POND-2 Version: 5.15 S/N: 1295130055 Page 2 EXECUTED: 05-21-1996 23:14:18 Return Freq: 2 years Pond File: C:\PONDPACK\SH .PND Inflow Hydrograph: C:\PONDPACK\SH2PST .HYD Outflow Hydrograph: C:\PONDPACK\SH20UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 INFLOW (cfs) 0.00 0.30 0.60 0.90 1. 20 1. 50 1. 80 2.10 2.40 2.70 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.70 2.40 2.10 1. 80 1. 50 1. 20 0.90 0.60 0.30 0.00 Il+I2 (cf s) 0.3 0.9 1. 5 2.1 2.7 3.3 3.9 4.5 5.1 5.7 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.7 5.1 4.5 3.9 3.3 2.7 2.1 1. 5 0.9 0.3 28/t -0 (cfs) 0.0 0.1 0.3 1. 0 2.1 3.5 5.2 7.3 9.8 12.7 16.0 19.3 22.5 25.4 28.1 30.7 33.1 35.4 37.6 39.6 41. 6 43.4 45.l 46.7 48.2 49.3 49.8 49.7 49.1 47.9 46.2 44.1 41. 5 38.5 35.1 28/t + 0 (cf s) 0.0 0.3 1.0 1. 8 3.1 4.8 6.8 9.1 11. 8 14.9 18.4 22.0 25.3 28.5 31.4 34.1 36.7 39.1 41.4 43.6 45.6 47.6 49.4 51.1 52.7 53.9 54.4 54.3 53.6 52.4 50.6 48.3 45.6 42.4 38.8 OUTFLOW (cf s) 0.00 0.12 0.31 0.40 0.53 0.66 0.78 0.89 1. 01 1.11 1.22 1. 32 1. 42 1. 54 1. 65 1.73 1.79 1. 85 1. 90 1. 97 2.03 2.09 2.15 2.20 2.25 2.28 2.30 2.30 2.28 2.24 2.19 2.12 2.03 1. 93 1. 84 ELEVATION (ft) 255.75 255.96 256.06 256.15 256.21 256.28 256.34 256.39 256.45 256.50 256.56 256.61 256.66 256.70 256.73 256.77 256.80 256.82 256.85 256.87 256.89 256.91 256.93 256.95 256.97 256.98 256.98 256.98 256.98 256.96 256.95 256.92 256.89 256.86 256.82 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21 -1996 23:14:18 Page 3 Return Freq: 2 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : C:\PONDPACK\SH Inflow Hydrograph: C:\PONDPACK\SH2PST Outflow Hydrograph: C:\PONDPACK\SH20UT .PND .HYD .HYD Starting Pond W.S . Elevation = 255.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation = 3.00 cfs 2.30 cfs 256.98 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0 cu-ft 1,563 cu-ft 1,563 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\SH Inflow Hydrograph: C:\PONDPACK\SH2PST Outflow Hydrograph: C:\PONDPACK\SH20UT Peak Inf low Peak Outflow Peak Elevation = 3.00 cfs 2.30 cfs 256.98 ft .PND .HYD .HYD Page 4 Return Freq: 2 years EXECUTED: 05-21-1996 23:14:18 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * TIME (min) File: C:\PONDPACK\SH2PST .HYD Qmax 2.3 cf s File: C:\PONDPACK\SH20UT .HYD Qmax = 3.0 cf s POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 ******************* * * * SH 30 PROJECT * * STORM ROUTING * * * * * * * ******************* Page 1 Return Freq: 5 years Inflow Hydrograph: C:\PONDPACK\SH5PST .HYD Rating Table file: C:\PONDPACK\SH .PND ----INITIAL CONDITIONS----Elevation = 255.75 ft Outflow = 0.00 cfs Storage = O cu-ft GIVEN POND DATA ELEVATION! OUTFLOW (ft) (cfs) 255.75 0.0 255.85 0.1 255.95 0.1 256.05 0.3 256.15 0.4 256.25 0.6 256.35 0.8 256.45 1.0 256.55 1.2 256.65 1.4 256.75 1.7 256.85 1.9 256.95 2.2 257.05 2.5 257.15 2.8 257.25 3.1 257.35 3.4 257.45 3.7 257.55 4.0 257.65 4.4 257.75 4.7 257.85 5.1 257.95 5.4 258.05 5.8 258.15 6.2 258.25 6.6 258.35 7.0 258.45 7.4 STORAGE (cu-ft) 0 0 4 16 44 98 187 319 498 703 931 1,184 1,462 1,765 2,081 2,407 2,744 3,092 3,451 3,819 4,196 4,582 4,978 5,382 5,796 6,220 6,654 7,098 Time increment (t) INTERMEDIATE ROUTING COMPUTATIONS 2S/t (cf s) 0.0 0.0 0.1 0.5 1. 5 3.3 6.2 10.6 16.6 23.4 31. 0 39.5 48.7 58.8 69.3 80.2 91. 5 103.1 115.0 127.3 139.8 152.7 165.9 179.4 193.2 207.3 221.7 236.5 1.0 min. 2S/t + 0 (cfs) 0.0 0.1 0.2 0.8 1. 9 3.9 7.0 11. 6 17.8 24.8 32.7 41.4 50.9 61. 3 72.1 83.3 94.9 106.8 119.0 131.7 144.5 157.8 171.3 185.2 199.4 213.9 228.7 243.9 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 Pond File: C:\PONDPACK\SH Inflow Hydrograph: C:\PONDPACK\SH5PST Outflow Hydrograph: C:\PONDPACK\SH50UT .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 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 INFLOW (cf s) 0.00 0.35 0.71 1. 06 1. 42 1. 77 2.12 2.48 2.83 3.19 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.54 3.19 2.83 2.48 2.12 1. 77 1.42 1. 06 0.71 0.35 0.00 Il+I2 (cf s) 0.4 1.1 1.8 2.5 3.2 3.9 4.6 5.3 6.0 6.7 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 7.1 6.7 6.0 5.3 4.6 3.9 3.2 2.5 1. 8 1.1 0.4 2S/t -0 (cf s) 0.0 0.1 0.5 1.4 2.7 4.4 6.6 9.2 12.3 15.9 20.0 24.1 27.9 31. 5 34.9 38.1 41. 2 44.0 46.7 49.2 51. 6 53.8 55.9 57.9 59.8 61. 6 63.2 64.5 65.0 64.8 64.0 62.5 60.4 57.8 54.7 51.1 47.0 28/t + 0 (cf s) 0.0 0.4 1.1 2.2 3.9 5.8 8.3 11. 2 14.5 18.4 22.7 27.1 31. 2 35.0 38.5 42.0 45.2 48.2 51.1 53.8 56.3 58.6 60.9 63.0 65.0 66.9 68.6 70.0 70.5 70.3 69.4 67.8 65.7 62.9 59.6 55.8 51.4 OUTFLOW (cfs) 0.00 0.14 0.33 0.44 0.60 0.72 0.85 0.98 1. 09 1. 22 1. 34 1. 48 1. 64 1.75 1.83 1. 92 2.02 2.12 2.20 2.28 2.35 2.42 2.49 2.55 2.60 2.65 2.70 2.74 2.75 2.75 2.72 2.68 2.62 2.54 2.45 2.34 2.21 ELEVATION (ft) 255.75 255.97 256.08 256.17 256.25 256.31 256.38 256.44 256.50 256.56 256.62 256.68 256.73 256.78 256.82 256.86 256.89 256.92 256.95 256.98 257.00 257.02 257.05 257.07 257.08 257.10 257.12 257.13 257.13 257.13 257.12 257.11 257.09 257.06 257.03 257.00 256.95 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 Page 3 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SH Inflow Hydrograph: C:\PONDPACK\SH5PST Outflow Hydrograph: C:\PONDPACK\SH50UT .PND .HYD .HYD Starting Pond W.S. Elevation 255.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation = 3.54 cfs 2.75 cfs 257.13 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond O cu-ft 2,033 cu-ft 2,033 cu-ft 13 .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 Page 4 Pond File: C:\PONDPACK\SH .PND Inflow Hydrograph: C:\PONDPACK\SH5PST .HYD Outflow Hydrograph: C:\PONDPACK\SH50UT .HYD Peak Inf low Peak Outflow Peak Elevation 3.54 cfs 2.75 cfs 257.13 ft Return Freq: 5 years EXECUTED: 05-21-1996 23:14:18 Flow (cfs ) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * TIME (min) File: C:\PONDPACK\SH5PST .HYD Qmax = 2.8 cf s File: C:\PONDPACK\SH50UT .HYD Qmax 3.5 cf s POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 ******************* * * * SH 30 PROJECT * * STORM ROUTING * * * * * * * ******************* Page 1 Return Freq: 10 years Inflow Hydrograph: C:\PONDPACK\SHlOPST .HYD Rating Table file: C:\PONDPACK\SH .PND ----INITIAL CONDITIONS---- Elevation 255.75 ft Outflow 0.00 cfs Storage 0 cu-ft GIVEN POND DATA ELEVATION OUTFLOW (ft) (cfs) 255.75 0.0 255.85 0.1 255.95 0.1 256.05 0.3 256.15 0.4 256.25 0.6 256.35 0.8 256.45 1.0 256.55 1.2 256.65 1.4 256.75 1.7 256.85 1.9 256.95 2.2 257.05 2.5 257.15 2.8 257.25 3.1 257.35 3.4 257.45 3.7 257.55 4.0 257.65 4.4 257.75 4.7 257.85 5.1 257.95 5.4 258.05 5.8 258.15 6.2 258.25 6.6 258.35 7.0 258.45 7.4 STORAGE (cu-ft) 0 0 4 16 44 98 187 319 498 703 931 1,184 1,462 1,765 2,081 2,407 2,744 3,092 3,451 3,819 4,196 4,582 4,978 5,382 5,796 6,220 6,654 7,098 Time increment (t) = INTERMEDIATE ROUTING COMPUTATIONS 2S/t (cfs) 0.0 0.0 0.1 0.5 1.5 3.3 6.2 10.6 16.6 23.4 31. 0 39 .5 48.7 58.8 69.3 80.2 91. 5 103.1 115.0 127.3 139.8 152.7 165.9 179.4 193.2 207.3 221.7 236.5 1.0 min. 2S/t + 0 (cf s) 0.0 0.1 0.2 0.8 1.9 3.9 7.0 11.6 17.8 24.8 32 .7 41.4 50.9 61. 3 72.1 83.3 94.9 106.8 119.0 131.7 144.5 157.8 171.3 185.2 199.4 213.9 228.7 243.9 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 Pond File: C:\PONDPACK\SH .PND Inflow Hydrograph: C:\PONDPACK\SHlOPST .HYD Outflow Hydrograph: C:\PONDPACK\SHlOOUT .HYD Page 2 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 INFLOW (cf s) 0.00 0.38 0 .76 1.13 1. 51 1.89 2.27 2.65 3.02 3.40 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.78 3.40 3.02 2.65 2.27 1. 89 1. 51 1.13 0.76 0.38 0.00 Il+I2 (cf s) 0.4 1.1 1. 9 2.6 3.4 4.2 4.9 5.7 6.4 7.2 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.2 6.4 5.7 4.9 4.2 3.4 2.6 1. 9 1.1 0.4 28/t -0 (cfs) 0.0 0.1 0.5 1. 5 2.9 4.8 7.2 10.1 13.5 17.4 21. 8 26.2 30.3 34.2 38.0 41. 5 44.8 47.8 50.7 53.5 56.1 58.5 60.8 63.0 65.0 66.9 68.8 70.5 72.2 73.7 74.8 75.1 74.8 73.7 71. 9 69.6 66.6 63.1 59.1 54.6 28/t + 0 (cf s) 0.0 0.4 1. 2 2.4 4.2 6.3 9.0 12.1 15.8 19.9 24.6 29.4 33.8 37.9 41.8 45.5 49.0 52.3 55.4 58.3 61. 0 63.6 66.0 68.3 70.5 72.6 74.5 76.3 78.1 79.7 80.9 81. 2 80.8 79.7 77.8 75.3 72.2 68.5 64.2 59.4 OUTFLOW (cf s) 0.00 0.15 0.34 0.46 0.62 0.75 0.88 1. 02 1.13 1. 26 1. 39 1.57 1. 72 1. 82 1. 91 2.03 2.14 2.24 2.33 2.41 2.49 2.56 2.63 2.69 2.75 2.81 2.86 2.91 2.96 3.00 3.03 3.04 3.03 3.00 2.95 2.89 2.80 2.70 2.58 2.45 ELEVATION (ft) 255.75 255.97 256.09 256.18 256.26 256.33 256.39 256.46 256.52 256.58 256.65 256.71 256.76 256.81 256.85 256.89 256.93 256.96 256.99 257.02 257.05 257.07 257.09 257.11 257.13 257.15 257.17 257.19 257.20 257.22 257.23 257.23 257.23 257.22 257.20 257.18 257.15 257.12 257.08 257.03 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 Page 3 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SH .PND Inflow Hydrograph: C:\PONDPACK\SHlOPST .HYD Outflow Hydrograph: C:\PONDPACK\SHlOOUT .HYD Starting Pond W.S. Elevation 255.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation 3.78 cfs 3.04 cfs 257.23 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond = 0 cu -ft 2,346 cu-ft 2,346 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\SH .PND Inflow Hydrograph: C:\PONDPACK\SHlOPST .HYD Outflow Hydrograph: C:\PONDPACK\SHlOOUT .HYD Peak Inf low Peak Outflow Peak Elevation 3.78 cfs 3.04 cfs 257.23 ft Page 4 Return Freq: 10 years EXECUTED: 05-21-1996 23:14:18 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * TIME (min) File: C:\PONDPACK\SHlOPST .HYD Qmax 3.0 cf s File: C:\PONDPACK\SHlOOUT .HYD Qmax 3.8 cf s POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 ******************* * * * SH 30 PROJECT * * STORM ROUTING * * * * * * * ******************* Page 1 Return Freq: 25 years Inflow Hydrograph: C:\PONDPACK\SH25PST .HYD Rating Table file: C:\PONDPACK\SH .PND ----INITIAL CONDITIONS----Elevation = 255.75 ft Outflow = 0.00 cfs Storage = O cu-ft GIVEN POND DATA ELEVATION! OUTFLOW (ft) (cfs) 255.75 0.0 255.85 0.1 255.95 0.1 256.05 0.3 256.15 0.4 256.25 0.6 256.35 0.8 256.45 1.0 256.55 1.2 256.65 1.4 256.75 1.7 256.85 1.9 256.95 2.2 257.05 2.5 257.15 2.8 257.25 3.1 257.35 3.4 257.45 3.7 257.55 4.0 257.65 4.4 257.75 4.7 257.85 5.1 257.95 5.4 258.05 5.8 258.15 6.2 258.25 6.6 258.35 7.0 258.45 7.4 STORAGE (cu-ft) 0 0 4 16 44 98 187 319 498 703 931 1,184 1,462 1,765 2,081 2,407 2,744 3,092 3,451 3,819 4,196 4,582 4,978 5,382 5,796 6,220 6,654 7,098 Time increment (t) INTERMEDIATE ROUTING COMPUTATIONS 2S/t (cfs) 0.0 0.0 0.1 0.5 1. 5 3.3 6.2 10.6 16.6 23.4 31.0 39.5 48.7 58.8 69.3 80.2 91. 5 103.1 115.0 127.3 139.8 152.7 165.9 179.4 193.2 207.3 221.7 236.5 1.0 min. 2S/t + 0 (cfs) 0.0 0.1 0.2 0.8 1. 9 3.9 7.0 11. 6 17.8 24.8 32.7 41.4 50.9 61. 3 72.1 83.3 94.9 106.8 119.0 131.7 144.5 157.8 171.3 185.2 199.4 213.9 228.7 243.9 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 Pond File: C:\PONDPACK\SH .PND Inflow Hydrograph: C:\PONDPACK\SH25PST .HYD Outflow Hydrograph: C:\PONDPACK\SH250UT .HYD Page 2 Return Freq: 25 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 INFLOW (cf s) 0.00 0.43 0.87 1. 30 1. 74 2.17 2.61 3.04 3.47 3.91 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 4.34 3.91 3.47 3.04 2.61 2.17 1. 74 1. 30 0.87 0.43 0.00 Il+I2 (cf s) 0.4 1. 3 2.2 3.0 3.9 4.8 5.7 6.5 7.4 8.3 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.3 7.4 6.5 5.7 4.8 3.9 3.0 2.2 1. 3 0.4 28/t -0 (cf s) 0.0 0.1 0.7 1. 9 3.6 5.8 8.7 12.2 16.2 20.9 26.0 31. 2 36.2 40.8 45.2 49.3 53.2 56.8 60.3 63.5 66.6 69.5 72.3 74.9 77.3 79 .7 81. 9 84 .0 86.0 87.9 89.3 89.8 89.4 88.2 86.3 83.7 80.3 76.3 71. 8 66.6 28/t + 0 (cf s) 0.0 0.4 1.4 2.9 4.9 7.5 10.6 14.4 18.7 23.6 29.1 34.7 39.9 44.8 49.5 53.9 58.0 61. 9 65.5 69.0 72.2 75.3 78.2 81. 0 83.6 86.0 88.4 90 .6 92.7 94.7 96.1 96.7 96.3 95.1 93.0 90.2 86.7 82.5 77.6 72.2 OUTFLOW (cfs) 0.00 0.16 0.36 0.50 0.66 0.82 0.96 1.09 1.23 1.37 1. 56 1. 75 1. 87 2.01 2.15 2.28 2.40 2.51 2.62 2.71 2.80 2.88 2.96 3.04 3.11 3.17 3.23 3 .29 3.34 3.40 3.43 3.45 3.44 3.40 3.35 3.28 3.19 3.08 2.95 2.80 ELEVATION (ft) 255.75 255.98 256.11 256.20 256.28 256.36 256.43 256.49 256.56 256.63 256.70 256.77 256.83 256.89 256.93 256.98 257.02 257.05 257.09 257.12 257.15 257.18 257.20 257.23 257.25 257.27 257 .29 257 .31 257.33 257.35 257.36 257.37 257.36 257.35 257.33 257.31 257.28 257.24 257.20 257.15 ------------------------------------------------------ POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 Page 3 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SH .PND Inflow Hydrograph: C:\PONDPACK\SH25PST .HYD Outflow Hydrograph: C:\PONDPACK\SH250UT .HYD Starting Pond W.S. Elevation 255.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation 4 .34 cfs 3.45 cfs 257.37 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond O cu -ft 2,797 cu -ft 2 ,797 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\SH .PND Inflow Hydrograph: C:\PONDPACK\SH25PST .HYD Outflow Hydrograph: C:\PONDPACK\SH250UT .HYD Peak Inf low Peak Outflow Peak Elevation 0.0 0.5 1. 0 4.34 cfs 3.45 cfs 257.37 ft 1. 5 2.0 2.5 3.0 3.5 Page 4 Return Freq: 25 years EXECUTED: 05-21-1996 23:14:18 Flow (cf s) 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * TIME (min) File: C:\PONDPACK\SH25PST .HYD Qmax 3.5 cf s File: C:\PONDPACK\SH250UT .HYD Qmax 4.3 cf s POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 ******************* * * * SH 30 PROJECT * * STORM ROUTING * * * * * * * ******************* Page 1 Return Freq: 100 years Inflow Hydrograph: C:\PONDPACK\SHlOOPST.HYD Rating Table file: C:\PONDPACK\SH .PND ----INITIAL Elevation Outflow Storage = CONDITIONS----255. 75 ft 0.00 cfs 0 cu-ft GIVEN POND DATA ELEVATION! OUTFLOW (ft) (cfs) 255.75 0.0 255.85 0.1 255.95 0.1 256.05 0.3 256.15 0.4 256.25 0.6 256.35 0.8 256.45 1.0 256.55 1.2 256.65 1.4 256.75 1.7 256.85 1.9 256.95 2.2 257.05 2.5 257.15 2.8 257.25 3.1 257.35 3.4 257.45 3.7 257.55 4.0 257.65 4.4 257.75 4.7 257.85 5.1 257.95 5.4 258.05 5.8 258.15 6.2 258.25 6.6 258.35 7.0 258.45 7.4 STORAGE (cu-ft) 0 0 4 16 44 98 187 319 498 703 931 1,184 1,462 1,765 2,081 2,407 2,744 3,092 3,451 3,819 4,196 4,582 4,978 5,382 5,796 6,220 6,654 7,098 Time increment (t) = INTERMEDIATE ROUTING COMPUTATIONS 2S/t (cf s) 0.0 0.0 0.1 0.5 1. 5 3.3 6.2 10.6 16.6 23.4 31. 0 39.5 48.7 58.8 69.3 80.2 91. 5 103.1 115.0 127.3 139.8 152.7 165.9 179.4 193.2 207.3 221.7 236.5 1.0 min. 2S/t + 0 (cf s) 0.0 0.1 0.2 0.8 1. 9 3.9 7.0 11. 6 17.8 24.8 32.7 41.4 50.9 61. 3 72.1 83.3 94.9 106.8 119.0 131.7 144.5 157.8 171.3 185.2 199.4 213.9 228.7 243.9 POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 Pond File: C:\PONDPACK\SH .PND Inflow Hydrograph: C:\PONDPACK\SHlOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SHlOOOUT.HYD Page 2 Return Freq: 100 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (min) 0.0 1.0 2.0 3.0 4.0 5 .0 6.0 7.0 8.0 9.0 10.0 11. 0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21. 0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31. 0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 40.0 INFLOW (cf s) 0.00 0.51 1. 01 1. 52 2.02 2.53 3.04 3.54 4.05 4.56 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 5.06 4.56 4.05 3.54 3.04 2.53 2.02 1. 52 1. 01 0.51 0.00 Il+I2 (cf s) 0.5 1. 5 2.5 3.5 4.6 5.6 6.6 7.6 8.6 9.6 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 9.6 8.6 7.6 6.6 5.6 4.6 3.5 2.5 1. 5 0.5 28/t -0 (cfs) 0 .0 0.1 0.9 2.3 4.4 7.2 10.7 14.9 19.8 25.4 31.5 37.8 43.7 49.2 54.5 59.4 64.1 68.5 72.7 76.6 80.4 83.9 87.3 90.5 93.5 96.4 99.1 101.7 104.2 106.5 108.8 110.4 111.0 110.6 109.3 107.1 104.0 100.1 95.4 90.0 84.0 28/t + 0 (cfs) 0.0 0.5 1. 6 3.4 5.9 9.0 12.8 17.3 22.5 28.4 35.0 41. 6 47.9 53.8 59.4 64.6 69.5 74.2 78.6 82.8 86.7 90.5 94.0 97.4 100.6 103.6 106.5 109.2 111.8 114.3 116.6 118.4 119.0 118.6 117.2 114.9 111.6 107.5 102.6 96.9 90.6 OUTFLOW (cf s) 0.00 0.19 0 .38 0.55 0.72 0.88 1.04 1.18 1.33 1. 54 1. 75 1. 91 2.10 2.28 2.44 2.59 2.73 2.86 2.97 3.09 3.19 3.29 3.38 3.46 3.54 3.62 3.69 3.76 3.82 3.88 3.94 3.98 4.00 3.99 3.96 3.90 3.82 3.72 3.60 3.45 3.29 ELEVATION (ft) 255.75 256.00 256.13 256.23 256.31 256.39 256.47 256.54 256.62 256.70 256.78 256.85 256.92 256.98 257.03 257.08 257.13 257.17 257.21 257.25 257.28 257.31 257.34 257.37 257.40 257.42 257.45 257.47 257.49 257.51 257.53 257.54 257.55 257.55 257.54 257.52 257.49 257.46 257.42 257.37 257.31 ------------------------------------------------------ POND-2 Version: 5.15 S/N: 1295130055 EXECUTED: 05-21-1996 23:14:18 Page 3 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\PONDPACK\SH .PND Inflow Hydrograph: C:\PONDPACK\SHlOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SHlOOOUT.HYD Starting Pond W.S. Elevation 255.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation = 5.06 cfs 4.00 cfs 257.55 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond O cu-ft 3,451 cu -ft 3,451 cu-ft 3 .1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11. 2 12.2 1 3 .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\SH .PND Inflow Hydrograph: C:\PONDPACK\SHlOOPST.HYD Outflow Hydrograph: C:\PONDPACK\SHlOOOUT.HYD Peak Inf low Peak Outflow Peak Elevation = 5.06 cfs 4.00 cfs 257.55 ft Page 4 Return Freq: 100 years EXECUTED: 05-21-1996 23:14:18 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7 .0 8.0 9.0 10.0 11.0 . ------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\SHlOOPST.HYD Qrnax = 4.0 cf s File: C:\PONDPACK\SHlOOOUT.HYD Qrnax 5.1 cf s MISCELLANEOUS STRUCTURES S.H . 30 PROJECT Quick TR-55 Ver.5.44 Executed: 12:43:06 S/N:1315430080 05-24-1996 S.H. 30 PROJECT 2601 HARVEY ROAD 24" RCP CULVERT AT EAST BYPASS FRONTAGE ROAD * * * * * * 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. PERVIOUS Runoff 'C' 0.300 Area acres 0.73 Tc (min) Wtd. I c I 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 9.860 Total acres 0.73 Peak Q (cfs) 2.16 DEVELOPMENT PERMIT PERMIT NO . 382 State Highway 30 Convenience Store at State Highway 6 FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Harvey Road East Subdivision SITE ADDRESS: 2601 Harvey Road OWNER: DrewDawn Enterprises 1700 Sterling College Station, Texas 77845 ( 409)690-0828 DRAINAGE BASIN: Carter's Grove Tributary, Carter Creek Basin TYPE OF DEVELOPMENT: This permit is valid for all on-site construction according to the approved plans . The developer must obtain the appropriate off-site permits from the Texas Department of Transportation to perform work within State right-of-way. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area inside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all f the codes and ordinances of the City of College Station that apply . ntative Date Date ct Jr:> I z t Date --. Figure XII Development ~ermit City of College Station, Texas Site Legal Description: ~f ~ ~ £e;o . ~ 3 Site Owner:ilwN 2:>rz.t~6-q_ Address: ~~~---------- Telephone: Cfi o -oe>'Zb Architect/ Engineer: Vt1l~ G . ~'ielL, P,. ~ I Address: 7'n] ~~. 7-53,-f, Telephone No : ....:Gq;::::........:.~~-=L;...;;L =o...=;o _____ _ Contractor: Address : Telephone No : _________ _ Date Application Filed : _______ _ Approved : ___________ _ Application is hereby made for the following development specific waterway alterations: ~ 0 Application Fee ~ Signed Certifications 'i!l Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . --B Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ----------------------------- ACKNOWLEDGMENTS : I, M~ G , hksr£m._1 Pc~, , design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supponing documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. Property Owner(s) Contractor Figure XII Continued CERTIFICATIONS : (for proposed alterations within designated flood hazard areas .) A. I , "1Ail~ 6\rs1:C(L Pc , certify that any nonresidential structure on or proposed to be on thi ite as part of this application is designated to prevent damage to the structure or its esult of flooding from the 100 year storm . Date B. I , certify that the finished floor elevation of the lowest floor, including any basement. of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Engineer Date C . I , MAt~ (;.'" .tJe;r-En_ , 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 Col Station City Code, Chapter 13 concerning encroachments of flood ways and of flo dway frin Pc Date I, lLUGWJ··ErL-<;;' bz!® Ea--· , do certify that the proposed alterations do not raise the level of the IO ear flood above elevation established in the latest Federal Insurance Administration d 0 ,,, r 1 ~t~dy . p/- ~ ~ L b ·/'"] ~qb Date Conditions or comments as part of approval :------------------- 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. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. Sd d-t/ _L I \M 2)d d__ k_ I 7 I _L >-J 'J.j_~ )-A:! C1.2 () I ~ ~ c1 1:,0?,,~~·?.t1-~~.~1 ~T~TI?N VIA HAND DELIVERY July 22, 1996 Mr. Patr ick Wi lliams , P.E. Texas Dep artment of Tran sp ort ation 1300 N. Tex a s Avenue Bryan , T X 7 7 803 \ 4 09 64-3501) RE: Additional Utility Information -For Your Files Conve nience Sto r e at State Highways 30 and 6 Dear Mr. W illi ams : The enclosed information pertains to the convenience store at State Highways 30 and 6, for which you recently received permits through our office. Since the enclosed box is designed to set behind the guardrail, we feel you may not need to officially approve the design . If so, please keep the enclosed copies for your files. Should you determine that a review is necessary, please return two copies , and we will distribute them appropriately. If you have any questions, please contact me at 764-3570 . Sincere ly, Samant h a Sm ith Enginee r in g A ssistant cc: Sh irley Volk, Deve lopment Coordin ator Andy Springer, Dev eloper Notice of Proposed Installation Utility Line on Non-Controlled Access Highway Form 1023 (Rev . 9-93) (Previous venion(s) are obsolete.) To the Texas Transportation Commission c/o District Engineer Texas Department of Transportation B ~ ""' 1 'Pfl-#ta .-=-, ~'1\1 , Texas Formal notice is hereby given that Th.e:.1,ufA1J...1 N ltJTt'.,tJ32.-\:cf S Company proposes to place a ~C::~r:."""""''G---+J2=1u.P___.@=+P'-----:~----f==r----------------- line within the right-of-way of ~ H . C., ff?qSTcbC E D . in J3Db2 , $ County, Texas as follows : (give location, length, general design, etc .) ...... -l Vl T~CT CCI:?V\ St-' 3c &1-5 +-1 (; ~KflG(O~ tz-D . """"\f'.J G ~T~ %.. //~ ~.1..1 <G 11~ C .c:>f'JC -!2'.oc.¥'.: f2-l 'P \ZP.~ faJi<: { vu p1~v-6-v-. ~"-4-s ~ Pfz-Lv~'1:t:.. P12o~ +r . The line will be constructed and maintained on the highway right-of-way as shown on the attached drawing and in accordance with t~e rules, regulations and policies of the Texas Department of Transportation (TxDOT), and all governing laws , including but not limited to the "Federal Clean Water Act," the "Federal Endangered Species Act," and the "Federal Historic Preservation Act." Upon request by TxDOT, proof of compliance with all governing laws , rules, and regulations will be submitted to TxDOT before commencement of construction. Our firm will use Best Management Practices to minimize erosion and sedimentation resulting from the proposed installation, and we will revegetate the project area as indicated under "Revegetation Special Provisions." Our firm will insure that traffic control measures complying with applicable portions of the Texas Manual of Uniform Traffic Control Devices will be installed and maintained for the duration of this installation. The location and description of the proposed line and appurtenances is more fully shown by---'~""'/..,.__ ____ complete sets of drawings attached to this notice. Construction of this line will begin on or after the '?€[ day of C:JJ. I 1 t ,19 9:fi_. By signing below, I certify that I am authorized to represent the Firm listed below, and that the Firm agrees to the conditions/provisions included in this permit. Title -~:::,£;..,4.-,,;~:zt.:f~i'----h,/-----++-----:=:-t---r---- Address _.w..f7~0()~1 __....;:, :::...!...-..!.1 \j~~C~(--:eS£~g=/~~ rYC 7Jf{l/§· Phone No . _ _.J,6:.:::::o.L9iJ...u'---___JCJR~·-=2-.::::R..i.1 ________ _ Fonn 1023 (Rev. 09-93) (Previous Versions Obsolete) To: ________ --"'--__ _, . ,·,r · ·•· .. . .. ,. : . · ... APPROVAL \• H\\-)'. No·--------·--· Beg. RM Offset ____ EndRM ___ Offset ___ _ Maintenance Section No. ______________ _ ______________________ Councy Date ----------------------- The Texas Department of Transportation (TxD01) offers no objection to the location on the right-of-way of your proposed _______________ line as shown by accompanying drawings and notice dated except as noted below. It is expressly understood that the TxDOT does not purport, hereby, to grant any right, claim, title, or easement in or upon this highway : and it is further understood that the TxDOT may require the owner to relocate this line, subject to provisions of governing laws, by giving thirty (30) days written notice. You are requested to notify this office prior to commencement of any routine of periodic maintenance which requires pruning of trees within the highway right-of-way, so that we may provide specifications for the extent and methods to govern in trimming, topping, tree balance, type of cuts, painting cuts and clean up. These specifications are intended to preserve our considerable investment in highway planting and beautificat ion, by reducing damage due to trimming. The installation shall not damage any part o f the highway and adequate provisions must be made to cause minimum inconveniences to traffic and adjacent property owners. In the event the Owner fails to comply wi• i1 any or all of the requirements as set forth herein, the State may take such action as it deems appropriate to compel compliance. • General Special Provisions: • Revegetation Special Provisions: In order to minimize erosion and sedimentation resulting from the proposed installation, the project area will be revegetated · . Din accord~nce with TxDOT's Standard Specification" Item 164 'wtiicfr specifies the .app~opriat~~ grass' ~e¢d ·m~ to fje ·~ed , br Das indicated on the attachment. Please notify ____________________________ forty-eight (48) hours prior to startin g construction of the line in order that we may have a representative present. Texas Department of Transportation By: _______________ _ District Engineer--District No. ------- Fonn 1023 (Rev. 09-93) . (Previous Versions Ohsolece) . . .. .' ... ... . • . •'I•.- . \ . ' I ' .. To: ________ __., __ _ Hwy. No. ___________ _ Beg. RM Of:fset ____ End Rivi ___ Of:fset ___ _ Maintenance Section No. --------------------~County The Texas Department of Transportation (TxD01) offers no objection to the location on the right-of-way of your proposed _______________ line as shown by accompanying drawings and notice dated except as noted below. It is expressly understood that the TxDOT does not purport, hereby, to grant any right, claim, title, or easement in or upon this highway : and it is further understood that the TxDOT may require the owner to relocate this line, subject to provisions of governing laws, by giving thirty (30) days written notice. You are requested to notify this office prior to commencement of any routine of periodic maintenance which requires pruning of trees within the highway right-of-way, so that we may provide specifications for the extent and methods to govern in trimming, topping, tree balance, type of cuts, painting cuts and clean up. These specifications are intended to preserve our considerable investment in highway planting and beautification, by reducing damage due to trimming. The installation shall not damage any part of the highway and adequate provisions must be made to cause minimum inconveniences to traffic and adjacent property owners. In the event the Owner fails to comply wi• il any or all of the requirements as set forth herein, the State may take such action as it deems appropriate to compel compliance. • General Special Provisions: • Revegetation Special Provisions: In order to minimize erosion and sedimentation resulting from the proposed installation, the project area will be revegetated · . . _ ·. . . . . . Din accord~nce with TxDOTs Standard Specification-Item 164 .whi:ch; sp~cifies the .app~opriat~ grass-se¢d mix to ' be iised ; or 0 as indicated on the attachment. Please notify ___________________ -:-________ forty-eight (48) hours prior to startin g construction of the line in order that we may have a representative present. Texas Department of Transportation By: _____________ _ District Engineer--District No. ______ _ .,-------~A-tt=:-=:-A~--~~t;l<::.. __ _ ---=-t>R-'A\jJ:l-~Gi~;:__---_·-·_. -N~W --~A. t::> --'-----WALL-LOCATlOIV .. ;-. r . ~· ... ~.· ''" 'l ':(, // '~ h""' ~I/~ . LTC. +'1'211 w \ ,, 1' \..FL !o (":) -~.) -~ \) 6 v G' 't--Q 0\S~ -a.., .. ,r 0 r") ~c. M -coNr:.... -~.JOl.::C)Ck.. -4<.~TA.l\....lltV<:'":i WALL lbt.coRA-r-1\J'E° 4 -1~1ERL0CK) 'e~CK."-N co NC.... A:S ~R DRAWl~G,S. \ ;---J ;,_ .. /' <::'_ _ _) 0 (1 I -' <.:._:i~ (D~LE. )E c.or--lc, PAVl~GI) I I -NoTl:::S :-.. _ ~,__ ______ .-:V...lbT-I / ;=..cu~tv_E._RT--:~.x..TE N ~ loN--HW "f :,6 4 ..\-\WY G -E BY· f"A SiS \11 ='2o1-o1' I., E.X: TEN"D co~~~\t:. ~C:R-T1c~1::..-"5~?.f:.oRltN~ WAL Ls . .:f, -r+ft ~bft-at:: TH-E.. Bex.Eb· c..oL([ ERT To coMP1...1-· w.1·::rH. ~11-E ?EX.1Ct-.i.t:>1010 . 12, c:;;::e.~f'f-T--;6T.4:·-~1 L::.JZ4-::r10.t; .-or_-T+t t5 G.c>I ~-~ot-4.t=>e.~ ----------------·-.:_·::-~-~~=-..:::-f.rJ.a __ C,O-r-fc.4:~J.4L~-!f'"~l~b'--tjo:p~-::.:c~1-T~--:-JZ.l::~l.)IR:E:.Mt:...tn -~------.--~ADb-E;.HbA.· __ ·t:fo,---_o.fi~ _ ·----~:P--R.i l:-~-15 1 et~---· -,_ .~t : Cll~Y OF COi .I .EGE STATION June 21, 1996 Andy Springe r 1700 Starling College Station, Texas 77845 Pos t Office Box 9960 1101 Texas Avenue College Station, Texas 77842-9960 (40 9) 764-3 500 RE: Driveway access for the proposed convenience store located at the NE comer of SH30 and SH6 Frontage Road . Dear Mr. Springer: As requested, this letter is in response to your question regarding the above subject. The northwest comer tract will be allowed to have a driveway access point on to the SH6 Frontage Road . The exact location has not been determined to date, but the City of College Station and TxDOT officials have visited the site and concur that a driveway will be allowed . The exact placement will be based on the City of College Station Driveway Ordinance, the location of the existing and proposed box culverts and good engineering design. I hope this answers your questions . If you need further information, please do not hesitate to call . I can be reached at 764-3570 . cc: Kent Laza, City Engineer Ed Hard, Transportation Planner Steve Homeyer, Graduate Engineer Shirley Volk, Development Coordinator \../"file H o me of Texas A&M (Jnlvers lty CITY OF COi .I EGE STATION n Post0fficeBox9960 1101 Texas Avenue ~ (/ (409) 764-3500 ~ (./ College StaUon, Texas 77842-9960 0J (°"' '\ . ~ VIA HAND DELIVERY July 18, 1996 Mr. Patrick Williams, P.E. Texas Department of Transportation 1300 N. Texas Avenue Bryan, pc 77803 \ RE: Utility and Driveway Permits State H~ 30 Convenience Store Dear Mr. Williams: I • Please attach this cove'r letter and supporting documeQ,ts o the Utilil).' and Driveway Permits Which were delivered yesterday afternoon. ese perrmts are for a propqsed Convenience Store located at the comer f State Higtr.\!Sf.s .'30 and6. · Please sign thes~e permits and return two copies . One copy will . be kept for our records and the other will be forwarded to the applicant. . If you have any questions, please contact me at 764-3570. Sin~rely, Samantha Smith, Engineering Assistant JUL-17-1996 10=28 FROM HESTER ENGINEERING CO. TO CS ENGR. P. 01 HESTER ENGINEERING COMPANY 7607 EASTMARK DRIVE SUITE 253-B COLLEGE STATION, TEXAS 77840 Ph: ( 409) 693-1100 Fax: ( 409) 693-1075 Date: -i--l/ -~(c From: Michael G . Hester , P .E. To: ~~a_ S~'f-i- "fK,! Re: S, {.J • ~o Pf2o JC..1 ~"""' &,7 @ 3 ' 4&r ct r'1C cla / . . ] UJri5', Michael G. Hester, P.E. Attachments: Copies To: 1 of '2---Sheets > > HESTER ENGINEIRING COMPANY 7607 Eastmark Dr ive Suite 250 COLLEGE STATION , TEXAS 77840 PHONE (409) 693-1100 FAX (409) 693-1075 DATE -i -\ cp -C::t'Co I JOB NO. '3( 1 TION o. \/, RE : I s .+-\, ~ ?'2V-.) tfOT" WE ARE SENDING YOU 'ill Attached D Under separate cover via _________ the following items: COPIES D Shop drawings D Copy of letter DATE D Prints D Plans D Change order NO. THESE ARE TRANSMITIED as checked below : ----ID For approva l D For your use D As requested D Approved as submitted D Approved as noted D Returned for corrections D Samples D Specifications DESCRIPTION D Resubmit ___ copies for approval D Submit ____ copies for distribution D Return ___ corrected prints D For review and comment D ------------------------ D FOR BIDS DUE-----------19 __ _ D PRINTS RETU RNED AFTER LOAN TO US REMARKS _______________________________________ ~ LLrt-£-t -vxo::sr T~tc r->(. l COPY TO ___________________ _ If enclosures are not as noted, kindly ~t"'\D':i ~~n ~pet~'fl... Qpnu. ---S-to12e Hwt.t 50~'&:,~ ~\ te CITY OF COi 1.EGE STATION p ~8" ;;;_ Post Office Box 9960 UOt Texas Avenue August 26, 1~96 Constantin Barbu C. Barbu Co . 2909 South Texas Avenue Bryan, Texas 77802 College Station, Texas 77842-9960 (409) 764-35~0 Re: Convenience Store at Hwy 30 & E . Bypass Dear Constantin: I received your letter dated August 12 in which you requested a variance to the,maximum . c6mmercial driveway width from 36 feet to 40 feet for the proposed development at Hwy. 30 and the East Bypass. In the letter you·outlfued several reasons for making the request. ·-Upon reading these reaso~ I cannot support your r~uest for the increa8e because I ~o ·not see any evidence in them th~t prove the ~eed for the ~xtra four feet. Following is my response to each of the reasons you ~te. · 1. A single curb ope~ that serv.es as an _entran.ce and an exit for developments such~ convenience stores' are.common around the city. In many.cases the single opening serves more than one business as you have impll.ed will be the case here. It does not constitute the need for the additional four feet.' _._. -. . 2. The second reas9n you cite is, not a reason, it simply notes the general angle from which traffic will be approaching the driveway . .\ -)-' - 3. The third reason is also not a reasoJ;I, it is a statement of opinion that3(l feet is not Wide enough. No data is given to ·~upport the opinion. There is no information about . . traffic volumes, sp~s, or tllrning radii that in4icate an extra four feet will provide better I .I • , .. movement. 5. The fact that this site is difficult to develop because of a box culvert designed at a prior date does not show the need for an additional four feet of driveway width. It may be necessary to move the driveway somewhat to avoid conflicts with the structure, but I fail to see how it warrants the need for the extra width. ---., The standard 36 ft. driveway is designed to have room for tb£ee drive l~es that are 12 feet wide each. They are typically striped for one lane entering and two lanes exiting the site. Of the two exiting lanes, one is normally marked for left turns and one for right turns. In this case, traffic exiting the site enters a one-way street which means there is no need for a dedicated left-tum lane. Consequently, it appears that ample room is available with a 36 ft. driveway for both entering and eXiting traffic to maneuver with minimal conflicts. Unless you can show that this is not possiDle, I cannot support your request for the additional width. PL KentLaza ~ City Engineer xc: Shirley Volle Veronica Morgan