漢國城市商業(yè)中心超限高層抗震設(shè)計可行性論證報告

深圳市廣海投資資有限公司engistt.漢國城市商業(yè)中中心HonwookCittyCommmecialCenteer超限高高層建筑抗震震設(shè)計可行性性論證報告FeassibiliityStuudyReeportforHHigh-rriseBuildnngStruuctueExceeedinggCodeLLimtsISSUE1深圳市廣海投資資有限公司ShenzheenGuanngHaiIInvesttmentCCo.Ltdd漢國城市商業(yè)中中心HonKwokkCityCommmerciaalCentter超限高層建筑抗抗震設(shè)計可行行性論證報告告FeasibiilitySStudyRepoortforrHigh--riseBuildinngStruuctureeExceeedingCCodeLiimits設(shè)計單位PrepareedbySkidmorre,Owwings&MerrrillLLLPSaanFraanciscco,Caaliforrnia,USA2008年100月18日Octoberr18,2008Jobummer207723深圳市廣海投深圳市廣海投資有限公司漢國城市商業(yè)中心超限高層建筑抗震設(shè)計可行性論證報告ShenzhenGuangaiInvestentCo.Ltd.HonKwokCityCoercialCenter FeasibilityStudyReportforHigh-riseBuildingStructureExceedingCodeLiits目錄7.8抗傾傾覆算整體穩(wěn)驗(yàn)算397.9主要構(gòu)件驗(yàn)算39頁數(shù)7.10彈彈性時分析421.引言11.1項目概況況11.2報告簡介介12.設(shè)計依據(jù)222.1設(shè)計規(guī)范范22.2工程技術(shù)文檔33.材料43.1混凝土443.2鋼筋43.3結(jié)構(gòu)鋼材材54.荷載作用與與計要求64.1樓面荷載載64.2雪荷載664.3風(fēng)荷載774.4地震作用用84.5作用效應(yīng)組合134.6驗(yàn)算要求求144.7基礎(chǔ)作用效組合164.8結(jié)構(gòu)構(gòu)件耐極裉165.場地工程地地與水文地質(zhì)質(zhì)件175.1地形地貌貌175.2地質(zhì)構(gòu)造造175.3地層構(gòu)成與土工程性175.4場地穩(wěn)定性地震效應(yīng)175.5地基設(shè)計參數(shù)185.6地下水1185.7基礎(chǔ)選型建議195.8總結(jié)1996.結(jié)構(gòu)體系與與制參數(shù)206.1塔樓2006.2結(jié)構(gòu)超限檢與超限施236.3地下室2256.4基礎(chǔ)2667.ETABSS彈分析287.1分析軟件與定287.2周期與振型307.3層間位移角317.4地震剪重比337.5框架承擔(dān)的震剪力比347.6扭轉(zhuǎn)位移比367.7樓層側(cè)向剛度388.ETABSS與AWE分析結(jié)果果的對比4558.1模型質(zhì)量量458.2振型和周期458.3基底剪力力458.4地震層間位移468.5風(fēng)荷載層間移468.6總結(jié)4669.結(jié)構(gòu)問題專專研究479.1結(jié)構(gòu)體系研究479.2伸臂桁架中驗(yàn)算519.3屋頂桁架研究519.4特殊樓板分析529.5風(fēng)荷載作用舒適度539.6徐變與收縮析569.7施工階段分析579.8剪力墻中震大震下拉查589.9柱子大震下拉檢查599.10抗浮驗(yàn)驗(yàn)算609.11由徐變變收沉降在內(nèi)起的附彎矩6110.罕遇地震震彈性時程分析析6510.1分析目目的6510.2彈塑性性程析方法6510.3罕遇地地下性能要求6610.4彈塑性性程析結(jié)果6611.總結(jié)688附錄A建筑初初設(shè)圖紙附錄B結(jié)構(gòu)初設(shè)圖紙附錄CEtaabs型面圖與載圖附錄DEtaabs入出文本件附錄ESATTWE主輸入輸數(shù)據(jù)附錄F伸臂桁和頂桁架算附錄G特殊樓分析附錄H風(fēng)舒適適研參考資料附錄I徐變與縮析附錄J徐變變與縮起的梁附彎矩附錄K彈塑性程析由RBS成)附錄L其它驗(yàn)算CONTENTTS8.1ModelMass458.2Modsaanderios45Page8.38.4BaseShhearInter-sstoryDrftInnEartthquakke45468.5Inter-sstoryDrftInnWinddLoadd461.INTRODUUCION18.6Summaryy461.1OutlineeofttheProoject11.2ContnttsoftheRRport19.STUDIESSONVARRIOUSSSTRUCTTURALIISSUESS479.1StudyoonStrructurralSyystm472.DESIGNBBASIS29.2ModratteEarrthquakeChhckfrOuttriers512.1DsignCCods29.3RoofTrrussSStudy512.2ProjcttTecnicallDcumnts39.4SpeciallDiahramSlaabAnaalyss529.5ComforttabiliityinWWindLooad533.MATERAALDAA49.6CrepaadShrrikaeAnaaysis563.1Cocette49.7CostructionSStageAnalyyss573.2Reinforrcemennt49.8WalsTTesinChckinModerrateEEartqukeadRarreEarrtquke583.3StructuralSSteel59.9ColunssesionChhkinnRareErthuake599.10HdrosttaticUUplifttCheckks604.LODIGGNDDESSIGNCRRITRIA69.11AdditioonalMomentssinBBemsduuetoCCreepadShrrnkgeSeettlemment614.14.2FloorLoasSnowLoas6610.ELASTIOO-PASTICCTIMEE-HISTTORYNALYSSISINNRREERHUKE654.3Windooas710.1AimofElastto-plasticTim-histtoryAAnalsis654.4EarthquakeAActionn810.2Analysiisethodd654.5DsignoadCoombnatioon1310.3PerformaceObjctiveesinRRareEEarthqake664.64.7DsignCCritraFounattiondesinloaadcmbinaation141610.4KeyRessulsofTime--hstoryAnalyysis664.8FireReesstacefoorStrrctralEElemenns1611.SUMMARYY685.GEOTEHNICALLADYDRLOGALODITIOONS175.1Toporaphy175.2TectonicSettting17AppediixAArchitectralDsignDDeveopmntDrringss5.3StraatigraahyanndGotecnicallChrcterisstcs175.4GeottchncalSttabiliityanndSeiismcEfffects1175.5FounnationnDesiinParraeterss185.6Hydrroogy1885.7SugggstionnnFouunationnSelecction1195.8Summmary1996.STRUCCTURALLSYSTTEMANNDMAJJORPARRAMETERS206.1MainnTowerr206.2CoeeExceeeingAAspctsndSttructuralmeeasurees236.3Baseeent2556.4Founnationn267.ETABSSESTICCAALSISOOFTHEESTRUCUE287.1SofttwarendAsssuptios287.2PeriiosadModdalShhps307.3Inteer-storyDDrift3317.4SeissmcSheer-WeiihtRaatos337.5MomeentFrrmeShhearRatios3347.6TorssionRaatio3667.7StorryLatteralSStiffnness3887.8ChckforrOerturrningMmentandGGlbalSStabillity3997.9ChckofKeyMMemberrs397.10ElaasticTim-histtoryAAnalsis428.COMAARIONOFFSWENDEABSRREUTS45AppediixBSttructuralDDsignDDevelomenttDrawwgsAAppedixCCEtabssFrammigPlaansndoadigPlaasApppedixDDEtabssInpuutndOuutputTxtFiileApppedixEEKeySSATWEInputtandutpuutDattaApppedixFFOutriigerndRooofTrusCaaculatiinsApppedixGGSpecialDiihrgmSllabAnnalysisApppedixHHRefreceforrWinddAcceeratiionSttudyAAppedixIICreeppndShhrikgeAnnaysisAppediixJAddditioonalMomentssinBBemsdetoCreeppadShrrnkgeAppediixKEllasto--plsticTime--hstoryAAnalysss(byyRBS))AppeedixLLMisceellnesCecksD:\Zhao-fanLI\Projects\207D:\Zhao-fanLI\Projects\20723HonKwok\DesignReport\200807EPR\HonKwok_EPReport_20811_ISSUE1b.docPagePAGE131Skidore,Owings&MerrillLLPIssue1October18,20081.引言SOM及深圳圳方佳建筑設(shè)計有限限公司受甲方深圳市廣海投資有限公司委任為漢國城市商業(yè)中心心提供設(shè)計服務(wù)。SOM將負(fù)責(zé)主塔樓、裙房及地下室的結(jié)構(gòu)設(shè)計至初步設(shè)計階段。方佳為國內(nèi)設(shè)設(shè)計單位，在初步設(shè)計階段提供咨詢服務(wù)，在初步設(shè)計完成后負(fù)責(zé)施工圖設(shè)計。方佳在初步設(shè)計階段將完成人防部分的設(shè)計。廣州容柏生建筑筑工程設(shè)計事務(wù)所（RBBS）受業(yè)主委托做為設(shè)計咨詢方，將在設(shè)計及施工過程中提供咨詢意見，并且負(fù)責(zé)對結(jié)構(gòu)進(jìn)行彈塑性動力時程分析。1.1項目概況況漢國城市商業(yè)中中心項目位于深圳市福田區(qū)深南路與福明路交叉路口，為一座超高層綜合樓，地上共75層（包括避避難層及夾層），地下五層，主樓主要結(jié)構(gòu)屋頂高31119米，頂部另有裝飾性性桁架結(jié)構(gòu)，其頂部高329..4米。地下室做為商場、停車以及機(jī)電設(shè)備用房，其中地地下5層局部區(qū)設(shè)置戰(zhàn)時人防地下室。裙房為6層，屋頂高30米，結(jié)構(gòu)與塔塔樓連為一體。1.2報告簡介介本報告包含了結(jié)結(jié)構(gòu)初步設(shè)計與計算的依據(jù)、主要假定、設(shè)計方法以及主要結(jié)果。由于本項目屬于超限高層建筑結(jié)構(gòu)，報告中提出了超限應(yīng)對措施，并且針對若干結(jié)構(gòu)問題進(jìn)行了專項分析。結(jié)構(gòu)初步設(shè)計初初期中，邀請了一些結(jié)構(gòu)設(shè)計專家對結(jié)構(gòu)體系進(jìn)行了討論，并提出了一些意見。在設(shè)計深入中根據(jù)這些意見對結(jié)構(gòu)設(shè)計進(jìn)行了相應(yīng)的調(diào)整，詳見第6.2節(jié)以及及第9節(jié)。1.INTROODUCTIIONSkidorre,Owiings&MerriillLLPP(SOM))andShhenzheenFanggjiaArrchiteecturaalDesiignCo..,Ltd..(Fanggjia)wereappoiinedbyGGuanghhaiInvvestenttoddesignnheHonKwokCCiyCommmerciialCennter.SSOMwilllberespoonsibllefortthedessignofftheaintoower,tthepdiumaandbasseenttooDevellopentDDesignn(DD)stagee.FanggjiawiillacttastheChiinaLoccalDessignInnstituution,,befooeanddduringgtheDDDstageetoproovdeaddviceoondsignaandressonsibbleforreconnstrucctiondrawiingsdeesignsstageaafterDDD.DurringthheDDsstage,,Fangjjiawilllalsooberessponsiiblefoortheddesignnofbombshellterarreaintthebassementt.GuangdoogRBSAArchittecturralEnggineerringDeesignssociiates((RBS)iisappoointeddyClieentastthedeesigncconsulltantforthhisprooject..Theywwillprrovideeconsuultanccyservviceduuringtthedessignanndconnstrucctionoofthepprojecct,anddisressposibleeforthheelassto-pllasticctie-hisstoryaanalysisoffthesttructuure.1.1OutllineooftheeProjjectTheHonKKwokCiityCommercialCeenterisllocateedinthheFutiianDisstrictt,atthhecrosssingoofShennNanAAvenueeandFuuMingRRod.Itissasuper-hiigh-riisecooplexwiith75sstoriees(inccludinngrefuueflooorsanddmezzzaninees)aboovegraadeandd5storriesbeelowgrrade.TTheheiightoffthesttuctureeattheeainsttructuurlrooofis3111.9,withhdecorativveroooftussessreachhing3224.9.Thebbasemeentserrvesassretaiil,garrageanndmecchaniccalroos,witthpartofftheB55levellasaboobshellterfoorwarttime.Thhereissa6-sttorypoodiu,whiichis330mtalllandsstructturalllyconnnctedttothemmainToower.1.2ConttentsofthheRepportThisrepportncludeesthebbasis,,ainasssuptionss,desiignethoddsandkkyresuultsoffheStruucturaalDessignDeevelopent.Relevanttstruccturalleasursinreesponssetothhecodeeexceeedingaaspecttsareprooposedd,andrresulttsofsttudiessonsevveralsstructturaliissuessarepresenteed.Attheeaarlysttageoffthedeesign,,agrouupofeminenttstructuuralexxpertsswereiinviteedforaadiscuussionnontheestruucturaalsystemfortthisbuuildinng.TheecommenttsfrommthisddiscusssionwerestuudiedaandrellevanttadjuustentsttothesstructturalddesignnereadeinntheDDDdesiggnproccessbaasedonntheecommentts.DeetailssoftheeseadjjustmentssareliistediinSecttions66.2ndSecction99oftheereporrt.2.設(shè)計依據(jù)2.1設(shè)計規(guī)范范本發(fā)展項目按中中國國家已頒布之各規(guī)范及廣東、深圳地方規(guī)范進(jìn)行設(shè)計，國家規(guī)范主要包括：(1)建筑結(jié)構(gòu)設(shè)計術(shù)術(shù)語和符號標(biāo)準(zhǔn)GB/T50008397(2)建筑抗震設(shè)防分分類標(biāo)準(zhǔn)GB502233-08(3)工程結(jié)構(gòu)設(shè)計基基本術(shù)語和通用符號GBJ132--90(4)建筑結(jié)構(gòu)可靠度度設(shè)計統(tǒng)一標(biāo)準(zhǔn)GB500688201(5)建筑結(jié)構(gòu)荷載規(guī)規(guī)范（20006年版）GB500099-01(6)建筑抗震設(shè)計規(guī)規(guī)范（20008年版）GB500111-01(7)混凝土結(jié)構(gòu)設(shè)計計規(guī)范GBJ500110-002(8)鋼結(jié)構(gòu)設(shè)計規(guī)范范GB500177-03(9)人民防空地下室室設(shè)計規(guī)范GB500388205(10)地下工程防水技技術(shù)規(guī)范GB501088201(11)建筑地基基礎(chǔ)設(shè)設(shè)計規(guī)范GB500077-02(12)地下工程防水技技術(shù)規(guī)范GB501088-01(13)高層民用建筑設(shè)設(shè)計防火規(guī)范(2005版)GB500455-5(14)高層民用建筑鋼鋼結(jié)構(gòu)技術(shù)規(guī)程JGJ99-998(15)高層建筑箱形與與筏形基礎(chǔ)技術(shù)規(guī)范JGJ6-999(16)建筑樁基技術(shù)規(guī)規(guī)范JGJ94-22008(17)高層建筑混凝土土結(jié)構(gòu)技術(shù)規(guī)程JGJ3-20002(18)型鋼混凝土組合合結(jié)構(gòu)技術(shù)規(guī)程JGJ138--2001(19)鋼管混凝土結(jié)構(gòu)構(gòu)設(shè)計與施工規(guī)程程CECS28::90(20)建筑鋼結(jié)構(gòu)防火火技術(shù)規(guī)范CECS2000:206廣東省以及深圳圳地方規(guī)范包括：：(1)建筑地基基基礎(chǔ)設(shè)計規(guī)范DBJ155-31-2203(22)廣東省實(shí)施《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》(JGJ3-22002)補(bǔ)充規(guī)定DBJ/TT15-466-20055(3)建筑防水水工程技術(shù)規(guī)程DBJ155-19-22062.DESIGGNBASSIS2.1DesiignCoodesThedesiignwilllcoplywitthcurrrentcoodeofppractiicesinnChinaaandGuuangdoong/Shhenzheen.Nattionallcodeesainlyyincluude:(1)Geneeraldeefinittions&&sybolsAArchittecturralDessignGB/TT50083397(22)StanndardfforclaassifiicationoffseismicprottectioonofBuuildinngsGB550223--2008(3)Geeneralldefinnitionns&sybolsSStructturalDDesignnGBBJ132--90(4)UniffiedtandaardforreliabbilityyesignnofBuiidngStrructurresGB550068-2001(5)LooadCdeforrtheDeesignoofBuildngStrructurres(reev20066)GB500009-201((6)CoddeforSSeisicDesiignofBBuidigs(Revv.208)GB500011-201((7)CoddeforDDesignnofConncreteeStruccturessGBJ500010-2002((8)CoddeforDDesignnofSteeelStrructurresGB550017--03((9)SpeecificcationnforCiivlDefeenceBaasemenntsGB550038-205(110)TecchnicaalCodeeforaterpproofiingofUUnderggrondWorrksGB550108-201(111)CoddeforDDesignnofBildinngouatioonGB500007-202((12)TeechniccalCoddeforWaterpproofiinUndeergrouudEngiineeriingGB550108--01((13)CoodeforrFirepproofiinDesiignofHHighriiseBuiildngs(rrev20)GB500045-95(144)TechhnicallSpeciificattionforSSteelSStuctureeofTalllBuilldingssJGJ999-98(15)TecchnicaalSpeccificaationforBBoxadRafttFounddaionJGGJ6-999forTTallBuuildinngs(16)SpeecificcationnforPiileFouundatiinfBuilldingssJGJ944-20088(17))TechnnicalSSpecifficatiionforTTallReeinforrcedCooncretteBuilldingssJGJ3--2002(18)TTechniicalSppecifiicatioonforSSteelRReinfoorcedJJGJ1388-20011ConcretteCopositteStruucturees(19)SpeecificcationnforDeesignaandCnstruuctionnofCTStruuctureesCECSS28:900(20)TecchnicaalCodeeforFiieprooofofBuuldinggSteellSructuureCECCS200::206GuangdoogandSShenzhhencoddesincclude::(1)CodeeforDeesignoofBuildngFundattionDBBJ15-331-203(22)SupppleentallregullationntoiplemeentJGJJ3-20002inGuanggdgProovnceDBBJ/T155-46-22005((3)SpeecificcationnforwaaterprroofenngineeeringoofconsstructtionDBBJ15-119-206如結(jié)構(gòu)設(shè)計部分分不包括在中國規(guī)范之內(nèi)，則參考(1)美國–國際建筑規(guī)范IBC-22006((2)美國–統(tǒng)一建筑規(guī)范UBC-11997((3)美國–房屋抗震加固固設(shè)計標(biāo)準(zhǔn)及注釋FEMA3356(4)美國–NNEHRP新建建筑及結(jié)構(gòu)抗震設(shè)防條例建議NEHRPP19972.2工程技術(shù)術(shù)文檔設(shè)計依據(jù)還包括括業(yè)主提供的場地巖土勘察設(shè)計報告、場地地震安全性評價報告、風(fēng)洞試驗(yàn)報告等文件。(1)漢國城市市商業(yè)中心巖土工程詳細(xì)勘察報告GK20008-1，深圳巖土工工程公司，20008年7月；(2)漢國城市市商業(yè)中心工程場地地震安全性評價報告，廣東省地震工程試驗(yàn)中心，2008年7月；(3)深圳漢國國城市商業(yè)中心工程風(fēng)洞試驗(yàn)報告，汕頭大學(xué)風(fēng)洞實(shí)驗(yàn)室，2008年0IncasesswhereelementssarenotccovereedbyCChinesseStandardds,refferenccetotthefolllowinngstndarddswilllbeade.(1)US–IIntenationnalBuiidingCCdeIBCC-20066(2)UUS–UniormBuuildinngCodeeUBC-11997((3)PreestanddardanndCommmentarryforttheSeiisicRehabiliitatioonofBuuildinngsFEMMA356(4)NEHRRPRecoommenddedProovisionsforSSeisicReggulatiionNEHHRP19997forrNewBuuildinngsanddoterStrructurres2.2ProjjectTTechniicalDDocumeentsDesignbbasisaalsoinncludeesthessitegeotechhnicallivestiigatioonrepoort,siiteseiisichazzardasssessmentreporrtandwwndtnnelrreort.(1)HonnKwokCCiyCmmerccialCeenterGeoteechnicallInvesstigattionReepotGK22008-11,ShennzhenGeotechhnicallEnginneerinngCo.LLtd.,2208.07;;(2)HonKKwokCiiyCommmercialCennterSitteSeismicHaazardAAssesssmentRReport,GuuangongSeeisicEngineeeringTTestCeenter,,200.07;(3)HonKKwokCiityommerccialCeenterWWindTuunelTesstRepoort,WiindTunnelLabboratooryofSShanTouUniverssity,00810.3.材料3.1混凝土強(qiáng)度種類標(biāo) 準(zhǔn) 值(MPa)設(shè) 計 值(MPa)彈性模量Ec(MPa)fckftkf強(qiáng)度種類標(biāo) 準(zhǔn) 值(MPa)設(shè) 計 值(MPa)彈性模量Ec(MPa)fckftkfcftC3020.12.0114.31.433.00x104C3523.42.2016.71.573.15x104C4026.82.3919.11.713.25x104C4529.62.5121.11.803.35x104C5032.42.6423.11.893.45x104C6038.52.8527.52.043.60x104C7044.52.990x104C8050.23.10x1043.MATERRIALDDATA3.1ConccreteGradeoffconcreteeforsttructuuralcooponentssshallnottbelesssthannC30,aaccorddingttoGB500010-22002thhedessignpaarameterrsareasfollowss:ConcreteGradeStandardConcreteGradeStandardValue(MPa)DesignValue(MPa)Young’sModulusEc(MPa)fckftkfcftC3020.12.0114.31.433.00x104C3523.42.2016.71.573.15x104C4026.82.3919.11.713.25x104C4529.62.5121.11.803.35x104C5032.42.6423.11.893.45x104C6038.52.8527.52.043.6x104C7044.52.990x104C8050.23.10x104鋼筋材料應(yīng)符合合中國規(guī)定GB5000102002。鋼筋種類符號直直徑(mm)標(biāo)準(zhǔn)值，fykk(MPa)設(shè)計值，fy，fy’(MPa)彈性模量，Ess(MPa))3.2ReinnforceementAllreinnforceementccoplieswwithChhineseeStanddardGBB5001002002..HPB235φφ8~2022352100/21022.1x1005HRB335φφ6~5033353000/30022.0x1005HRB40066~504000360//3602..0x1055TypeSymmbolDiia(mm))StanddardValue，ffk(Pa)DesignValue，ff，f’(MPa)Young’ssModullus，Es(MPa))一類環(huán)境二a類環(huán)境(迎水面)鋼筋板、墻梁柱基礎(chǔ)、地下室外墻、頂板縱向受力152530≥50*箍筋、分布筋及構(gòu)造筋101515≥50*注：常用鋼筋直直徑為一類環(huán)境二a類環(huán)境(迎水面)鋼筋板、墻梁柱基礎(chǔ)、地下室外墻、頂板縱向受力152530≥50*箍筋、分布筋及構(gòu)造筋101515≥50*5HPBHPB235φ8~20235 210/210 2.1x10HRB335φ6~50335300/3002.0x10HRB4006~50400360/3602.0x105Note:Baarsizeeincreement==6,8,110,2,14,6,1,20,22,25,228and332(6,40aandmmreequireespeccialorrdering).MiniummConcrreteCoover(mm)Class1EnvironmentalConditionClass2aEnvironmentalConditionRebarSlab,WallBeamColumnClass1EnvironmentalConditionClass2aEnvironmentalConditionRebarSlab,WallBeamColumnFoundation,BasementWall,RoofMainBar152530≥50*Links, Distribution &Others101515≥50**orcovvrorethaan40mmm,wireemeshwwillbeeproviided.3.3結(jié)構(gòu)鋼材材結(jié)構(gòu)用鋼材將采采用中國之標(biāo)準(zhǔn)鋼材，其設(shè)計值如下：3.3.1鋼材材的物理性能指針3.3StruucturaalSteeelAllstruucturaalsteeelwoulldbeChhineseeStandarddwithttheechaniicalprroperttiesassfolloow:ElasticModulusE(MPa)ShearModulusG(MPa)CoefficientorElasticModulusE(MPa)ShearModulusG(MPa)Coefficientorthermalexpansionα（°C）Densityρ（kg/m3）206103791031210–67850彈性模量E(MPa)剪變模量G(MPa)線膨脹系數(shù)α（以每°C計）質(zhì)量密度ρ（kg/m3）2061033791031210-6678503.3.2鋼材材強(qiáng)度設(shè)計值(MPa)SteelTensile,CompressiveandBendingf/fShearfvBearing（FlatSteelTensile,CompressiveandBendingf/fShearfvBearing（FlatComfortSurface）fGradeThicknssrDiameter(mm)Q23516235/215125325>16～40225/205120325>40～60215/200115325>60～100205/190110325Q34516345/310180400>16～35325/295170400>35～50295/265155400>50～100275/250145400Q345GJ16345/310180400>16～35345/310180400>35～50335/300175400>50～100325/295170400Q39016390/350205415>16～35370/335190415>35～50350/315180415>50～100330/295170415鋼材鋼材抗拉、抗壓和抗彎fy/f抗剪fv端面承壓（刨平頂緊）fce牌號厚度或直徑(mm)Q235鋼16235/215125325>16～40225/205120325>40～60215/200115325>60～100205/190110325Q345鋼16345/310180400>16～35325/295170400>35～50295/265155400>50～100275/250145400Q345GJ鋼16345/310180400>16～35345/310180400>35～50335/300175400>50～100325/295170400Q390鋼16390/350205415>16～35370/335190415>35～50350/315180415>50～100330/295170415本項目鋼結(jié)構(gòu)用用鋼主要采用Q345以及Q345GGJ等級。其中Q345GGJ鋼材應(yīng)滿足GBT199879-2005《建筑結(jié)構(gòu)用鋼鋼板》的要求。3.3.3型鋼鋼鋼號所有熱軋型鋼規(guī)規(guī)格按GB//T1123-005《熱軋H型鋼與剖分T型鋼》。GradeQ3345anddQ345GGJwilllbetheemainssteelggradesuseedfortthisprrojectt.Q3455GJfollowsGGB/T1989-2205SteeelPlaatesfoorBuilldingStructture.3.3.3StteelSeectionnsRolledssteelssectioonsfolllwGB/TT1123-205HotolledHHandutTSecction..4.荷載作用與與設(shè)計要求4.1樓面荷載載位置/荷載機(jī)電設(shè)備及吊頂找平層間隔墻活荷載觀光平臺屋面1.04.8–5.0行政酒廊0.52.4–5.0公寓2.0公寓核位置/荷載機(jī)電設(shè)備及吊頂找平層間隔墻活荷載觀光平臺屋面1.04.8–5.0行政酒廊0.52.4–5.0公寓2.0公寓核心筒2.0辦公室3.0辦公室核心筒3.0避難層0.52.4–5.0空中大堂0.51.2–5.0游泳池1.04.0–18消防疏散樓梯0.51.2–3.5機(jī)電房7.5或?qū)嶋H重量1.2–1.5電梯機(jī)房0.52.4–20幕墻(立面)1.25屋面0.54.8–2.0屋面(冷卻塔)0.54.8–12.0商業(yè)0.52.4–5.0餐廳3.0廚房1.53.0–4.0庫房0.51.2–10地面綠化區(qū)–覆土20kN/3–4.0消防車道–5.0–35停車庫0.51.8–4.0上、落貨區(qū)0.52.0–204.LOADIINGANNDDESSIGNCRRITERIA4.1FlooorLoaadsThefolllowinggloadssbaseddontheeChineeseCoddeGB5000099-20011rev20006)anndoperratinggrequuireentsareussedintthedessign.Location/LadsMEP&CeilingFinishesPartitionsLocation/LadsMEP&CeilingFinishesPartitionsLiveLoadObservation1.04.8–5.0ExectiveLounge0.52.4–5.0Apartment2.0Core(Apartment)2.0Office3.0Core(office)3.0Refuge0.52.4–5.0Skylobby0.51.2–5.0SwimmingPool1.04.0–18FireEscapeStair0.51.2–3.5PlantRoom7.5或?qū)嶋H重量1.2–1.5LiftPlantRoom0.52.4–20Fa?ade(elvation)1.25PodiumRoof0.54.8–2.0Roof(cooligtower)0.54.8–12.0Retail0.52.4–5.0Restaurant3.0Kitchen1.53.0–4.0Storage0.51.2–10LandscapeArea–Fill=20kN/3–4.0FireTruckccess–5.0–35CarPark0.51.8–4.0LoadingBay0.52.0–20對于塔樓隔墻荷荷載，經(jīng)過與本地院協(xié)商，公寓分戶墻采用100mmm厚輕質(zhì)復(fù)合墻板，戶內(nèi)隔墻為75mm厚輕質(zhì)質(zhì)復(fù)合墻板。核心筒內(nèi)需要支承電梯小構(gòu)架的隔墻采用150mmm厚砌塊墻，其余都采用100mmm厚輕質(zhì)復(fù)合墻板。表中隔墻荷載即根據(jù)此配置計算。4.2雪荷載深圳地區(qū)不考慮慮雪荷載。Forparrtitioonoads,aaftertthediiscusssionwiithLDII,theffollowwingassuptionssareaadopteed.Apaartentunnitseeparattionwaalliss00mmtthickliht-weeightppanel;;prtiionnsideuunitiss75mmtthickliht-weiightpaanel;coreppartittionwhhichneeedstoosuppoortlifftsecoondryebersis1550mmthhickasonrrywalll;otheerparrtitioonsinssdecorreare1100mmllight--weighhtpaneels.Paartitiionloadsinabboveableaarecallculattedbassedonnthiscconfguratiion.4.2SnowwLoadssNosnowlloadissrequiiredfoorShennzhen..4.3風(fēng)荷載4.3.1規(guī)范風(fēng)荷載深圳市基本風(fēng)壓壓按50年一遇ω0為0.75kkP，按100年一遇ω0為.90kPa?？紤]到塔塔樓高度約300米，根據(jù)據(jù)當(dāng)?shù)匾?guī)定構(gòu)件強(qiáng)度校核時應(yīng)采用100年一遇風(fēng)壓壓，而進(jìn)行風(fēng)荷載作用下位移計時可以采用50年年一遇的風(fēng)壓。另外在風(fēng)壓高度變化系數(shù)根據(jù)C類地面粗糙度采用。由于高寬較大，風(fēng)荷載體型系數(shù)數(shù)取1.4。4.3.2風(fēng)洞試驗(yàn)風(fēng)洞試驗(yàn)結(jié)果表明，按照規(guī)范計算的風(fēng)荷載以及風(fēng)洞試驗(yàn)結(jié)果在南北方向（Y方向）比較接近，而在東西方向((X方向)風(fēng)洞試驗(yàn)結(jié)果較大。設(shè)計中將采用兩者中較大的數(shù)值。50年風(fēng)荷載ETABS風(fēng)洞試驗(yàn)風(fēng)洞/ETABSX向風(fēng)－基底剪力(kN)2670046592174.5%Y向風(fēng)－基底剪力(kN)3450040333116.9%X向風(fēng)－傾覆彎矩(N)52729770185.3%Y向風(fēng)－50年風(fēng)荷載ETABS風(fēng)洞試驗(yàn)風(fēng)洞/ETABSX向風(fēng)－基底剪力(kN)2670046592174.5%Y向風(fēng)－基底剪力(kN)3450040333116.9%X向風(fēng)－傾覆彎矩(N)52729770185.3%Y向風(fēng)－傾覆彎矩(N)69277621110.0%4.3WinddLoadds4.3.1CodeWWindLooadTherefeerencewinddpresssureω0forShhenzheenis0..75kPaabaseddon50yyearsrreturnnperioodand00.90kPPabassedon1100yearsrreturnnperiood.Astthetowwerisabout3000mmttall,cconsidderingglocaalreguulatioons,wwindppressuurebassedon1100yersretturnpeeriodsshallbbesedfoorthesstrenggthcheeckofmmebers,whhilewiindprressurrebaseedon500yersretturnpeeriodccanbeuusedfoorlateeraldrriftchheckunnderwiindloaad.Forrexpoosurefactorforrwindlload,ttheterrrainrroughnnessussedisCCategoyC.Wiindloaadshappefacttoris11.4coonsideeringthelarggeH/Brratio..4.3.2WindLLoadfrromWinndTunnnelTesstWindtnnnelrresulttsshowwthatiinthenoth-soouthdirectiion(YDDir)thhewinddloadsscalcuulatedfroomdesiigncoodeanddthoseefromwinddtunneeltesttarequuitesiiilar,whilleinthheeastt-westddirecttion((XDir)thewwindttunnelltestggveslaargerwwindlooads.TTheenvvelopeeofcoodewinndloaddandwiindunnelltestrresulttswilllbeussedintthedsign..50-yearWindLoadETABSWindTunnelTestTest/ETABSWindX–BaseShear(kN)2670046592174.5%WindY–BaseShear(kN)3450040333116.9%WindX–OverturningMoment(MNm)52729770185.3%WindY–OverturningMoment(MNm)69277621110.0%Thetabblebellowshoowstheecoparisoonofbaasesheearunnderwiindloaadsof550yearreeturnpperiodd,giveenycoddeandwwndtnnelttet.ItccanbeseenthhattheewindlloadinnYdire50-yearWindLoadETABSWindTunnelTestTest/ETABSWindX–BaseShear(kN)2670046592174.5%WindY–BaseShear(kN)3450040333116.9%WindX–OverturningMoment(MNm)52729770185.3%WindY–OverturningMoment(MNm)69277621110.0%100年風(fēng)荷載ETABS風(fēng)洞試驗(yàn)風(fēng)洞/ETABSX向風(fēng)－基底剪力(kN)3204051393160.4%Y向風(fēng)－基底剪力(kN)4140047663115.1%X向風(fēng)－傾覆彎矩(N)632611011174.0%Y向風(fēng)－傾覆彎矩(N)8312100年風(fēng)荷載ETABS風(fēng)洞試驗(yàn)風(fēng)洞/ETABSX向風(fēng)－基底剪力(kN)3204051393160.4%Y向風(fēng)－基底剪力(kN)4140047663115.1%X向風(fēng)－傾覆彎矩(N)632611011174.0%Y向風(fēng)－傾覆彎矩(N)83128862106.6%100-yearWindLoadETABSWindTunnelTestTest/ETABSWindX–BaseShear(kN)3204051393160.4%WindY–BaseShear(kN)4140047663115.1%WindX–OverturningMoment(MNm)632611011174.0%WindY–OverturningMoment(MNm)83128862106.6%Thetabllebeloowshowwstheccoparisoonofbaasesheearundderwinndoadsoff100yearreeturnpperiodd,givenbyccodeanndwinddtunneelest.IItcanb100-yearWindLoadETABSWindTunnelTestTest/ETABSWindX–BaseShear(kN)3204051393160.4%WindY–BaseShear(kN)4140047663115.1%WindX–OverturningMoment(MNm)632611011174.0%WindY–OverturningMoment(MNm)83128862106.6%在檢查風(fēng)荷載作作用下的加速度時，由于深圳10年一遇風(fēng)荷載包含了臺風(fēng)影響，而臺風(fēng)影響（在國外設(shè)計中）通常在舒適度評估時不予考慮。國際上通常認(rèn)為采用一年一遇的風(fēng)荷載，按照CTBUH或者者ISO的條件，并考慮風(fēng)玫瑰效應(yīng)來評估舒適度是比較合適的。對對1年和10年一風(fēng)荷載，將分別采用1％和2％阻尼比。詳細(xì)信息請參見見第9.5節(jié)。Intheaccceleratiooncheeckitiisexpeectedtthatthhe10-yyearwiindloaadinShhenzheeninclludesiinflueencesoofstoormwinndswhiichareetypiccally((niternaationaalpacticce)nottconsiidereddwenevaaluatiingocccupanttcofort..Itisuusuallyconidereedapprroriateetousee1-yearreeturnwwind,iincluddngdirrectioonaleeffecttsandtheCTTBUHorrISOcrriteriiainteernatiionallly.Daapingraatiooff1%andd2%forr1and110yearwiindsarreuseed,resspectiively.Pleaasereferttoectioon9.5ffororeinfformattion.4.4地震作用用地震荷載依據(jù)國國標(biāo)GB50011201標(biāo)準(zhǔn)，并且考慮場地地震安全性評報告的結(jié)果。4.4.1規(guī)范范地震作用4.4EartthquakkeActtionThedataabelowisbaasedonnChineeseCoddeGB500011-22001,ttheSeiismicHHazarddReporrtfortthissiitewilllbecconsidderedoonceavvailabble.EarthquakeProbabilityofexceedancein50yearsReturnPeriod(year)PeakGroundAcceleration(cm/s2)Max.EarthquakeProbabilityofexceedancein50yearsReturnPeriod(year)PeakGroundAcceleration(cm/s2)Max.Hor.SeisicForceCoefficientαmaxFrequent63%50350.08DesignIntensity10%475980.23Severe3%~2%1642~24752200.50地震烈度50年設(shè)計基準(zhǔn)準(zhǔn)期超越概率烈度重現(xiàn)期(年)地面加速度峰值值PGA(cm//s2)水平地震影響系系數(shù)最大值αmaax多遇地震63%50350.08設(shè)防烈度10%475980.23罕遇地震3%~2%1642~244752200.50?抗震設(shè)防烈度度7度，設(shè)計基本地震加速度=0.11g?建筑場地類別別第一組，場地類別II類，Tg=0.335秒?彈性分析阻尼尼比0.055（混凝土結(jié)結(jié)構(gòu)）?地震反應(yīng)譜((按GB50001-2001，511條)見圖4.4..1周期T小于0..1秒直線上升段?BasicsseismiicinteensiyZonee7,DessignBaasicAcccelerrationn=0.1gg?Sitetyype:GrroupI,,SiteCCategooryII,,,Tg=00.35s?Dapraatiofoorlineearanaalysis0..05(cooncrettestruucturee)?Responnsespeectrum(AcccordinngoGB5011-001,ccl5.1..5)issshwninFFiguree4.4.11T<0.1seec.Linnearlyyincease周期T從0.11秒到Tg水平段γ?Tg?0.1sec..≤T<TgConstanntγ周期T從Tg到到Tg曲線下降段α==?T?ηααmax?T?g??gT??TgTγ≤T<TgExponenntiallydecrrease?α=?γ?γ??ηααmax?周期T從Tgg到6秒直線下降段α=η2.2?1T?Tg)αmaxTg≤T<6secc.Lineearlyddecreaaseα=η20.2?1T?5Tg)αmax其中γ=..9+.05?ξ，η.5+ξ11=0.02+00.05?ξ8η1≥0，ηη2=1+0.05?ξ0.06+1..ξη2≥0.555。whereγ==0.9+0.05?ξ0.5+ξ,η1=0.02++0.05?ξ8η1≥0,ηη2=1+0.05?ξ0.06+1..ξη2≥0.555.?2條天然時程程波－由安評報告提供?人工波－由安安評報告提供供反應(yīng)譜分析采用用周期折減系數(shù)0.85。時程分析法中步長不宜大于0.02秒，時程長度滿足規(guī)范最小長度要求。?TwoNatturalTTieHisttoryCuurves--proviidedbyySeismmicHazarddStudy?ArtifiicialTTimeHisstoryCCurve--proviidedbyySeissicHazarddStudyyPerioddiscoontfacttor0.885wasaadopteedinthhespecctrumaanalysis.FForalllTieHisttory,ttiesteppshoulldnotbeoorethaan0.2sandtthelenngthoffthereecordsshallssatisffycoeliitonminiumlenggth.η2αxResponsseSpecumnChneseCodeB5001112001中國規(guī)范B550011-2001反應(yīng)應(yīng)譜αx=0.HHrztlreCfft水平地震影響系數(shù)γ?T??T?T?γ=.9++.05?ξ.5+ξη=0.022+0.05?ξ18η=1+.005?ξ1≥0η≥α=???ηααmax?2.06+1.ξ2.55γγ.αaxα=η20.2?1T?5Tg)αmax0.1Tg1Tg23456PerdTT(Se)周期(秒)圖4.4.1中中國規(guī)范反應(yīng)譜曲線Figure44.4.1RResponnseSpeectrummtoChiineseCCode4.4.2重力力荷載代表值在抗震驗(yàn)算時，不不計入屋面活荷載，不考慮活荷載折減系數(shù)。豎向荷載取重力荷載代表值，Ge：Ge=恒荷載++L活荷載+λS雪荷載L=0.5((一般情況)，0.8(書庫、檔案庫)，1.0（按實(shí)際情況計算的樓面活荷載）S=0.5((本項目雪荷載為零)4.4.3豎向向地震作用深圳抗震設(shè)防烈烈度為7度，按照中國抗震規(guī)范設(shè)計中無需考慮豎向地震作用。4.4.4樓層層水平地震剪力結(jié)構(gòu)抗震驗(yàn)算時，任一樓層的水平地震剪力應(yīng)符合下式要求：nVEki≥λλ∑Gjj=i式中：VEki—第ii層對應(yīng)于水平地震作用標(biāo)準(zhǔn)值的樓層剪力；對豎向不規(guī)則結(jié)構(gòu)的薄弱層，尚應(yīng)乘以1.15的增大大系數(shù)；λ—剪力系數(shù)，對對于扭轉(zhuǎn)效應(yīng)明顯或基本周期小于3.5s的結(jié)結(jié)構(gòu)取為0.016，對于基本本周期大于5.0s的結(jié)構(gòu)構(gòu)取為0.0012，對于基本周期介于于3.5s和5.s之間的結(jié)構(gòu)，可插入取值；對豎向不規(guī)則結(jié)構(gòu)的薄薄弱層，尚應(yīng)乘以以1.15的增大系數(shù)；Gj—第j層的的重力荷載代表值。4.4.5雙向向水平地震效應(yīng)雙向水平地震作用的扭轉(zhuǎn)效應(yīng)，可按下列公式確定：4.4.2VeerticaalLoaddRepreesentaativeVValueInseismicdessign,lliveloodonoofissnotcoonsideeed,anndlveladredductiooncannnotbeaapplieed.Theevertticallload,rrepressentattivevaluueeis:Ge=DeeadLoaad+λLLiveLLoad+λλsSnowLLoadλL=0.55(forggeneraalareaa),0.88(bookksore,ffilesttrageaarea)11.0(foorliveeloadccalcltedbassedonaactuallweighht)λS=0.55(therreisnoosnowllodinthhisproect))4.4.3VeerticaalSeissmicEfffectSeisiccintennsityfforhezheniis7,anndnoveerticaalseissmicefffectneeddtobecconsidderediintheddesignnaccoordinggtoseiismiccoodeinCChina..4.4.4HoorizonntalSeeismiccStoryyShearrUnderseeismicloaddcondiiton,thhesheaarforcceineaachstooryshooudsatiisfythhefollowingg:nVEki≥λλ∑Gjj=iwhereVEki—TThestaandadhoriizontalseissmicshearfoorceinnithsttor;orsofftstorrystruuctureewithvertiicalirrreulariity,a11.15faactorsshuldallsobeaapplieed.λ—SheaarForcceCoeffficieent,foorstruuctureeswithhtorsiionlbehaavioroorfunddaentallperioodlessshan3.5sequualstoo0.16.Foorstruuctureeswithhfundaaentalpperioddargerrthan55suse00.012,,forstructuureswiithperriodbeetweenn3.5saand5s,,useliinarintterpollationn;forssoftsttoystruuctureewithvertiicalirrregularitty,a1..5facttorshoouldallsobeaapplieed.Gj—Thhestanndardvverticcalloaadinjtthstorry.4.4.5Bii-direectionnalHorrizonttalSeiismicEEffecttFortorssionalleffecctduettobi-ddirecttionallhorizzontallseismicacttion,tthefolllowinngequaationccanbeuused:S=max(S2+(0..85S)2,(0.85S)2+S2))()xyyEKxyxyxyySEK=maxS2+(0..85S)2,(0.85Sxx)2+S24.4.6場場地地震安全性評價廣東省地震工程試驗(yàn)中心對擬建場地進(jìn)行了場地地震安全性評價報告，報告認(rèn)為擬建場地屬地震活動水平相對較較弱的地區(qū)。場地地表下的淤泥質(zhì)砂和粗礫砂層在Ⅶ度地震作用下不會產(chǎn)生液化，而本工程樁基直直接座落在基巖上，場地可不考慮地基的砂土液化問題。本場地未發(fā)現(xiàn)淤泥質(zhì)軟土層，且主塔樓地基將直接建在基巖上，故不可能發(fā)生軟土震陷。地表斷裂距離場地較遠(yuǎn)，按《建筑抗震設(shè)計規(guī)范》(GB500011－001的有關(guān)要求，可不考慮斷裂在地震時對場地的影響。根據(jù)地表20米米內(nèi)等效剪切波速測試結(jié)果,本工程場地土類型為中軟－中硬土，建筑場地類別Ⅱ類。本場地地面脈動平均卓越周期為0.31秒。4.4.6SeismmicHazzardAsssessmmentReeportGuangdoongeisicengiineeriingteestcennterprrovidedthesseisichazaardasssessmeentrepportfoorheprooposeddcostrucctionsite..Thereeportppointeedoutttattheesitehhasrelaativellylowsseismicacctivitiies.Thheuddyssandanndcobbblesanndlayersillnootliquuefynseissicacttionoffinensitty7.AAlsothhepileedfouundatiionoftthebuiildinggissuppporteedonthherockk,sothhereissnotneeedtocconsidderliqquefacctionoftheesoill.Therreisnoouddyssoftsooillyeround,,andtthetowwerissseatedonnherok,sohereissnotriiskofsinkiingofssoftsooil.Alllknowwnactiivefauultsarrefarffromthhesitee,baseedonGBB500111-20011hereissnoneeedtocconsderbehhaviouuroffaaultsiineisicactiivitiesfoorthisssite..Basedonnthereesultssofshhearwaavespeeedtestts,theesiteccategooryisstypeIIIandPPredominanttPeriodoftheesiteeis0.331secoond.根據(jù)對擬建場地地的地震危險性分析，得到其中50年內(nèi)三個概率水平的概率烈度、基巖加速度峰值PGA、地震系數(shù)K。根據(jù)50年超越概率率10的烈度值和基巖加速度峰值，本場地地震基烈度為Ⅶ度。根據(jù)本場地巖土土力學(xué)性能測定結(jié)果及相關(guān)資料,采用等效線性化地震反應(yīng)分析法,計算得到場不同孔位的地面加速度峰值、地震系數(shù)K及地面速度峰值。根據(jù)這些結(jié)果，報告給出三個不同率設(shè)防水準(zhǔn)的地面面設(shè)計地震影響系數(shù)如下式，其中βmax=5，αmax=βmax。（1）水平向（T0=0.1）：Basedonntheseeismichazardaanalysisfoorthecconstructioonsitte,theeprobaabilissticiintenssityoffthreeeprobbabiliiylvelsiin50yarsarreprovvided,,aswelllasPeeakGrooundAcccelerrationsaandseiismicffactorrK.baasedonntheprrobabiilistiicinteensityyof10%%exceeedanceein50yyarsanndthevvalueoofPGA,,thebaasicsseismiicinteensityyoftheesieisinntensiity7.Basedonnthegeeotechhnicallpropeertiessoftheesiteaandrellevanttdata,,thePGGA,Kanndpeakkveloccityattgrouundlevvelareecalcculatedbassedoneequivaalenteelastiicseissmicresponseaanalysismeethod..Baseddontheeseannalyses,ttherepportprrovideedtheddesignnseismicressponsesspectrrumforrthethhreeproobabillitiessatgrooundlevelassfolloowing,,whereeβmax=5，αmax=βmax.Tmax??α[0.400+TTmax??0?αmax??η2η2?0..40)]0≤T≤00<T≤TTg(1)Horiizontaal(T0=0.1ss):?????Tαmax[0..40+0η2?0..40)]0≤T≤0?γαT)=??γ?Tg??αmax?η20<T≤TTgα?αmax??η2??α??T?Tg<T≤5TgαT)=?????Tg?γαmax?ηη2??γTg<T≤5Tg?max?η2[0.2γ?η1T?5T)]gη2gTg<T≤20(ss)?αmax??η2?T?[0.2γ?η1Tη2?Tg)]Tg<T≤20(ss)（2）豎向（TT0=0.1秒）：????α[0.40++TTmax0Tmaxαmax?ηη2η2?0..40)]0≤T≤00<T≤TTg(2)Verttical((T0=0.1ss):?T?αmax[00.40+Tγ?0γη2?0..40)]0≤T≤0?αT)=???Tg??αmax?η20<T≤TTgγT?αmax??η2??γTTg<T≤5TgαT)=??Tg???α?η??[0.2γ?η1T?5T)]T<T≤220(s)?αmax??η2????T?Tg<T≤5Tg?η?max2ggg?η2?αmaxα?η2[0.2γ?η1T?5T)]gη2gTg<T≤20(ss)η=0.022+0.05?ζ18η=1+0.005?ζ20.06+11.ζγ=γ0+0.05?ζζ0.5+ζ。η1=0.002+0.05?ζ8η2=1+0.05?ζ0.06+1..ζγ=γ0+0.05?ζ0.5+ζ。工程場地50年年內(nèi)阻尼比ζ=0.055時三個概率率水平的地面地震影響系數(shù)αmax、特征周期g和反應(yīng)譜設(shè)防概率P63%（50年）設(shè)防概率P63%（50年）10%（50年）2%（50年）水平豎向水平豎向水平豎向地震影響系數(shù)αmax0.09350.06540.28910.21270.54010.3930g（s）0.350.320.450.350.600.45γ01.01.01.01.01.01.0Fordappingraatioζ=0.055,thesseisicinflluenceefactoorαmax,CCharaccterissticPerriodgindexγaarelisstedinnthetaabebeloow.andtheaattenuuationnExceedaanceP63%(50yyears))10%(50yyears))2%(50yeears)HorizonntalVerticaalHorizonntalVerticaalHorizonntalVerticaalαmax0.09350.06540.28910.21270.54010.3930g(s)0.350.320.450.350.600.45γ01.01.01.01.01.01.0下圖對于小震比比較了規(guī)范反應(yīng)譜與場地安評反應(yīng)譜，可以看到場地反應(yīng)譜的峰值比較高，但是長周期段下降降比較快，低低于規(guī)范反應(yīng)應(yīng)譜。根據(jù)ETABS分析給出的前兩兩個周期處的的比較，場地地反應(yīng)譜數(shù)值分別是規(guī)范反應(yīng)譜的83％和90％，而前兩個振型在各自方向的振型質(zhì)量參與系數(shù)都在％以上。所以可可以認(rèn)為規(guī)范反應(yīng)譜是更加保守的。地震影響曲線系系數(shù).2eSectSite