附录文献翻译办公楼

附录：文献翻译EVALUATIONOFLATERALLOADPATTERNINPUSHOVERANALYSISArmaganKORKMAZ1,AliSARI21VisitorResearcher,DepartmentofCivilEngineering,UniversityofTexasatAustin,Austin,TX78712,PH:512-232-9216;armagan@2Ph.D.Student,DepartmentofCivilEngineering,UniversityofTexasatAustin,Austin,TX78712,PH:512-232-9216;ali_sari@DESCRIPTIONOFTHEFRAMESTRUCTURES3,5,8and15-storyR\Cframestructureswithtypicalcross-sectionsandsteelreinforcementsareshowninFigure1.ThereinforcedconcreteframestructureshavebeendesignedaccordingtotherulesoftheTurkishCode.Thestructureshavebeenconsideredasanimportantclass1withsubsoiltypeofZ1andinseismicregion1.Thedead,liveandseismicloadshavebeentakenaccountduringdesign.Allreinforcedconcreteframestructuresconsistthree-bayframe,spacedat800cm.Thestoryheightis300cm.Thecolumnsareassumedasfixedontheground.Yieldstrengthofthesteelreinforcementsis22kN/cm2andcompressivestrengthofconcreteis1.6kN/cm2.Thefirstnaturalperiodofthe3-storyframestructureiscomputed0.54s.Thecross-sectionofallbeamsinthisframeisrectangular-shapeswith25cmwidthand50cmheight.Thecross-sectionofallcolumnsis30cmx30cm.Thefirstnaturalperiodof5-storyframestructureis0.72sandthecross-sectionofbeamsis25cmwidthand50cmheightsimilarto3-storyframe.Cross-sectionofcolumnsatthefirstthreestoriesis40cmx40cmandatthelasttwostories,itis30cmx30cm.Theeight-storyand15-storyframestructureshavenaturalperiodof0.90sand1.20s.Thecrosssectionofbeamsforbothframestructuresis25cmx55cm.The8-storyframestructurehas50cmx50cmcolumnsforthefirstfivestoriesand40cmx40cmforthelastthreestories.Thecrosssectionofcolumnsforfirsteightstoriesinthe15-storyframestructuresis80cmx80cmandatthelastsevenstories,itis60cmx60cm.NONLINEARSTATICPUSHOVERANALYSISOFFRAMESTRUCTURESForlowperformancelevels,toestimatethedemands,itisrequiredtoconsiderinelasticbehaviorofthestructure.Pushoveranalysisisusedtoidentifytheseismichazards,selectionoftheperformancelevelsanddesignperformanceobjectives.InPushoveranalysis,applyinglateralloadsinpatternsthatrepresentapproximatelytherelativeinertialforcesgeneratedateachfloorlevelandpushingthestructureunderlateralloadstodisplacementsthatarelargerthanthemaximumdisplacementsexpectedindesignearthquakes(Li,Y.R.,1996).Thepushoveranalysisprovidesashearvs.displacementrelationshipandindicatestheinelasticlimitaswellaslateralloadcapacityofthestructure.Thechangesinslopeofthiscurvegiveanindicationofyieldingofvariousstructuralelements.Themainaimofthepushoveranalysisistodeterminememberforcesandglobalandlocaldeformationcapacityofastructure.Theinformationcanbeusedtoassesstheintegrityofthestructure.Afterdesigninganddetailingthereinforcedconcreteframestructures,anonlinearpushoveranalysisiscarriedoutforevaluatingthestructuralseismicresponse.ForthispurposethecomputerprogramDrain2Dhasbeenused.Threesimplifiedloadingpatterns;triangular,(IBC,k=1),(IBC,k=2)andrectangular,wherekisanexponentrelatedtothestructureperiodtodefineverticaldistributionfactor,areusedinthenonlinearstaticpushoveranalysisof3,5,8and15-storyR\Cframestructures.Loadcriteriaarebasedonthedistributionofinertialforcesofdesignparameters.Thesimplifiedloadingpatternsasuniformdistribution,triangulardistributionandIBCdistribution,theseloadingpatternsarethemostcommonloadingparameters.VerticalDistributionofSeismicForces:（1）集吴糠洪兰姓板野猪（丢2予）怜wher赵e:圣C拼vx袄 联=Ve牲rtic赔ald研istr喘ibut镜ion西fact蛇or态V=膛Tota演lde饲sign先lat秆eral纺for戏ceo硬rsh作ear慕att洁heb结ase轻ofs悠truc应ture倾w降i秩and啄w弯x孔=T增hep徐orti小ono们fth缴eto也tal冬grav佩ity旧load甜of楼the宗stru看ctur父e想h桂i衡and枕h立x步=T友heh激eigh轧tfr于omt突heb稼ase误k=突Ane牧xpon卖ent戏rela券ted桂tot过hes汪truc挤ture柳per便iod傅Ina岩ddit君ion兵thes忆ela租tera蔬llo兆adin经gs,够fram与esa铸res感ubje姓cted石liv煌elo睡ads泉and农dead辟wei受ghts悠.P诵-颤△茎eff畜ects饺hav漠ebe说ent袭aken婶int政oth灶eac占coun劝tdu束ring违the卫pus和hove医ran碌alys戴es.浮The劲late贷ral鞠forc巡eis蓬inc科reas刷edf致or3衡,5垒and仪8-st咏ory遣fram监esu胜ntil岛the承roo编fdi傍spla朱ceme仗ntr水each侵ed5雄0cm左and没100匪cmf者or15背-sto思ryf惕rame嚷.Be渠ama致ndc曲olum追nel铁emen甘tsa败reu敏sed辅toa殖naly喷zet骡hef平rame吗s.T非heb帽eams洪are峡ass缎umed螺to感ber象igid呜in荣the三hori烈zont饭alp声lane坏.In扫elas肺tic搂effe侵cts后are勉assi芬gned闹to长plas婶tic条hing愤esa授tme锣mber卧end拜s.S侵trai乳n-ha顷rden怨ing葱isn挤egle塌cted帐in帐all伪elem钉ents腔.奔Bili乐near夜mom裁ent-五rota悠tion藏rel蛇atio篇nshi单pis茅ass靠umed程for塔bot予hbe腐ama幸ndc嫌olum既nme掀mber沈s.A兆xial桥loa懂d-Mo献ment鬼,P-日M,i捐nter销acti捡onr融elat挺ion,料sug俩gest脑edb池yAC捧I31坡8-89石,is羊use妇das蹈yie加ldin江gsu匪rfac辫eof匪col保umn懂elem追ents朱.In阿erti史alm虹omen天tof默cra间cked轧sec务tion鸟,I滚cr汗,is梳use东dfo配rbo滚thc增olum往nan近dbe巨amm珍embe蚂rsd坛urin留gan华alys纸es.早I碌cr介is稼comp晌uted歉as婚half侵of涝the骆gros奋smo顿ment跨of煎iner扮tia,矛I锄g判.液The干resu后lts恋oft奖hep票usho骡ver哨anal党yses芒are巧pre砍sent庙edi梯nFi壶gure若s2唐to5曾.Th叛e定push柄over岩cur道ves夜are掏show姜nfo趴rth墨ree警dist雨ribu卫tion保s,a赠ndf喜ore久ach蛾fram古est疲ruct川ures冷.T熄hec育urve热sre脆pres躁ent婆base诉she辨ar-w帆eigh暗tra践tio怎vers敢uss焰tory六lev邀eld凉ispl地acem纽ents五for浅uni贤form旦,tr织iang贴ular喊and冲IBC棒loa问ddi聚stri险buti主on.截Shea挺rV困was脉calc丧ulat眨edb疤ysu籍mmin费gal锤lap纺plie石dla揉tera追llo社ads肉abov眉eth讽egr辉ound射lev粗el,弊and船the灯weig碧hto榴fth市ebu亮ildi淘ngW隙is献the研summ增atio捉nof警the勾wei缴ghts罢of伞all绍floo婆rs.方Besi趟det机hese恒,th赢ese轮curv索esr武epre蜻sent脂the反los货tof泉lat陷eral群loa竿dre材sist皮ing狭capa障city谷and凤she顺arf凡ailu缘res幻ofa巩col仙umn牺att平hed决ispl医acem兆ent扫leve怜l.T馋hec孝hang房esi元nsl降ope乞oft棚hese景cur奋ves睬give驴an及indi检cati央ono宰fyi巴eldi棕ngo油fva哭riou睛sst皆ruct搁ural转ele瞎ment么s,f斯irst毙yie包ldin您gof嘴bea榜m,f基irst怨yie和ldin糟gof伍col完umn源and遭shea勉rfa划ilur疫ein肠the固mem销bers灭.By满the培inc唯reas最ein竹the丢hei蒜ght脊oft棵hef傲rame迫str跃uctu蜡res,奔fir度sty锻ield拢ing笑and杠shea式rfa叨ilur轿eof喜the版col塌umns寨is络expe要rien脉ced别ata配lar悉ger案roof旗dis动plac皮emen艺ts手and辱rect吸angu锈lar眠dist德ribu颈tion洒alw吐ays寒give虽the慰hig烧her煮base蓬she央ar-w临eigh凡tra刃tio蛛comp庸arin湖gto混oth忌erl扇oad医dist情ribu挽tion缠sfo摸rth绵eco鲁rres钥pond损ing付stor畏ydi现spla速ceme匆nt(积hori起zont议ald接ispl掠acem概ent)耳.际REFE详RENC控ES皮1.狗ATC析-40(哥1996烈)疤,凳“走Seis喊晕icev书alua煮tion盾andR安e锡trof枯itof冒Conc兵rete搞Buil忘ding毅s绸”忆,Vol陷.1,卫Appl扬ied宜Tech理nolo搬gyC蒜ounc蛛il,驾Redw峡ood欢City斑,CA绣.匀2.身FEM肉A2烤73顽(199额7).青结“驳NEHR躁PGu件idel烛ines案for枪the始Sei洒s数鹿icR资ehab办ilit防atio知nof铲Bui聋ldin都gs,喇Fede隔ral趟E始结erge负ncy享Mana扔ge画及ent胜Agen齿c突y环”骨,优票ashi神ngto弟nD.锅C.屡3.鸟IBC俭(20齐00)埋训“恨Inte顿rnat缸iona凉lBu自ildi黎ngC揭od惩e猜”佣.协4.承Pra文kash记,V.功,Po絮well厦,G.知,Ca端膛pbel循l,S茂.(1熔993)现,DR甚AIN误2DU算ser劳Guid跟eV狸1.10零,Un员iver冲sity杨of视Cali桑forn陷iaa且tBe奥rkel料ey,耽CA.贤5.漫Li,佛Y.R.址(19锻96)盯,宿“宝Non-短Line幼arTi惯妄eH纱i缺stor然yAnd宋Push茶over崭Anal积yses扎forS超eis骆槐i执cDe骄sign秧and图Eva秤luat勺io补n崭”烈PhD校The纵sis,株Uni迫vers米ity直ofT亏exas穗,Au扩stin贡,TX以.亏6.器Vis眉ion2痰000C错o快凭itte务e(19按95).保Stru谷ctur改alEn选gine便erin虚gAss束ocia葛tion左ofCa块lifo使rnia束,CA乡.墓静力弹塑顾性分析法骨在侧向荷逐载分布方窝式下的评炕估研究钞Ar坚殖agan渗KOR戒KMAZ锹1鹊,Al欧iSA掘RI扩2虫1锋访问学者壶,依土木工程羊学院格,胶洪得克萨斯曾大学习,欣胀奥斯委汀茎,TX浆787碑12,海PH:遵512-驳232-骗9216巷;ar勒maga筐n@ma嫌il.u辱texa急s.ed径u唱2踪博士猜,尊土木工程浓学院钟,么方得克萨斯兵大学纪,途壮奥斯添汀兔,TX梨787宇12,扔PH:稿512-径232-俘9216帽;al而i_sa纵ri@m聋ail.怀utex矿as.e挺du最框架结构搞的描述禁有着典型明截面和钢迁筋豆的采3爷、关5望、梁8风和悬1撑5弦层的钢筋肾混凝土框慰架结构见柱图销1瞎，这些钢百筋混凝土谎结构是按抽Turk肌ish勇规范设计泡。考虑结傻构所处环毕境为土质母类普型驳Z陕1臂、地渣震焰1减区，设计矿为等级含为王1食级，其中山恒载、活客载以及地大震荷载在其设计中已批经被考虑取。随所有这些撞钢筋混凝瓶土框架结捎构都绣有寨3芝跨，愁长鸡8燥m君，层骆高辅3勾m泥。柱子假听定与地基个固结，钢币筋的屈服援强度为肺22k遵N/cm捕2寒，混凝土源的抗压强姿度出为俩1交.6kN坊/cm2姜.术3漂层框架结械构的第一柳周期经计瞒算为测0.54最s纱，结构中如所有的框针架梁截面酒为矩税形，宽币25c纳m萌、高配25cm著，框架柱简截面尺寸适为拨30cm于x30c踪m俯。县5泊层框架结搞构的第一泥周期经计桨算为淘0.菌72姥s疮，框架梁脊截面为矩社形，宽细25c是m阴、贫高匙50突cm讨，框架柱要截面尺寸痰前三层助为艰4款0cmx享4曾0cm额，后两层逆为商30cm忌x30c抢m饺。薄8眼层汤和容1爪5俯层的框架堡结构的周赢期分别为伶0.滨90粱s阵和恐1.20玻s至，两者的宽框架梁截纠面为矩形降，宽兴25c崖m裕、颠高容55锋cm辟。茶8贵层结构框芬架柱截面徒尺寸前五口层烈为柄5笛0cmx走5麻0cm捉，后三层厌为现4稀0cmx腿4针0cm聪，驻而架1乌5板层结构框抓架柱截面睛尺寸前八孔层烈为洽8茂0cmx婚8竭0cm猜，后七层悬为亩6押0cmx雕6搬0cm怨。蛛框架结构川的静力弹害塑性分析塔法鼓对于低等趟级的性能勾，为了估隶计其需求回，就需要瘦考虑结构摆的非弹性躺行为。静鸟力弹塑性扭分析法可汉以用来识或别地震的厉危险，并午选择性能莫等级以此南来设计性律能目标。像在静力弹果塑性分析锈法中，以旁侧向荷载列近似代表敞由层间产巷生的相关抱惯性力并掀使结构在福这个侧向葱荷载作用惜下产生的漏位移大于灰地震设计惨中预期的撒位移排(廉Li,寄Y.R猾.,19针96)老。这种分棒析方法提缺供了剪力梅与位移的集置换关系丹并指出非董弹性的界树限和结构精侧面负荷臭能力，而江曲线斜率畅方面的改恒变表明了详各有限元杯的屈服强棋度。静力从弹塑性分情析法的主聋要目的是跟决定结构能的荷载数删量和变形笨能力。这砍些信息都悦能够用于榜评价结构岛的整体性键。宿在详细设嚼计了钢筋搅混凝土框捷架结构后陵，就用静榴力弹塑性盆分析法评六估结构的摧地震反应衫，为此电熟脑程序散Drai纤n2D御会被用到抽。有以下危三种简化隔荷载形式殿：三角唤形搜IB燕C冷（忘k=粥1净）滚，测IB薯C锹（棚k=富2誓）和矩形益，其圆中特k摊是与结构旬周期相关和的系数，惜用来定义杨荷载竖向降因素。它喘们也会用凤于描3兵、披5夺、别8敏和泪1铁5党层的钢筋灶混凝土框桐架结构的滋静力弹塑帜性分析。裙荷载标准胶的确定时流基于设计尊参数中的煮惯性力的废分布。简波化的荷载膊布置方式李如均布分悠布、三角淘形分布哈、释IB蛋C使分布是最熄常见的荷苏载参数。浓地震力的三竖向分布阀：左笛芳借砍鉴暖录趟输（郑1裂）劈立损勒扎吃杠渴粗（迷2弟）式中：护迈C丰vx姨为竖向分隙布参数躺栏搅V优为总侧向普力设计值汪，或结构肆底部剪力立辛w乘i聪和析w孤x扑为部分结善构自重检放h循i仙和园h奴x丧为结构高找度（至基与地算起）掘k僵为与结构驳周期相关促的参数搞除这些侧浪向荷载外豪，结构还索承受恒载然和活载。杠P-医△员作用在静穷力弹塑性邀分析中同醉样被考虑扯。侧向荷俯载一直会各增加，直雕到典3严、息5矛和蓬8跳层的框架煮结构楼顶盘位移怨达泛到择50滑c塑m佛挑，晋15亭层的框架惰结构楼顶种位移冰达肥到牵100职c剥m杜届。梁柱单稠元用于结殊构分析，方假定梁在齐水平方向域是刚性的沃，考虑非片弹性影响润单元是铰贿接的，而揪应变强化冤被忽略。箱双线性弯坝矩竭—止转角关系爪假定用于废所用梁柱饮单元，由俩ACI3厚18-8宽9存建议的轴毁压荷牙载压—意弯矩关系叠、抄P桨—膝M露、交互关穷系被用于归柱单元屈轧服表面。程薄弱破碎链区段的惯趁性矩嘉I统cr猴君，在分析勇的时候用盲于所有的茂梁柱。秤I烧cr痒取总惯性郑矩狗I天g练的一半。狱由静力弹括塑性分析叶法所得的捆结果。每辟个框架结位构的弹塑叫性曲线都菠分均布荷标载、三角哭形荷载以处及拌IB各C咳荷载三种罩荷载方式宿给出，显