毕业设计广州市宏达化妆品科技有限公司办公楼建筑施工图带所需设计word文件

静力弹塑性分析法在侧向荷载分布方式下的评估研究AraganKORKMAZ1,AliSARI21访问学者,土木工程学院,得克萨斯大学,奥斯汀,TX78712,PH:512-232-9216;armagan@2博士,土木工程学院,得克萨斯大学,奥斯汀,TX78712,PH:512-232-9216;ali_sari@摘要：单这触项暮研友究顶的匹目趋的贪是患通酸过裂弹柔塑青性掀分益析煤法深和遣非势线专性沾时煤程叉分烤析冰法笔来站评欣估泉框鞠架胞结陕构呜的辞性无能裙或企多驻种址荷号载职形裂式圆及很自趣然少周渠期妨的根多警样说性叙。嚼弹旦塑扭性孟分盗析兄法厘的洲荷奶载柄分负布责状弦态鹿有破三队角燥形李、腹I补B乳C拍（半k脏=抵2祸）毫，效和肉矩谋形滑。通在尾这膏个价研裤究熊中亡四业种允典象型紧的炕钢悲筋该混貌凝作土继框陷架煎结允构肃被冤采登用封，优它嗽们全分封别筑有吓四军种页不将同吵的顾自呆然教周怪期役。影非乌线润性绕时光程番分虽析木法景是骑计栽算遣地道震沃的肝最由好岔方语法值，换但议美源国未的毫F俯E睡M详A矮-堡2扮7萌3阔容贺量须震羊谱茂法很和漫A饲T计C康-巨4正0俊位神移搭系刊数怒法刻推打荐筐使竭用饶静薯力揪弹邪塑斧性任分促析浑法蛾。抄这户篇楼论近文发将旅比新较裕分谈别吸利电用蚂静协力误弹置塑气性拼分痰析动法泡与即非冬线暖性号时瞎程凳分好析刻法五分于析海所丰得鄙到池的冶结墙果穴。蕉为垮了签评盼估摆弹保塑演性新分遥析相法朵在创三向种爸不筛同疯荷泻载打形贷式摩和懂四抄种姨自炮然知周桶期杀下失的赞结秆果速，偿非风线红性善时距程疼分储析败法致也富被凤执伞行修来猎对越照衔。兆在断不嚼同吴地期震亏下稻分纱布敬在吊全美球宋的抛5令0葱个趣站允点暴纪滚录漆了催地陡面怒运哀动涉情窝况促被管用床来蹲做虚分为析悟，榴通住过碗比蜡较线静窃力倍弹螺塑白性所分位析迁法尝和巡非用线趁性苦时血程妇分棍析孟法疲的组结铅果愿来陵选坦择臭这撤种闸典延型泥框捧架维结孤构守在误特言殊却自竹然培周帖期前下激最自佳玻的拦荷任载吉分照布继方丢式奶。灾关秤键特词纠：迎静栗力席弹菊塑栽性述分孙析免、培非析线隆性读时采程距分贱析译、塘荷机载朗形远式适、绞抗嚼弯捎矩阔框丧架毫前吃言打一巡般魔的爆抗记震婆设复计膀中既仅戴仅额只罪有牢安锐全烟和恼碰炕撞翼是舰在香地坝震挖设叫计膜规进范给中块明品确提要夹求哑避疾免刑的凭，敏抗距震领设绕计赔一篇般紫基走于音结准构绝在示地尺震否中黑的杆性吃能尿表登现遣。狱这森样聚在鸽低怒的摘地患震泛水吐平术下俯就浇要骡求软考分虑胡结喜构陡的宏非哄弹佳性脖行劳为霸。海F绿E冒M辣A趋-摘2违7令3伞和刊A斜T琴C华-俩4民0甩采帮用仿静谱力惨弹高塑攻性痛分浇析危法埋而早不畅是京非习线察性豆时误程卡分坑析袍，乞因曲为巷前叹者番在秃抗渗震援计锣算均中厅能蔽得叠到培更适精纺确僵度惹结东果暗。线在哈抗甲震抢计露算屯的肯目酿的渡是圆：壁（宇a波）习、葵在貌经昨常福发总生崭的仪小体震弓情帐况暂下当避服免渔非漂结惹构窝破剃坏近；逢（掠b裂）灭、算在鞭偶肯尔糊发慨生巨的煎中盼震堡情巴况识下组避线免仗结黑构劲破卧坏盆和对最角小迁限吐度鞭的爸非担结隆构碑破鬼坏标；小（竖c责）扰、固在泰罕累遇渡大勾震党下凭不沟倒沿塌端或夺产揪生示严梳重旁破矿坏霜。龟结半构干设工计驼要牲明辅确污的乡在型这浅三关种错情寇况迅下扒进复行共。狂这围项割研辽究仪的太目纳的燥是忘通插过核弹奸塑色性每分蠢析线法悬和花非鞭线特性沈时蹈程最分摩析崖法淡来奖评瓦估蝶框勉架摇结渐构姥的加性物能耳或会多络种文荷隙载星形太式农及锣自死然趴周粮期公的愿多萝样耗性乓。拴3区、嚼5离、供8巾和陶1光5歇层棍的女四星种酒框斜架通结可构附被酿用考来岔分贪析春，病分沙析爱中舟荷醒载念分遥布狐状集态默选擦择胆三战角劳形米I陵B父C沉（道k玻=闲1召）奉，惩I月B民C蒸（惠k封=族2袍）垦和扇矩境形估。闭其奉中房k社是很与荷结休构煌周苹期补相盛关滑的洲系蒜数淹，浸用硬来傍定欠义斩荷数载背竖察向株因岔素愈。省这垦四笼种忍结应构进用陆非塔线币性房程辆序业D烟R骨A狸I勺N棋-续2逢D舍(惕P秀r螺a荡k餐a阔s愚h贡,扎V声.猛,式P侄o舌w扑e裂l叠l召,认G直.坝,泛C边a馆永p绳b益e蜡l耗l弊,萍S剧.常,部1反9津9述3息)详来板分宣析庭，火并传把吸其稀结慨果诉与泻记异录疑的星相驻应柜数云据量比晴较拌。占静京力向弹怪塑康性归分金析嗓法鲜和拒非茧线趴性藏时愧程逗分拜析冤法来都由被缠执尺行江，伟这筐两构种即非霸线平性陡分饿析摇方便法义的势联研系亿将馋被扶研隆究列。己在长各纪种滥不统同猪的茎地看震浓运反动后下秋建币筑仿物堪的就性攻能宣将刑被趟检价查丝，半最利后彻比肌较拴静吼力业弹掀塑学性绍分支析彩法辽和桶非涛线锻性究时夺程炉分移析退法共的晒结流果卸来斜选毅择花这叫种伏典果型漆框尼架亚结竟构搞在猴特摇殊酬自望然纪周叨期肌下款最屿佳洪的舅荷麻载斗分改布聋方冒式稠。帆地郑表淋运需动嘉数贫据窗在颤这协个猾研繁究芝中腐，劝5委0估个亩不访同蹄的赞数柿据后被话用飘于廊非牢线晕性蛙时针程党分弄析篇法其中徒，培在柄表贱1忆中塞给芬出市。宿所顺有级数态据郑来杰自眼四苗个日A脸、组B跪、漆C穴、配D选四你个沈等蔑级软不翠同梁地翁点友，茅它炸们狂的越横雀波究速万度舱分瑞别聚是艳>祸7嘉5址0元形m横/添s亏,花3丽6诊0鹊m粮/茫s优至董7允5炸0且弓m拢/岗s圣,绕1承8祖0浪灭m贝/题s谁至负3喷6干0仇浙m什/软s指,姓蝴打锡1吓8廉0霉集m居/葬s拨。稻这灾些艺数唱据珠选喊至骆发告生例在消世往界辆不扑同必地斧方许的税毁银灭跨性歉地讨震王，释其汇中悉地锯震风的绣名答称喊、阴数冈据联源兰、玉记风录贩名钻称梨、遭加索速同度季峰谷值浊、堆有增效裹期腊及蛇过惨期子类柏型娃都练在专表码1昏中拢给应出笨。悲地库表蕉加退速柄度迟峰碌值第大辅约遗在仁0较.咸0催4踪6慨g界至吗0懂.予3物9邀5住g乳，色其信中这g虽为蝴重体力鸦加斧速蹄度妈。黄所徐有另地芹表惹运崖动帐数地据证取苹至棚距饲离被地今面汇最洒大辜为机2声0摔k铃m哗的慎近贝地散范李围夕内扣。徒框捆架帝结宴构裕的演描沾述占有风着雅典户型喊截柔面坟和纱钢库筋得的万3据、慧5钱、血8告和羞1剧5惑层旬的板钢拍筋瘦混鞭凝秋土途框骆架评结阵构佳见馅图蛮1坝，该这端些辛钢旨筋熔混常凝士土垫结堵构茄是糖按掌T至u称r古k量i臣s叫h颜夏规托范棕设么计苗。僻考警虑俘结结构袖所赢处秤环常境遗为童土绒质难类靠型念Z猛1疼、质地评震托1茎区役，影设钟计芒为托等稿级汗为避1绍级拿，爪其辨中敌恒盯载怠、课活枣载爬以粗及喉地被震吨荷悼载翁在断设论计屠中表已甘经郑被抓考后虑款。茫所虑有咏这顿些农钢小筋使混趁凝仰土晌框远架伏结俊构降都父有倦3花跨谱，征长愈8渗m遮，睡层琴高堪3卖m撞。膝柱余子通假买定片与踩地鸟基朗固拍结馒，春钢天筋余的薯屈呆服辞强她度型为善2大2龙傻k他N川/舒c逆m昨2择矛，酷混牢凝屯土抄的角抗厕压丸强凶度喉为料1穗.盆6俘k腐N梨/豆c绿m辟2贩.诉3挣层耀框腊架两结昏构弄的兔第放一泪周旧期果经凶计忘算页为雅0晋.症5柏4威次s示董，国结揪构浮中栏所滔有尸的浸框岂架骑梁俭截断面患为雹矩写形秤，虚宽设2持5犁种c镜m夺、残高用2雁5枕c阻m洲，排框枣架植柱饺截口面责尺汁寸奏为漫3档0粉c穴m触x受3批0艇c此m可。显5印层母框抽架蛛结里构梦的本第丛一柿周巡期烈经仍计祝算扛为退0派.器7拖2键葵s矿羽，猎框夫架翻梁掉截注面耗为节矩顿形屑，掘宽曾2签5承叫c赤m抹、汁高郊5硬0悔c妙m向，稻框挽架其柱饺截栋面荣尺短寸种前羡三滩层忠为疤4买0浑c母m轰x他4蓝0宿c替m侍，娃后俱两跨层浆为上3穗0棵c筒m圈x授3堂0得c遮m绑。尼8车层泉和居1腊5呼层爪的呈框带架骑结队构仪的约周主期遭分记别盼为呢0犬.外9疯0探咐s子和置1冻.兆2浓0可s旺，吉两莲者评的剪框抢架彻梁戏截茂面发为辉矩览形石，努宽束2浙5签近c醋m虎、椒高气5腊5张c芬m迟。其8社层匙结密构漂框年架饶柱青截随面躁尺崖寸篮前竖五火层肝为酱5独0灯c苦m拌x惩5卫0润c偷m饿，抄后顶三乌层肿为出4幼0完c免m坏x犹4济0用c遍m层，老而喷1痰5抵层腹结佳构疮框品架迎柱炊截伞面岁尺察寸套前俭八怨层蚊为曾8跌0毙c励m饮x纲8远0甲c像m电，段后横七择层陶为刊6宴0共c蜻m猴x茄6倒0钞c迹m芦。驾框收架葱结梅构垮的抬静挂力怀弹罩塑洒性荷分闲析搂法群对键于好低躁等暑级仙的室性松能点，马为渴了虽估勾计防其妇需右求散，皆就交需末要烤考丢虑库结华构游的倒非劲弹镰性踪行扛为荷。漆静打力秧弹货塑稳性巾分建析亩法洒可键以渐用酿来衡识留别馋地遇震控的行危编险匙，攀并奖选灵择面性弃能锐等麦级衬以左此臭来弦设电计股性嚼能鸦目努标缓。签在制静蜻力虽弹研塑检性帜分奶析帮法生中和，钉以萌侧膊向房荷升载胜近挨似浅代供表厘由低层穷间膊产溪生盖的芹相吨关摊惯味性打力才并叶使钢结债构桐在躲这技个捏侧裳向恳荷鼻载客作市用列下担产稀生编的剥位滴移添大幻于省地胀震枪设鬼计横中稀预菜期少的借位日移仁(辨L守i盆,捉侵Y敬.失R衡.吧,资1跳9隐9蛛6琴)助。断这逐种搅分谦析这方慈法枝提告供狮了浩剪燥力庙与展位碎移厘的找置喊换艰关脱系鸡并奔指蛾出截非校弹械性樱的游界帅限拢和糕结什构披侧煤面健负验荷竹能邮力怪，砍而超曲泛线洗斜肺率峡方失面显的升改筛变取表嘱明蒜了遗各朽有窄限酬元询的梁屈王服但强混度扇。射静确力数弹夹塑归性雾分唯析域法辉的朵主浮要芦目摇的额是运决译定害结贿构震的梳荷泉载辅数它量跟和刘变河形趁能范力咐。播这视些古信菠息徐都每能淋够掀用吐于梦评妹价庸结责构巨的末整康体衡性派。纵在卫详岛细配设兔计脏了塞钢岂筋棒混并凝校土牺框矩架覆结垮构弹后坊，辞就敢用兆静虚力京弹属塑安性姥分舰析赔法掌评颤估幻结筐构请的饼地授震攀反腾应霞，租为鹿此险电哨脑和程柏序狠D溪r严a螺i盗n慢2守D刃会搬被枕用疮到浸。阻有缠以伯下戏三耳种闯简逃化姿荷来载检形钞式割：虾三象角径形趣I步B着C甩（据k昂=爽1密）草，谜I惕B蹈C尾（将k张=胞2岂）具和仰矩得形免，豪其摸中星k烤是忧与脱结乒构役周虏期擦相望关盘的步系眯数拖，岭用拜来愚定奥义厅荷产载设竖为向晌因道素晶。串它府们箱也慨会腔用赤于草3候、涛5绘、汁8格和给1庄5欲层辣的畜钢毯筋虎混焦凝匆土斑框戚架省结糠构刘的彼静负力腿弹档塑性性耻分极析魂。怜荷虑载务标葛准纯的泰确从定阴时恢基湿于省设哈计做参哀数暗中端的芝惯以性证力统的役分窜布申。血简猎化只的童荷模载德布杨置负方愈式谣如辛均脆布旧分谨布寻、士三茧角严形兔分肆布喇、驻I课B刊C被分崖布娘是罗最敲常曲见寻的影荷仍载通参大数薪。辨地愉震暑力唯的朴竖蛋向秃分到布陪：绣叶声蠢忌手扯础限咬未橡斯位督搭梅或话呢统辽欢懂巧察休袜地凡笼（含1漂）扒疼扛茧洗株材红霜级捡赚缩驻衬愤穗民忌享臣圈垂泪径石逆幼戏（语2旋）驼式老中渐：稠好却品扩丘竭连C油v搬x看为菊竖会向抖分折布牌参猴数绍吼役异倡肌弟雷V狂为肤总阅侧象向泛力魄设恨计凳值简，嚷或垒结测构闪底乔部冷剪班力扭柜抛估牢苗摩面w泉i谎和酸w劫x方为栏部劣分邻结液构喇自偷重牧虚骨哪清象筐竟h斧i假和历h层x掘为获结为构迅高利度傅（退至较基理地捞算骆起年）睛k处为仇与蓬结育构摘周警期浑相妙关弊的劣参餐数属除斩这靠些机侧乖向虏荷牧载墙外费，睛结探构宜还题承天受算恒仪载场和赛活足载斗。束P吗-我△缝作翅用多在奋静众力仿弹茄塑瞒性朵分伸析稍中唐同骨样铲被打考百虑棕。慧侧惹向政荷齿载涂一闯直甩会民增己加忍，葡直竭到嘱3霜、臣5贱和滑8弱层那的侵框夹架纽结据构覆楼志顶事位眠移欠达百到谱5废0塞c跨m驰片，购1桨5代层晋的棍框绢架咬结响构缘楼拦顶庆位怨移幕达蓄到握1姓0尼0慰c个m鞭藏。尖梁东柱政单束元毅用裁于轿结修构乓分头析奴，尝假屡定臂梁作在伴水椒平血方狱向过是君刚尊性扔的读，热考蚕虑番非象弹垮性怒影川响繁单桑元简是昌铰新接贤的贩，聪而宅应积变葵强域化饲被裕忽仗略陕。掉双侵线雷性袍弯雕矩籍—调转睛角俭关劈系最假晃定模用箱于形所库用愉梁顺柱瞎单绘元免，陷由维A压C巷I劣3勉1跌8伞-苦8毛9栏建庄议哈的棍轴精压偿荷京载剑—凳弯否矩休关巨系烫、峡P筋—仔M聋、泼交樱互夕关驶系忌被余用静于鸦柱封单索元允屈峡服蜜表嫌面匹。烂薄颂弱应破宗碎乞区宴段俱的苏惯骗性膀矩兵I痛c产r此，她在偿分狡析颂的茧时悬候妇用蓄于袍所盖有烈的怎梁挣柱娇。鞋I园c帮r戏取正总杰惯朵性鹊矩纤I幸g您的岂一纠半则。蔽由江静漫力委弹挣塑密性孝分即析腹法乞所精得永的门结最果材见抚图视2坡-湾5厕。枣每知个否框橡架鸽结江构腔的岗弹耳塑念性知曲册线秒都咳分宏均是布责荷奔载酬、签三疮角匙形究荷蹈载读以蝇及贝I系B颤C庸荷蚁载拌三卡种沃荷余载巡方悄式针给笨出纸，效显旋示才了并剪瓣重晃比瓦与勿之术相花对撒应煤的浩层摧间脑位铃移捆。塑基驰底垮剪保力砍V燥由机地捞面岩以票上送所洞有帖荷爽载伶相时加庭得喊到回，纺结感构辞重督力罗W洗所粘有藏楼楼层乏重职量揉之等和蛙。栽除易此饼之踪外粪，玻这像些青曲勿线嗓还尝表府示桂结程构拒抗鹅侧慧力枣的培损拴失泊情贞况告和售柱郊位抬移溪下嗓的拾剪值切盯破众坏嗽。对曲负线摧中可曲池率蒙的咳变顾化售表巾明轨了夏不绪同想结凉构概单纯元读屈膀服骡情康况蔑，兽首岔先核是吐梁萝屈需服哈，贝接户着女是幻柱乒屈挣服荒和占各丝单氧元免的胳剪齐切势破辞坏养。努随宪着乡结舒构岩自虽重陷的但增材加且，络顶途层辫位宅移遇增厌大皮，搂出反现腹首宰次煤屈际服键和厚剪芽切确破述坏守（壮见策图界2乖-估5期）蜜。腊在日相秃应叶的播结堵构稻位栏移择（蔑水阿平障位增移咸）锁下蹦，喂矩岗形植荷号载哪分裙布搞比倾其绕它倦荷漏载讽分恢布腰形宫式究相乐比渔会逐造愿成搭更粥高光的指剪辩重厨比彩。押情框银架阴结登构茧的兽非铅线令性嘱时磨程晴分椅析死前毛面箭对厘框洗架隐结可构苍进兼行膝了枕静具力敲弹热塑订性劈分土析再，辜下趟面书用箩非烟线岔性延时奸程否分煮析缝法登对打其乎进塘行捎分祸析中。浓这宗些法框串架农结潜构堆都蛾承育受迁恒骨载勇和毒活破载疤，旗同饮静尸力偿弹解塑石性俭分嗓析演法山一伴样阵，茂P裙-率△勉作衫用而在秒非骆线闻性正时认程稼分葵析奥中船也博被气考轨虑围。冈在宁非交线静性港时钓程糟分微析首中务D滴r是a妙i先n悼2追D晕程企序寻被舱利帽用眨，桶有袭限谦元必程金序蛇也棋被晌用眠来集模波拟纽结诚构趟。湿在挑静叠力匙弹斤塑漆性膛分但析壳中嘉所血描矿述拜的晕模抱型乖同搞样屋用垒于茫非凤线亡性旺时粗程节分止析装法种中固，价且采假览定俩质连量汉集稳中恒在风节多点岸处舞。扮结乐构染承早受外的何小棚种荷地键震禽情击况乐都侵是罚在邪以事下寺地赠震瓦中财被文记肆录眼的晃，阴这拿些改地宴震菠是权美熔国葵南雅加充州华A蛋n岩z犁a辨地刻震幻、著美馒国胸加获州淋P卡a腔r裹k已f急i遭e钩l帅d刻地估震良、食美等国还西泄部絮M岔o策r茫g拳a慨n耽H纲i本l畅l恋地酱震音、苹土茶耳司其蠢K训o及c酬a跃e脉l僵i熊地昏震妹、脏日绩本是C阔o偶y斩o鄙t裳a京L贞a仆k脆e职地谎震蜜、浇美城国磨N栋.驱P模a略l延m猎S老p芽r伤i辽n坡g时s波地携震叮、林美顾国姿加窗州狡N析o们r妈t毒h仁r秤i富d扣g茅e危地邀震冈、惨美凭国跌加尝州骑S声a序n玩t或a计B项a平r固b绍a密r锤a悼地无震管、酸美盏国农I旺m乱p落e绢r遮i挠a爪l砖V冶a晃l江l接e难y似地竟震曾、明美亲国垮加注州晨C黄a垄p糕e孕M醒e方n稠d桐o笋c搂i自n偏o姐地举震济、陆日式本淘神停户盘K爪o淘b惠e计地哑震泪、锅美搭国茎C疼e盛n史t沉r俯a廉l雅C由a喇l球i份f越o逃r区n肿i吴a件地只震颠、俊美似国耀加坊州阁L票y抱t桥l死e末摧C涉r抄e涝e仙k阅地延震沾、锤美狠国怨南气加点州孕W糊h园i肃t物t若i蝇e寺r肤N办a天r诚r弦o闷w蓄s矩创地在震沾、普美除国摧H料o河l兴l暗i典s驳t罗e祖r光W瓣e需s翅t冷m号o之r雾e相l翼a毅n债d禽地灵震健、寒美膝国才L竖i揭v姑e润r胜m镇o孔r夜地欠震何、完美猴国者加腥州商C戒a典p畜e每周M汽e茂n伯d党o确c慕i殖n乘o忍地梯震扇。思这盛些堵数妈据包取谋自侵A疲、亦B凝、顽C怖、迎D皆四围类辟地敢区苍，臣来爆用泛于坦非袜线推性展时输程闭分伍析吃。狼被叹选坏中增的雷地心震超有历着箱不丙同甘的毛频浪率雕和岛地设表每加锦速啄度临峰食值霜，泉数安据缎来潮自捏近种地长范械围涝因鸣而挥可誓以眼用舟来吉评兼估呆结紧构厌的此反咽应光并骆与它静劈力庸弹昨塑毯性眠分芝析茅法侄所初得松到财的直结毙果加比润较滥。众3挡、坝5胶、当8拿和梨1悼5土层摊框勺架仆结裙构喉的拥非谎线阁性挑时号程芹分饲析违的列结碎果翼见原图恰-话6榴。巩由律此告可效以默比熊较赔两满种叫分费析文方篇法雾在习不竟同蹲周拦期熟、渴不逮同众荷柄载包情垂况补，跳即加矩足形皮、笛三梢角球形预和倘I井B殊C丈(制k毯=座2且)锹下辨四扁种革框闻架肝结拆构乳的糖结啄果沃。稳结受论勾在犬详耀细挪设抗计械了枣钢顾筋软混候凝借土彻框岁架轿结翁构晕后摧，鸭静律力毛弹踢塑休性式分狮析此法芹和饱非昌线滔性烦时私程隆分旨析煎法掩被将执芒行群来寻评判价垒在逃不似同宁荷京载殃情驾况桶下葵的浮地答震牢反届应些。泄静痒力客弹圾塑尚性学分膨析滔法饥假饺定欲抗及震减所莲设牢的泻目秃标领位触移鼻量昏与岩实腹际宰地桨震复下剖的侍最私大亏位伙移激大揭致群一趴样醒。农从你图蝶-才2油至颜图践-晶5推可绣以吵看尤出漏，家对汁于滚高意层刮的逢框导架峰结泥构按位碑移净增阀大龟，绸出膝现至首省次胡屈拿服慕和舒剪爪切刺破饿坏痒。寨在撤相完应红的隙结渔构泰位割移幕（拼水它平们位蚀移萍）口下戚，之矩努形层荷准载贞分嫁布液比叹其鼠它叛荷攀载殊分葱布疤形屋式山相霞比矮会拉造羽成陈更承高密的后剪冈重诸比刘。脉庙如僚图崖-奥6茶所穷示因，溪在遣所送选杰的血地蹈表贺运呀动书数既据害下功，滔非毯线稀性吧时茧程珍分旁析鲜法忌在街三催角事形僻荷险载粱、瑞矩股形虎荷莫载效和机I疲B蛙C誓(算k盗=孙2凶)柄荷察载蜓情富况削的大结渐果记相足互责比幻较刻知白：肃静厨力辅弹暂塑茶性平曲呢线少在广高池层槐框昏架协结左构羞（酿8巴和蚕1饺5游层庸框虎架仗结姿构绣）敞下气与蔽非歉线榆性逝时抄程慰分插析妈得灶出悠的燕结香构呜不切是棋很短相巨符者。迹静皂力仅弹悔塑从性尼分腰析况法秆在楚矩躬形丙分询布骑下撕所拦得变的筝抗艇震扮要灯求缝要夜比孕其陈它艘荷企载栋方辉式驰如监三赠角价形赛荷项载望、败I驱B寇C掏(赏k育=蜂2行)规荷逗载推形毕式蔬下斤更否合彼理棵。臣参什考许文弄献筑1块.纽A适T咽C粘-火4崭0肯(裕1循9黎9慌6吧)拒,果“夫S阵e径i阀s仔m俭i狭c伴版e尘v老a叉l海u址a积t群i纷o玩n恒a押n善d偶R沾e渐t千r材o德f捏i懒t若o身f派C进o驼n巷c日r友e股t掏e齿B客u师i技l傻d炭i双n熊g青s怪”赌,宏V市o棕l建.确1盼,杆注A撇p惹p缘l火i浅e桥d车钳T叮e柴c炮h太n蛇o哭l宝o拘g粒y值许C症o丢u酿n个c筋i般l肥,暮启R贞e怀d巨w辨o劝o望d燥主C娘i灶t婶y炒,送疼C糕A醋.腾2押.逐F倾E钻M烫A燥-古2天7就3殃(享1宾9户9径7而)且,日“滴N矮E游H希R烂P则G礼u丈i范d箩e利l鹅i蛙n章e性s扩f赤o偶r馋t延h合e出S叨e鱼i巾s府m佳i邀c糟R壁e妻h绩a挖b由i滤l嘉i贯t必a气t话i董o联n堤o北f树B友u扭i惰l使d浙i升n脚g新s类,母愉f暑e肠d佩e捕r盐a简l辜市E寸m笼e慨r专g都e惠n斯c秃y挤停M接a汪n蔬a锡g宴e爸m膝e嫩n榆t喜兄A非g趴e汽n写c冒y救”扶,败峡W迈a面s双h偶i踪n考g泼t守o朝n豆肃D扩.北C佳.美3预.法靠I脂B赴C惨期(肺2美0侨0抚0绑)卸底“通I精n汗t厦e薄r岔n习a研t任i枕o菜n申a存l危观B姨u盖i碍l抛d输i擦n涛g询很C脊o闲d仿e修”纷.以4厌.阳罩档P梨r届a拳k迈a窄s男h至,及V裳.积,课胸P储o方w尊e汁l庄l灯,索G悬.春,非梯C抱a滩m寇p乏b蜜e饺l墙l贤,售孟S才.驾扇(棍1柜9烘9奔3层)龄,鞠D玉R镜A晃I愧N煌白2生D燕罚U歌s妖e样r光丘G线u畏i驳d原e城V锦障1难.旅1苏0涌,樱蜻U讲n因i剥v须e及r天s秋i棚t谎y爬幻o疲f爸底C牌a匹l败i润f家o舍r速n器i哪a担编a纵t酱蚁B登e馅r辩k溪e浓l哑e炭y厦,饼忘C稿A邮.裙5闪.州 胃L竭i怪,画Y蹲.碑R移.元艇(著1耀9情9吉6历)过,辅“泊N但o肉n宁-清L令i此n刮e煤a让r抗T撞i自m贯e筛H演i雁s圾t葬o镰r沟y朱A币n嚼d章P回u英s威h父o宴v呀e粗r荡A词n教a甜l植y腹s纱e钉s鼻f雀o秋r午S楼e草i各s朱m回i仇c泳D制e堤s桂i蠢g斥n醒辣a壤n乌d轮甘E可v狗a当l兄u放a杰t逗i艘o糕n防”矩祝P换h汽D吨已T敲h毫e羽s描i剃s矛,六鱼U猾n摄i高v条e验r绸s代i遗t喝y盾辫o粗f六喷T关e货x渴a域s伏,厘弹A顾u奏s浆t钓i酒n副,叨瑞T帆X捉.叛6友.逮健忆V王i连s还i刃o根n居2洲0脆0瑞0倡C皮o偏m驰m支i向t狂t蹦e席e揉(滔1双9问9脱5丙)痛.较S技t王r由u笔c株t乖u拖r鞠a澡l胖E舰n匪g伍i咐n纱e土e勇r倚i巡n题g怠A奶s旺s杏o至c秧i地a嫩t什i土o情n槐o样f渔C森a屡l狸i泊f辰o拐r能n绸i轨a疯,须百C听A源.殃E钱V习A库L口U价A钥T湖I毯O千N雁炭O胡F斑德L我A晒T敬E瞎R码A虏L捡施L格O泊A赛D侧愈P页A共T箭T溪E茄R帆N击I皇N天饮P击U数S毁H挺O未V慌E朴R据趴A猎N凝A轿L县Y扬S焰I托S钓A熊r槽m国a塔g沟a杨n饮丈K济O普R狡K克M议A暮Z蚕1机,辣拒A郑l张i抹瞒S奶A登R梅I续2殿1荣V捏i恨s齿i腰t养o故r傍祖R绪e加s牵e秒a枪r腾c遭h私e泊r予,佳D具e晋p椒a棚r诸t撞m修e赵n肯t挂饥o飞f相克C砖i路v肺i系l闸潮E德n牛g妨i伞n宰e屠e恋r拒i乱n晕g未,酷赤U骂n夺i榴v某e舞r爱s完i香t视y搞摄o裹f欺护T共e屋x吊a疯s顶招a况t摄矩A顺u村s崖t牢i否n臂,蒙麦A快u比s晴t捧i昌n广,云T群X监7脖8足7傅1逆2赌,炒侄P月H睬:买台5智1味2横-及2伤3秒2膜-哄9尊2却1飞6粘;束念a浪r茅m屿a龟g霸a窑n伴@抬m绢a状i沉l亡.壁u降t悬e宫x度a秀s猛.句e原d趟u溜2午P宰h棕.狠便D登.堪正S天t谎u倍d浩e瑞n适t快,趴馒D暴e跌p既a柳r景t竖m念e票n拍t容怨o息f怜医C然i捧v免i凳l便盐E秘n滔g壳i如n唤e较e冲r锣i财n聪g数,辽捕U青n应i跑v舱e旨r糕s优i畅t芒y底丙o膝f谈倚T裹e侵x障a蛛s服卷a父t呀求A虑u多s狼t葡i脂n断,猾袋A廊u虾s良t互i合n择,样左T英X煌债7蒙8夸7御1侧2束,侄销P射H归:祥脏5辱1楚2轰-挪2亚3坏2围-奉9心2醒1穗6浊;触丧a福l鞭i族_扬s鞠a皆r习i覆@嫁m烈a堆i悉l肿.跟u仔t接e移x筑a吹s拿.焦e防d专u颂A极B党S撕T滔R仍A融C撕TTheobjectiveofthisstudyistoevaluateteperforanceofthefraestructuresorvariousloadpatternsandvarietyofnaturalperiodsbyperforingpushoverandnonlineardynaictiehistoryanalyses.Theloaddistributionsforpushoveranalysesarechosenastriangular,IBC(k=2)andrectangular.Fourdifferentfraedstructuresareused,whicharetypicalreinforcedconcrete(R\C)fraesystesandhavefourdifferentnaturalperiods.Eventhoughthenonlineardynaicti贞e羽h丘i执s叶t浑o夹r晋y愧a录n孩a旱l火y楚s今i远s举i许s而t户h脊e败b组e日s识t抛w款a俗y僵t祸o泊预c甜o静硬p帮u煎t嗓e总s廊e尿i泳s慧匠i伟c柔d袋e嫁偏a论n臭d埋s雨F昆E晴M膀A疾-藏2工7铃3龟a封n翼d椅A勇T略C跑-煮4喜0趋p闹r华o琴p胃o泽s细e启s古t马o君u童s见e漫o题f恢n膝o贫n贸l域i垒n纤e词a化r究s技t圈a窗t来i约c色p搞r神o缩c宽e团d任u津r脸e雷o昨r钥p裕u闲s斤h溪o响v回e渣r无a绳n辞a润l拣y犁s姑i误s抵.改T级h这i嫌s森p誓a忌p雨e猪r疯i丘s硬a给l脖s邻o合i霸n角t狸e谦n败d顾e宗d蹦t情o夫纠c虹o防系p砌a情r辣e得近t躁h见e映续r冒e亚s沿u复l满t尖s真o父f嗓岩p鼓u顾s亦h冲o哗v父e蚕r妈a抹n命d冠n肿o艰n惕l把i衬n杜e和a贿r贿d狸y天n殊a草锐i幸c泳t任i值纲e再h蚕i盾s缝t鞋o皇r锤y糖a阻n择a鉴l翁y队去e拒s忘.荣T傍o浪e将v茫a铲l敌u采a肚t赔e甩t办h乓e惠r侦e挂s普u的l荐t屠s谅f辞r捕o锡m瘦t教h田e扮赢p滨u装s基h狡o膛v奶e棵r晒a挖n接a获l抵y旨s紫e庭s斧f筝o扇r朋t祝h蒙r剃e简e随l斜o吵a素d哨p我a篇t邪t良e竭r架n幻s拥a贵n跨d释a旨l弊s灵o鸣f住o形u咽r歌n荐a朵t灰u煎r腔a依l年p袄e艘r屿i行o胀d确s汪,眯n煤o锈n聪l确i赔n仪e时a萌r迹d圈y缸n绿a袭泄i竿c冈t蜘i民见e摄h劲i年s插t禾o号r率y益a附n亡a爆l哥y纺s熔e俯s眼a摇r译e压p破e题r张f蚁o沉r祥誓e柳d腿.讽E肝a仰r华t器h饥q壳u拦a恩k请e邮g愿r庙o从u语n众d锈彼o卷t抖i原o晒n堪s阶r叨e叨c死o灭r留d敢e绍d柜a工t匠5萍0编闯s帽t糊a梨t伐i拒o陈n倦s段d扮u绣r仔i迫n辽g从v立a吵r咸i不o签u动s态e膝a嫩r答t斧h恢q嫁u弟a添k夹e龙s死o嗽v辛e填r骂a递l掉l倘t炭h筹e窃w乌o历r飘l相d肌a请r偷e且u毕s远e粪d煮i面n浸t某h败e裕a焰n雁a食l升y岔s晚e爪s滑.间P累u艇s坡h晌o豆v笛e腾r鹅a健n忽d交n声o季n梳l紫i植n油e辜a妄r弹t泰i绝际e衡h判i携s好t散o贤r陶y该a西n捷a宫l呼y狱s蒸e诵s糠r么e炼s友u孝l惯t雨s共a控r糟e闷c饰o翠芒p争a亭r猾e古d茄t宇o帆c劫h象o该o慨s富e劣t音h齿e尺b掠e卡s争t叔l叠o明a卵d昏狼d席i行s驼t申r膜i阳b讽u蚀t耕i浩o止n晒从f哥o见r满煌s秆p帽e诞c瑞i股f胖i骄c超酷n咽a格t栋u萝r阔a费l屈圣p裳e报r月i扩o犯d志体f菜o洪r巨截t猴h啊i盈s绪锈t党y汗p猾e筛婆o勇f狗咱f约r不a详茧e驰用s推t撒r弦u烟c吐t喊u啦r俩e娇.Keywords:Pushoveranalysis,nonlineartimehistory,loadpatterns,moment-resistingframeINTRODUCTIONOnlythelifesafetyandcollapsepreventioningeneralearthquakeresistantdesignphenomenaareexplicitlypreventedinseismicdesigncodes.Thedesignisgenerallybasedonevaluatingtheseismicperformanceofstructures.Itisrequiredtoconsiderinelasticbehaviorwhileevaluatingtheseismicdemandsatlowperformancelevels.FEMA-273andATC-40usepushoveranalysisasnonlinearstaticanalysisbutnonlineartimehistoryanalysishasmoreaccurateresultsoncomputingseismicdemands(ATC-40,1996,FEMA-273,1997).Thepurposesinearthquake-resistancedesignare:(a)topreventnon-structuraldamageinminorearthquakes,whichmayoccurfrequentlyinlifetime,(b)topreventstructuraldamageandminimizenon-structuraldamageinmoderateearthquakeswhichmayoccuroccasionally,(c)topreventcollapsingorseriousdamageinmajorearthquakeswhichmayoccurrarely.Designsareexplicitlydoneonlyunderthethirdcondition.Theobjectiveofthisstudyistoevaluatetheperformanceoftheframestructuresforvariousloadpatternsandvarietyofnaturalperiodsbyperformingpushoverandnonlineardynamictimehistoryanalyses.3,5,8and15storyR\Cframestructuresareusedintheanalysesandtheloaddistributionsforpushoveranalysesarechosenastriangular(IBC,k=1),IBC(k=2)andrectangular,wherekistheanexponentrelatedtothestructureperiodtodefineverticaldistributionfactor(IBC,2000).ThefourframestructureshavebeenanalyzedusingnonlinearprogramDRAIN-2D(Prakash,V.,Powell,G.,Campbell,S.,1993)andtheresultshavebeencomparedbyrecordedresponsedata.Bothnonlinearstaticpushoveranalysisandnonlineardynamictimehistoryanalysisareperformed.Thecorrelationsbetweenthesenonlinearanalysesarestudied.Theperformanceofthebuildingssubjectedtovariousrepresentativeearthquakegroundmotionsisexamined.Finally,pushoverandnonlineartimehistoryanalysesresultsarecomparedtochoosethebestloaddistribution(pattern)forspecificnaturalperiodforthesetypesofreinforcedconcreteframestructures.GROUNDMOTIONDATAForthisstudy,itisconsideredas50differentdatausedinthenonlineardynamictimehistoryanalyses,givenintheTable1.AllthedataarefromdifferentsiteclassesasA,B,CandD.TheshearvelocitiesforthesiteclassesA,B,CandDareVs>750m/s,360m/sto750m/s,180m/sto360m/s,and180m/s,respectively.Thegroundmotiondataarechosenfromdifferentdestructiveearthquakesaroundtheworldearthquakename,dateofearthquake,datasource,recordname,peakgroundaccelerations(pga)forthecomponents,effectivedurationsandfaulttypesforeachdataarepresentedintheTable1.,respectively.Thepeakgroundaccelerationsareintherange0.046to0.395g,wheregisaccelerationduetogravity.Allgroundmotiondataarerecordedinnear-fieldregionasinmaximum20kmdistance.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）（2）where:Cvx =VerticaldistributionfactorV=Totaldesignlateralforceorshearatthebaseofstructurewiandwx=Theportionofthetotalgravityloadofthestructurehiandhx=Theheightfromthebasek=AnexponentrelatedtothestructureperiodInadditiontheselateralloadings,framesaresubjectedliveloadsanddeadweights.P-△effectshavebeentakenintotheaccountduringthepushoveranalyses.Thelateralforceisincreasedfor3,5and8-storyframesuntiltheroofdisplacementreached50cmand100cmfor15-storyframe.Beamandcolumnelementsareusedtoanalyzetheframes.Thebeamsareassumedtoberigidinthehorizontalplane.Inelasticeffectsareassignedtoplastichingesatmemberends.Strain-hardeningisneglectedinallelements.Bilinearmoment-rotationrelationshipisassumedforbothbeamandcolumnmembers.Axialload-Moment,P-M,interactionrelation,suggestedbyACI318-89,isusedasyieldingsurfaceofcolumnelements.Inertialmomentofcrackedsection,Icr,isusedforbothcolumnandbeammembersduringanalyses.Icriscomputedashalfofthegrossmomentofinertia,Ig.TheresultsofthepushoveranalysesarepresentedinFigures2to5.Thepushovercurvesareshownforthreedistributions,andforeachframestructures.Thecurvesrepresentbaseshear-weightratioversusstoryleveldisplacementsforuniform,triangularandIBCloaddistribution.ShearVwascalculatedbysummingallappliedlateralloadsabovethegroundlevel,andtheweightofthebuildingWisthesummationoftheweightsofallfloors.Besidethese,thesecurvesrepresentthelostoflateralloadresistingcapacityandshearfailuresofacolumnatthedisplacementlevel.Thechangesinslopeofthesecurvesgiveanindicationofyieldingofvariousstructuralelements,firstyieldingofbeam,firstyieldingofcolumnandshearfailureinthemembers.Bytheincreaseintheheightoftheframestructures,firstyieldingandshearfailureofthecolumnsisexperiencedatalargerroofdisplacements(Figures2-5.)andrectangulardistributionalwaysgivethehigherbaseshear-weightratiocomparingtootherloaddistributionsforthecorrespondingstorydisplacement(horizontaldisplacement).NONLINEARDYNAMICTIMEHISTORYANALYSISOFFRAMESTRUCTURESAfterperformingpushoveranalyses,nonlineardynamictimehistoryanalyseshavebeenemployedtothefourdifferentstoryframestructures.Theseframesaresubjectedliveanddeadweights.AlsoP-△effectsareunderconsiderationasinpushoveranalysis.FortimehistoryanalysisP-effectshavebeentakenintotheaccount.Finiteelementprocedureisemployedforthemodelingofthestructuresduringthenonlineardynamictimehistoryanalyses.Drain2Dhasbeenusedfornonlineartimehistoryanalysisandmodeling.Themodeldescribedforpushoveranalyseshasbeenusedforthetimehistoryanalyses.Massisassumedtobelumpedatthejoints.Theframesaresubjectedto50earthquakegroundmotions,whicharerecordedduringAnza(HorseCany),Parkfield,MorganHill,Kocaeli,CoyotaLake,N.PalmSprings,Northridge,SantaBarbara,ImperialValley,CapeMendocino,Kobe,CentralCalifornia,LytleCreek,WhittierNarrows,HollisterWestmoreland,Landers,LivermorandCapeMendocinoearthquakes,forthenonlineardynamictimehistoryanalyses.ThesedataarefromdifferentsiteclassesasA,B,CandD.Theselectedearthquakegroundmotionshavedifferentfrequencycontentsandpeakgroundaccelerations. The