中英抗震设计的专门规定

CHAPTER21CHAPTER21CODECOMMENTARYACI318BuildingCodeandCommentary21.1—DefinitionsBaseofstructure—Levelatwhichearthquakemotionsareassumedtobeimpartedtoabuilding.Thisleveldoesnotnecessarilycoincidewiththegroundlevel.Boundaryelements—Portionsalongstructuralwallandstructuraldiaphragmedgesstrengthenedbylongitudinalandtransversereinforcement.Boundaryelementsdonotnecessarilyrequireanincreaseinthethicknessofthewallordiaphragm.Edgesofopeningswithinwallsanddiaphragmsshallbeprovidedwithboundaryelementsasrequiredbyor.Collectorelements—Elementsthatservetotransmittheinertialforceswithinstructuraldiaphragmsto捡member桐soft逢helat葡eral-f饭orce-r棋esisti韵ngsys酷tems.箱Connec曾tion绕—惭Areg旱ionth民atjoi柴nstwo学ormo秧remem剃bers,歪ofwhi集chone拒ormo晋reis准precas赶t.耽Ductil慢econn嘴ection免塞—赚Conne剧ction库thate匹xperie框nces竞yieldi史ngas狼aresu妹ltof则thede夹sign踪displa突cement是s.哭Strong糊conne云ction土—糟Conne另ction匙thatr底emains情elasti械cwhil抽eadjo业ining悬member盆sexpe驳rience喉yield猴ing悟asar赴esult刺ofthe爹desig涉ndisp摘laceme贤nts.秀Crosst气ie自—膜Acon蜂tinuou如srein有forcin虑gbar兰having测a挖seismi改chook蝶aton烤eend言anda化hookn便otles婶sthan详90沉degree柜swith滴atle礼asta平six-di驼ameter丙exten胸siona杂tthe滑other姑end.T溪hehoo枯kssha始lleng低agepe订ripher苦allon腹gitudi结nal络bars.涌The90甚degre背ehook虫soft盟wosuc撤cessiv炒e区crosst岔iesen意gaging拦thes检amelo彻ngitud占inalb啄arssh收allbe木altern阀atede谊ndfor歪end.样Design功displ顺acemen购t僚—吗Total贼later离aldis穿placem你ent藏expect唉edfor哪thed灵esign-俘basis滤earthq执uake,投asreq依uired伤bythe丈gover尽ningc启odefo坏reart胸hquake粒-resis误tantd衬esign.押Design宣load李combin浅ations至智—殿Combi杆nation蹲soff闹actore镰d辆loads寺andfo臣rcesi示n究9.2阀.蚂Design宁story掠drift蓝ratio袄薄—店Relat限ivedi捉fferen父ceof课design叙displ纤acemen蜡tbetw题eenth纸etop姐andbo蔽ttomo施fa用story,婚divid武edby青thest虫oryhe套ight.胖Develo造pment咬length场fora砖barw灶itha缩standa击rd蜓hook神—达Thes塘hortes井tdist越ancef恭romth徒ecrit串icals狡ection炸(厚where绒thest失rength晕ofth钓ebar芦isto锄be选develo俱ped)t取othe障outsid尿eend调ofthe兵90de馅greeh架ook.码CHAPTE茂R21书歌—法SPECI境ALPRO躁VISION糖SFOR志SEISMI损CDESI蚊GN鸭R21.1枯筐—炭Defin挂itions锻Thede牛signd楚isplac磁ement移isan但index唉ofthe划maxim霞umlat将eral抵displa耕cement告expec圣tedin轻desig摧nfor图thede庭sign-b踏asise糕arthqu吊ake.涛Indoc兵uments贝such全asthe遥Natio叨nalEa跃rthqua茄keHaz循ards兼Reduct桶ionPr炼ovisio角ns(NE坝HRP),踏21.1石ASCE7酒-95,t灭he语Unifor箭mBuil陕dingC款ode(U厉BC),熊21.2岸theBO润CA/Nat像ional度Buildi终ngCod消e(BOC检A)状21.3酱publis柔hedby乖Build颠ingOf驻ficial熟s露andCo嫁deAdm便inistr编ators股Intern唉ationa辞l,or说theSt季andard伯Buildi嗓ngCod箭e(SBC碧)垂21.4点publis搜hedby爸South斥ernBu陆ilding决CodeC丛ongres啄sInte理rnatio猴nal,t本hedes息ign-ba膜sisea宾rthqua凳ke娇hasap隐proxim裁ately画a90p状ercent齐proba乐bility倍ofno亲nexcee理dance讲in50滔years.妈Inth匀osedo愚cument盯s,the箭desig疯ndisp含laceme扭nt筑iscal舞culate赵dusin蒜gstat看icor备dynami集cline现arela擦stic原analys沙isund眨ercod椒e-spec拍ified脚action单scons尖iderin唱geffe朝ctsof阴cracke斧dsect糊ions,师effect娘soft见orsion势,effe红ctsof达verti不calfo论rces钱严睁岭阳谨锈虹握定CODE游COMMEN拆TARY晴ACI31碗8Buil申dingC疏odean凝dComm黎entary味Factor秋edloa奶dsand嫂force伙s蛇—特Loads堪andf闸orces柱multip资lied析byapp杠ropria上teloa透dfact窃orsin畏笨9.2傅.敌Hoop明—肝Aclo堵sedti里eorc旦ontinu嘱ously炸wound促tie.A跑closed赚tiec幸anbe软madeu锐pofs踩everal虾reinf报orceme庄nt悲elemen歇tseac扶hhavi吧ngsei叔smich粒ooksa冬tboth雾ends.乞A佛contin乖uously液wound笔ties餐hallh态avea暖seismi咐chook铃at彼bothe堆nds.千Joint刻—己Porti傻onof恳struct院ureco齿mmont画ointe叫rsecti伟ng齐member婚s.The医effec帜tivec嚷ross-s牌ection候alare屿aoft图he垮joint,抚概A帐j湖,for着shear嚷streng宰thcom遥putati委onsis输defin距edin语畜.1兄.时Latera椒l-forc星eresi迅sting败system描忙—惜That炸portio赚noft部he篮struct另ureco造mposed胖ofme吼mbers镜propor烂tioned针tore抚sist慨forces答relat尚edto继earthq孙uakee逼ffects狮.缸Lightw湾eight平aggreg各ateco东ncrete剑辛—振All-l宇ightwe网ighto浆r际sand-l贱ightwe硬ighta该ggrega讨tecon塑crete通madew卖ithli侮ghtwei捎ght少aggreg谁atesc灌onform粪ingto常租3.3况.址Moment沙frame币猛—裕Frame侦inwh店ichme肆mbers脱andjo摊ints哥resist长force叉sthro衬ughfl滚exure,国shear庆,and悬axial箱force.洲Moment其frame顽sshal估lbec代ategor腹izeda滋sfoll桨ows:顷Interm拔ediate化momen慨tfram忘e粗—钞Acas宣t-in-p畅lace栏frame酱comply牺ingwi皱ththe积requi悟rement阳sof令擦.3阴and少21.12泽in雅addit推ionto迅ther质equire撞ments鸡foror田dinary烈moment症frame毅s.夺Ordina碰rymom理entfr星ame蜓—侵Acas侦t-in-p妨laceo反rprec善ast买concre井tefra馒mecom裙plying算with绍there姥quirem手ents辩of翅Chapte开rs1炭throug蛙h阶18这.狐Specia崭lmome虎ntfra谣me铺—鉴Acas横t-in-p黑lacef垄rame朵comply攻ingwi棒ththe衫requi程rement再sof歼些.3网,余垮throug接h爆么,and响21.3增throug隐h骑21.5猾orap碧recast书frame智comply叛ingwi耀ththe乔requi享rement敏sof无奇.3最,葵省厉throug椒h恭萝,and害21.3仍throug谣h探21.6灾.In工additi从on,th核erequ迁iremen域tsfor瑞ordin谷arymo刃ment龟frames袍shall缎besa敞tisfie胁d.丢Plasti醒ching痰eregi答on镜—屡Lengt衰hoff过ramee蜡lement虑over蜘which克flexur塞alyie兵lding鸟isint悠ended澡toocc抖urdue罪to阁design橡displ盐acemen来ts,ex水tendin旬gnot北lesst散hana宽distan坝ce漏h慧fromt给hecri族tical拼sectio捉nwher王eflex指uraly肚ieldin询g烫initia犯tes.绞Seismi贱chook渔撞—雷Ahoo名kona柱stirr颠up,ho皮op,or今cross像tie沫having贼aben晒dnot蝶lesst粥han13舒5degr租ees,e带xcept算that帖circul狂arhoo注pssha妈llhav经eabe愁ndnot娃less季than9楼0戏degree僻s.Hoo猛kssha裁llhav结easi然x-diam宏eter(黎butno副tless盐than疫75mm蛇)exte端nsion敬thate大ngages晨thel未ongitu耻dinal种reinfo迹rcemen暑tand营projec茎tsint欧othe唉interi解orof途thest稼irrup津orhoo克p.仪acting窜throu触ghlat包erald龟isplac类e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enc婶eisd叙evelop闲edfor撞aspe筝cific要applic节ation,狮theli殿miton慕maxim俩umspe渗cified领compr钻essive前stren萄gthof捧lightw跌eight汗concre电temay数bein丢crease望dtoa彼level敌justi井fiedb累y志theev沾idence雄.第21章抗震设计的专门规定第21章抗震设计的专门规定规范滩21.1诊—印定义宁结构基钟础纳—传—负假定地震运动孔在该水平线处骄分配给建筑物君。这一水平线洗没有必要和地向平线一致。狠边界构阿件灿—捎—自沿着结构墙或怀者结构隔板边捐缘，通过纵横屈钢筋加固的部肥分。边界构件掌没有必要要求占增加墙或者隔甲板的厚度。墙栏或者隔板的洞衣口边缘应该按想照本规范第稠继腥或者粒涉.3揪条的要求设置诱边界构件。缎汇集构递件槽—钻—舍用于把结构隔苗板内的惯性力粥传递给抗侧力始系统的构件。民连暂接尺—派—纹两个或更多构斩件相交的区域氏，这些构件当吧中有一个或多本个是预制构件南。断塑性连禾接番—愉—榴在设计位移作岸用下能够产生差变形的连接。贝刚性连幅接羽—率—翻其邻接构件在筹设计位移作用钞下产生变形时灰，仍然保持弹嘉性的连接。救横向拉唐筋县—云—础一根连续的钢桌筋，其一端有翠一抗震弯钩，维另一端有一不树小于侨90杜°气的弯钩，弯钩奶末端平直段长仁度至少为渐6装倍直径。这些久弯钩应该钩住丈周围的纵向钢范筋。衔接相同拒纵向钢筋的两辣个相邻横向拉可筋，其狭90注°锅弯钩应交错布雨置。烛设计位够移燕—纽—男与抗震设计控氏制条款所要求范的一样，设计砖位移是设计基艘准地震预期侧仿向位移的总和答。嚼设计荷载组住合稀—温—桐本规范第屿9.2唇条中的设计极长限荷载和作用冷力的组合。项设计层间侧移蒙率挠—库—倾按层高分配的浩楼层顶部和底挥部之间设计位云移的相对差异龄。象带标准弯钩钢贷筋的锚固长葬度球—穿—乖从临界勿面（钢筋将发动生硬化的位置凭）到督90似°椅弯钩外侧的最惯短距离。注释桐R21.1纸—尖定义歇设计位移是最股大侧向位移的缺标志，侧向位火移是在设计中强针对设计基准纹地震所预期的符位移。在一些暂规范中，例如痛《国家地震减旅灾规范》（激NEHRP批），隐21.1AS亡CE7-9掌5朵（该ASCE用指却TheAm挪erican拍Socie或tyof导Civil顶Engine时ers莫，美国土木工静程师学会），教《统一建筑法尖规》（段UBC申），皆21.2遗由建筑官员和械国际规范管理雀员发布的谜BOCA/教《国家建筑规务范》（图BOCA锻），摆21.3讯或者有南方建合筑规范国际专舱业会议发布的戚《标准建筑规心范》（茎SBC苦），诵21.4芽设计基准地震米在振50警年内大概有降90%扑的可能性不被邻超过。在这些幕规范当中，设阁计位移是采用古静力和动力线达弹性分析方法键计算的，并考尖虑开裂断面影皇响、扭转影响贴、沿着侧向位在移作用的剪力完影响，以及计抄算预期非弹性务响应的修正系省数。设计位移袖一般大于将设沸计水准力作用咳于线弹性建筑撑模型而计算得孝出的位移。规范逐设计极限荷载伍和作用越力毕—母—关用适当的荷载即因数乘以荷载迫和作用力。类箍颂筋侦—捞—汇箍筋有闭口箍割筋和螺旋箍筋燕，闭口箍筋由煮若干个两端带嘱抗震弯钩的钢沉筋元件构成。狗螺旋箍筋的两拢端也应该带有胞抗震弯钩。络节症点信—喂—糟结构当中相交聋各构件所共有河的部分。用于雁抗剪强度计算普的节点有效断参面积，依A傲j祸，将在本规范隶第概只.1勒条中给出定义钩。犹抗侧力系智统樱—庙—惯是结构的一部亦分，其组成构捐件能够按照一跨定比例来抵抗凉与地震效应相魄关的作用力。偶轻骨料混凝告土饥—牺—遥按照本规范第盛3.3艇条的规定由轻增骨料制成的完搁全轻骨料混凝白土和砂轻骨料咳混凝土。椒抗力矩框但架矮—啊—卸其组成构件和且节点通过弯曲赤、剪切和轴向矿力抵抗作用力丸的框架。枕抗力矩框架分众类如下：杰中等抗力矩框痰架窃—撑—是满足本规范第战直.3狡和榴21.12酒条之要求的现穗浇框架，另外拼还要满足普通口抗力矩框架的轻要求。译普通抗力矩框榴架谢—受—育满足本规范第讲1鸟至蠢18核章之要求的现窗浇或预制混凝认土框架。录特殊抗力矩框翻架黄—洒—伪满足本规范第只慢.3辨，掀作至诊绿驶条，以及第剪21.3势至蜓21.5巧条之要求的现邮浇框架；或者逼满足本规范堤冬.3器，仓滑泉至塔般吐条，以及第半21.3五至菜21.6急条之要求的预因制框架。另外黄，还要满足普科通抗力矩框架悦的要求。监塑性铰逢区白—场—橡框架构件按照寄设计位移预计画可能发生弯曲宏变形的区域，甜其长度增长不惜应低于城h裳，葵h踏从弯曲变形起灯始处的临界断释面开始算起。换抗震弯咐钩曲—轻—道弯箍、箍筋或桐者拉筋上的弯亩钩至少应弯曲院135计°早，除了带有弯燕曲不小于哨90宫°巡弯钩的圆形箍扩筋。钩住纵向矿钢筋的抗震弯细钩末端平直段贡长度应为肤6兵倍的直径（但窑不小于杯75mm保），并且弯向骗弯箍或箍筋的柴内部。注释栽本规范第钞21.6鸡条的规定是希傻望使用最低强柔度的预制混凝纲土构成特殊抗祖力矩框架，并届使其韧性等同至于现浇特殊抗区力矩框架。规范朵特殊边界构突件规—挨—到本规范第粒蜓.2艳或谅悄.3许条所要求的边排缘构件。夹设计侧向睁力权—趋—月抗震设计硬性筋规范规定了设损计基础剪力的数适当分布，与铃此分布一致的季侧向力即设计萌侧向力。源结构隔辰板惠—托—展将惯性力传递躺给抗侧力构件纠的结构组成部欲分，例如楼面绩板或屋面板。棍结构桁犁架愁—净—瞒由主要承受轴没向力的钢筋混止凝土构件组成斗的组合构件。藏结构怪墙漫—文—草按比例抵抗地蒜震运动引起的瓦剪力、弯矩以仅及轴向力组合捕作用的墙。剪纠力墙属于结构仙墙。何结构墙分类如右下：么中等预制结构绢墙近—饥—黄满足本规范第修1流至号18涨章以及第纠21.13阅条之可适用要旦求的墙。普通赏钢筋混凝土结芬构古墙愧—挖—撕满足本规范第漠1六至凝18持章之要求的墙售。喘普通素混凝土略结构痕墙撇—祥—零满足本规范第脖22用章之要求的墙夸。醒特殊预制结构补墙歌—间—薪满足本规范第量21.8粗条的预制墙。昏另外，还要满膝足普通钢筋混散凝土结构墙以腰及本规范第王撑.3希，第赛俘溪至驳毙杯条，以及第离21.7自条的要求。渴特殊钢筋混凝惧土结构嚷墙谜—搁—予满足本规范第森大.3模，第蹦姿板至膜葵卡条，第杂21.7墨条以及普通钢谢筋混凝土结构限墙之要求的现仅浇钢筋混凝土蹲墙。慢支鄙撑朴—松—协在结构隔板上咐用来使隔板围执绕开孔处的作浸用得以连续的坦构件。择联结构翠件鸦—兆—究用来传递惯性粉力并且阻止建论筑组成部分（逃例如基础和墙悲）分离的构件带。飞21.2钟—赖一般规定棚和—掏范围哪阿.1股—能—邪本规范第祖21需章包括结构上炼钢筋混凝土构阴件设计以及构廊造的专门规定嘱，结构上与地肺震相关的设计勿作注释轰本规范第舅21.13谊条的规定是希筛望构造一种具妖有最低强度的痰中等预制结构矩墙，并使其韧固性等同于现浇斜普通钢筋混凝贴土结构墙。对猎于只满足本规鼠范第糠1碧至聪18游章要求，而不童满足种第边21.13戴或碑21.8殿条的预制混凝薪土墙，一般认六为其延性和结稼构完整性低于睬中等预制结构蜡墙。本规范第剪21.8轨条的规定是希创望构造一种具飘有最低强度的叮特殊预制结构捡墙，并使其韧谋性等同于现浇颠特殊钢筋混凝局土结构墙。友R21.2恭—榨一般规定幸R灵凉—跑范围定本规范第侧21敞章所包含的规家定被认为是对吩于现浇或预制笛混凝土结构的廉最低要求，这遍些结构在一系皆列振动作用下不能够规范不用力是在地震核响应的非线性肥范围内以能量恳耗散为基础来送确定的。对于鹊可适用的混凝膝土强度见本规吵范第插葛愁和深碧.1昼条。植毯.2邪—特—乖在低地震危险灭区，或者对于现低抗震性能、缸低抗震设计的桌结构，应该满伶足本规范第局1臭至弄18登章以及第词22晨章的要求。使舞用关于中等或敢特殊混凝土系冻统的规定计算加抗震设计荷载旨时，应该满足免本规范第堤21燕章中关于中等冲或特殊混凝土聋系统的相关规拆定。留毒.3吴—半—专在中等地震危萝险区，或者对石于中等抗震性子能、中等抗震捎设计的结构，答中等或特殊抗锯力矩框架，普离通、中等或特涨殊结构墙应该握用来抵抗地震棵运动引起的作滑用力。应矩该满足本规范黎第曾1匪至茂18邮章以及第铜22句章的要求。使紫用关于特殊混泻凝土系统的规把定计算抗震设豆计荷载时，应隆该满足本规范闹第哄21布章中关于特殊黎混凝土系统的骤相关规定。医乘.4退—安—状在高地震危险哪区，或者对于番高抗震性能、灿高抗震设计的鸟结构，特殊抗盾力矩框架、特若殊结构墙以及或满足蓄本规范第食控势至闪惑缓条和第邮21.3既至说21.10北条的隔板和桁金架应该用来抵板抗地震运动所打引起的作用力递。不用来抵抗欣地震作用力的括构件应该满足罪本规范第吨21.11科条。铺温.5瑞—词—危对于不满足本秘章要求的钢筋掘混凝土结构系匪统，如果经试圾验证明和理论糠分析，能够说帐明该建议系统通的强度和韧性触等同于或超过机满足本章要求写的整体参照钢塞筋混凝土结构秧，那么允许其末使用。注释歉保持持久性而蒙产生非弹性范勉围的响应，并每且不发生强度顷上的临界破坏策。在响应的非镜弹性范围内，钞应该保持结构环的完整性，因搁为各种规范，码例如锤IBC旬，惯21.5UB仇C很，瞒21.2命以贝NEHRP2玻1.1搏，中定义的设瞎计作用力被认椒为小于那些在位预计地震强度记下的相应线性徐响应。搭21.1,2酷1.6-21霉.8多当正确细部设抱计的现浇和预资制混凝土结构待遭遇强烈的地政表运动时，其令有效刚度降低配，能量耗散增廊加。结构保持疫线弹性和弱阻岔尼性是有益处熄的，而上述变眉化将趋向于减平少与凳这种可能发生轻的益处相关的怎加速度响应和允侧向惯性力。胆21.8宜这样，在使用露设计作用力表榆征如参考文献拳第玉21.2创条所规定的地铁震作用时，应抓该使得抗侧力否系统在往复地升震条件券下，在非弹性催范围内保持坚酒固。本规范第血21师章的规定使得料详细设计规范希与结构框架的尤类型，当地地戒震危险等级，始结构设计预期页的非弹性变形平等级，以及结厉构的使用和年抄限产生了紧密挤的联系。地震叹危险等级习惯粗上被分为低级毙、中级和高级族。某一地区的挥抗震危险等级邪，抗震性能，某以及结构设计晨分类受法律上欣采用的《普通毫建筑规范》控涌制，或者由当故地政府确定。煮（见本规范第绍辽.3包，舅敬.3叉条，以及表格蜘谎.3填）。规范言2000I震BC21.5困和继2000NE柴HRP21.舱9乐使用了与规锈1997NE碗HRP21.元1