中英抗震設計的專門規(guī)定

CHAPTER21CHAPTER21CODECOMMENTARYACI318BuildingCodeandCommentary21.1—DefinitionsBaseofstructure—Levelatwhichearthquakemotionsareassumedtobeimpartedtoabuilding.Thisleveldoesnotnecessarilycoincidewiththegroundlevel.Boundaryelements—Portionsalongstructuralwallandstructuraldiaphragmedgesstrengthenedbylongitudinalandtransversereinforcement.Boundaryelementsdonotnecessarilyrequireanincreaseinthethicknessofthewallordiaphragm.Edgesofopeningswithinwallsanddiaphragmsshallbeprovidedwithboundaryelementsasrequiredbyor.Collectorelements—Elementsthatservetotransmittheinertialforceswithinstructuraldiaphragmsto撿member桐soft逢helat葡eral-f飯orce-r棋esisti韻ngsys酷t(yī)ems.箱Connec曾tion繞—慚Areg旱ionth民atjoi柴nstwo學ormo秧remem剃bers,歪ofwhi集chone拒ormo晉reis準precas趕t.耽Ductil慢econn嘴ection免塞—賺Conne劇ction庫thate匹xperie框nces競yieldi史ngas狼aresu妹ltof則thede夾sign蹤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業(yè)ining懸member盆sexpe駁rience喉yield猴ing悟asar赴esult刺ofthe爹desig涉ndisp摘laceme賢nts.秀Crosst氣ie自—膜Acon蜂tinuou如srein有forcin慮gbar蘭having測a挖seismi改chook蝶aton烤eend言anda化hookn便otles嬸sthan詳90沉degree柜swith滴atle禮asta平six-di駝ameter丙exten胸siona雜tthe滑other姑end.T溪hehoo枯kssha始lleng低agepe訂ripher苦allon腹gitudi結nal絡bars.涌The90甚degre背ehook蟲soft盟wosuc撤cessiv炒e區(qū)crosst岔iesen意gaging攔thes檢amelo徹ngitud占inalb啄arssh收allbe木altern閥atede誼ndfor歪end.樣Design功displ順acemen購t僚—嗎Total賊later離aldis穿placem你ent藏expect唉edfor哪thed靈esign-俘basis濾earthq執(zhí)uake,投asreq依uired傷bythe丈gover盡ningc啟odefo壞reart胸hquake粒-resis誤tantd襯esign.押Design宣load李combin淺ations至智—殿Combi桿nation蹲soff鬧actore鐮d輛loads寺andfo臣rcesi示n究9.2閥.螞Design寧story掠drift藍ratio襖薄—店Relat限ivedi捉fferen父ceof課design敘displ纖acemen蠟tbetw題eenth紙etop姐andbo蔽ttomo施fa用story,婚divid武edby青thest蟲oryhe套ight.胖Develo造pment咬length場fora磚barw灶itha縮standa擊rd蜓hook神—達Thes塘hortes井tdist越ancef恭romth徒ecrit串icals狡ection炸(厚where絨thest失rength暈ofth釣ebar蘆isto鋤be選develo俱ped)t取othe障outsid尿eend調ofthe兵90de餡greeh架ook.碼CHAPTE茂R21書歌—法SPECI境ALPRO躁VISION糖SFOR志SEISMI損CDESI蚊GN鴨R21.1枯筐—炭Defin掛itions鍛Thede牛signd楚isplac磁ement移isan但index唉ofthe劃maxim霞umlat將eral抵displa耕cement告expec圣tedin輕desig摧nfor圖thede庭sign-b踏asise糕arthqu吊ake.濤Indoc兵uments貝such全asthe遙Natio叨nalEa躍rthqua茄keHaz循ards兼Reduct桶ionPr煉ovisio角ns(NE壩HRP),踏21.1石ASCE7酒-95,t滅he語Unifor箭mBuil陜dingC款ode(U厲BC),熊21.2岸theBO潤CA/Nat像ional度Buildi終ngCod消e(BOC檢A)狀21.3醬publis柔hedby乖Build顛ingOf駐ficial熟s露andCo嫁deAdm便inistr編ators股Intern唉ationa辭l,or說theSt季andard伯Buildi嗓ngCod箭e(SBC碧)垂21.4點publis搜hedby爸South斥ernBu陸ilding決CodeC叢ongres啄sInte理rnatio猴nal,t本hedes息ign-ba膜sisea賓rthqua凳ke嬌hasap隱proxim裁ately畫a90p狀ercent齊proba樂bility倍ofno親nexcee理dance講in50滔years.媽Inth勻osedo愚cument盯s,the箭desig瘋ndisp含laceme扭nt筑iscal舞culate趙dusin蒜gstat看icor備dynami集cline現arela擦stic原analys沙isund眨ercod椒e-spec拍ified腳action單scons尖iderin唱geffe朝ctsof陰cracke斧dsect糊ions,師effect娘soft見orsion勢,effe紅ctsof達verti不calfo論rces錢嚴睜嶺陽謹銹虹握定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閘orces柱multip資lied析byapp杠ropria上teloa透dfact竊orsin畏笨9.2傅.敵Hoop明—肝Aclo堵sedti里eorc旦ontinu囑ously炸wound促tie.A跑closed賺tiec幸anbe軟madeu銳pofs踩everal蝦reinf報orceme莊nt悲elemen歇tseac扶hhavi吧ngsei叔smich粒ooksa冬tboth霧ends.乞A佛contin乖uously液wound筆ties餐hallh態(tài)avea暖seismi咐chook鈴at彼bothe堆nds.千Joint刻—己Porti傻onof懇struct院ureco齒mmont畫ointe叫rsecti偉ng齊member婚s.The醫(yī)effec幟tivec嚷ross-s牌ection候alare嶼aoft圖he垮joint,撫概A帳j湖,for著shear嚷streng宰thcom遙putati委onsis輸defin距edin語畜.1兄.時Latera椒l-forc星eresi迅sting敗system描忙—惜That炸portio賺noft部he籃struct另ureco造mposed胖ofme吼mbers鏡propor爛tioned針tore撫sist慨forces答relat尚edto繼earthq孫uakee逼ffects獅.缸Lightw灣eight平aggreg各ateco東ncrete劍辛—振All-l宇ightwe網ighto漿r際sand-l賤ightwe硬ighta該ggrega討tecon塑crete通madew賣ithli侮ghtwei捎ght少aggreg誰atesc灌onform糞ingto常租3.3況.址Moment沙frame幣猛—裕Frame偵inwh店ichme肆mbers脫andjo攤ints哥resist長force叉sthro襯ughfl滾exure,國shear慶,and懸axial箱force.洲Moment其frame頑sshal估lbec代ategor腹izeda滋sfoll槳ows:頃Interm拔ediate化momen慨tfram忘e粗—鈔Acas宣t-in-p暢lace欄frame醬comply犧ingwi皺ththe積requi悟rement陽sof令擦.3陰and少21.12澤in雅addit推ionto迅ther質equire撞ments雞foror田dinary烈moment癥frame毅s.奪Ordina碰rymom理entfr星ame蜓—侵Acas偵t-in-p妨laceo反rprec善ast買concre井tefra饅mecom裙plying算with紹there姥quirem手ents辯of翅Chapte開rs1炭throug蛙h階18這.狐Specia嶄lmome虎ntfra謠me鋪—鑒Acas橫t-in-p黑lacef壟rame朵comply攻ingwi棒ththe衫requi程rement再sof殲些.3網,余垮throug接h爆么,and響21.3增throug隱h騎21.5猾orap碧recast書frame智comply叛ingwi耀ththe喬requi享rement敏sof無奇.3最,葵省厲throug椒h恭蘿,and害21.3仍throug謠h探21.6災.In工additi從on,th核erequ遷iremen域tsfor瑞ordin谷arymo刃ment龜frames袍shall緞besa敞tisfie脅d.丟Plasti醒ching痰eregi答on鏡—屢Lengt衰hoff過ramee蠟lement慮over蜘which克flexur塞alyie兵lding鳥isint悠ended澡toocc抖urdue罪to閣design橡displ鹽acemen來ts,ex水tendin旬gnot北lesst散hana寬distan壩ce漏h慧fromt給hecri族tical拼sectio捉nwher王eflex指uraly肚ieldin詢g燙initia犯tes.絞Seismi賤chook漁撞—雷Ahoo名kona柱stirr顛up,ho皮op,or今cross像tie沫h(huán)aving賊aben曬dnot蝶lesst粥han13舒5degr租ees,e帶xcept算that帖circul狂arhoo注pssha媽llhav經eabe愁ndnot娃less季than9樓0戲degree僻s.Hoo猛kssha裁llhav結easi然x-diam宏eter(黎butno副tless鹽than疫75mm蛇)exte端nsion敬thate大ngages晨thel未ongitu恥dinal種reinfo跡rcemen暑tand營projec莖tsint歐othe唉interi解orof途thest稼irrup津orhoo克p.儀a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e格behav挨iorof狼member亦smade諒with露lightw伯eight儲aggreg擊ateco晉ncrete雖subje糖cted媽todis鹽placem飼entre桐versal鑄sint麗henon放linear段range丟.If呼convin謙cinge四videnc嬸eisd敘evelop閑edfor撞aspe箏cific要applic節(jié)ation,獅theli殿miton慕maxim倆umspe滲cified領compr鉆essive前stren萄gthof捧lightw跌eight汗concre電temay數bein丟crease望dtoa彼level敵justi井fiedb累y志theev沾idence雄.第21章抗震設計的專門規(guī)定第21章抗震設計的專門規(guī)定規(guī)范灘21.1診—印定義寧結構基鐘礎納—傳—負假定地震運動孔在該水平線處驕分配給建筑物君。這一水平線洗沒有必要和地向平線一致。狠邊界構阿件燦—捎—自沿著結構墻或懷者結構隔板邊捐緣，通過縱橫屈鋼筋加固的部肥分。邊界構件掌沒有必要要求占增加墻或者隔甲板的厚度。墻欄或者隔板的洞衣口邊緣應該按想照本規(guī)范第稠繼腥或者粒涉.3揪條的要求設置誘邊界構件。緞匯集構遞件槽—鉆—舍用于把結構隔苗板內的慣性力粥傳遞給抗側力始系統(tǒng)的構件。民連暫接尺—派—紋兩個或更多構斬件相交的區(qū)域氏，這些構件當吧中有一個或多本個是預制構件南。斷塑性連禾接番—愉—榴在設計位移作岸用下能夠產生差變形的連接。貝剛性連幅接羽—率—翻其鄰接構件在籌設計位移作用鈔下產生變形時灰，仍然保持彈嘉性的連接。救橫向拉唐筋縣—云—礎一根連續(xù)的鋼桌筋，其一端有翠一抗震彎鉤，維另一端有一不樹小于僑90杜°氣的彎鉤，彎鉤奶末端平直段長仁度至少為漸6裝倍直徑。這些久彎鉤應該鉤住丈周圍的縱向鋼范筋。銜接相同拒縱向鋼筋的兩辣個相鄰橫向拉可筋，其狹90注°鍋彎鉤應交錯布雨置。燭設計位夠移燕—紐—男與抗震設計控氏制條款所要求范的一樣，設計磚位移是設計基艘準地震預期側仿向位移的總和答。嚼設計荷載組住合稀—溫—桐本規(guī)范第嶼9.2唇條中的設計極長限荷載和作用冷力的組合。項設計層間側移蒙率撓—庫—傾按層高分配的浩樓層頂部和底揮部之間設計位云移的相對差異齡。象帶標準彎鉤鋼貸筋的錨固長葬度球—穿—乖從臨界勿面（鋼筋將發(fā)動生硬化的位置憑）到督90似°椅彎鉤外側的最慣短距離。注釋桐R21.1紙—尖定義歇設計位移是最股大側向位移的缺標志，側向位火移是在設計中強針對設計基準紋地震所預期的符位移。在一些暫規(guī)范中，例如痛《國家地震減旅災規(guī)范》（激NEHRP批），隱21.1AS亡CE7-9掌5朵（該ASCE用指卻TheAm挪erican拍Socie或tyof導Civil頂Engine時ers莫，美國土木工靜程師學會），教《統(tǒng)一建筑法尖規(guī)》（段UBC申），皆21.2遺由建筑官員和械國際規(guī)范管理雀員發(fā)布的謎BOCA/教《國家建筑規(guī)務范》（圖BOCA鍛），擺21.3訊或者有南方建合筑規(guī)范國際專艙業(yè)會議發(fā)布的戚《標準建筑規(guī)心范》（莖SBC苦），誦21.4芽設計基準地震米在振50警年內大概有降90%撲的可能性不被鄰超過。在這些幕規(guī)范當中，設閣計位移是采用古靜力和動力線達彈性分析方法鍵計算的，并考尖慮開裂斷面影皇響、扭轉影響貼、沿著側向位在移作用的剪力完影響，以及計抄算預期非彈性務響應的修正系省數。設計位移袖一般大于將設沸計水準力作用咳于線彈性建筑撐模型而計算得孝出的位移。規(guī)范逐設計極限荷載伍和作用越力畢—母—關用適當的荷載即因數乘以荷載迫和作用力。類箍頌筋偵—撈—匯箍筋有閉口箍割筋和螺旋箍筋燕，閉口箍筋由煮若干個兩端帶囑抗震彎鉤的鋼沉筋元件構成。狗螺旋箍筋的兩攏端也應該帶有胞抗震彎鉤。絡節(jié)癥點信—喂—糟結構當中相交聾各構件所共有河的部分。用于雁抗剪強度計算普的節(jié)點有效斷參面積，依A傲j禍，將在本規(guī)范隸第概只.1勒條中給出定義鉤。猶抗側力系智統(tǒng)櫻—廟—慣是結構的一部亦分，其組成構捐件能夠按照一跨定比例來抵抗涼與地震效應相魄關的作用力。偶輕骨料混凝告土饑—犧—遙按照本規(guī)范第盛3.3艇條的規(guī)定由輕增骨料制成的完擱全輕骨料混凝白土和砂輕骨料咳混凝土。椒抗力矩框但架矮—啊—卸其組成構件和且節(jié)點通過彎曲赤、剪切和軸向礦力抵抗作用力丸的框架。枕抗力矩框架分眾類如下：杰中等抗力矩框痰架竊—撐—是滿足本規(guī)范第戰(zhàn)直.3狡和榴21.12酒條之要求的現穗澆框架，另外拼還要滿足普通口抗力矩框架的輕要求。譯普通抗力矩框榴架謝—受—育滿足本規(guī)范第講1鳥至蠢18核章之要求的現窗澆或預制混凝認土框架。錄特殊抗力矩框翻架黃—灑—偽滿足本規(guī)范第只慢.3辨，掀作至診綠駛條，以及第剪21.3勢至蜓21.5巧條之要求的現郵澆框架；或者逼滿足本規(guī)范堤冬.3器，倉滑泉至塔般吐條，以及第半21.3五至菜21.6急條之要求的預因制框架。另外黃，還要滿足普科通抗力矩框架悅的要求。監(jiān)塑性鉸逢區(qū)白—場—橡框架構件按照寄設計位移預計畫可能發(fā)生彎曲宏變形的區(qū)域，甜其長度增長不惜應低于城h裳，葵h踏從彎曲變形起燈始處的臨界斷釋面開始算起。換抗震彎咐鉤曲—輕—道彎箍、箍筋或桐者拉筋上的彎畝鉤至少應彎曲院135計°早，除了帶有彎燕曲不小于哨90宮°巡彎鉤的圓形箍擴筋。鉤住縱向礦鋼筋的抗震彎細鉤末端平直段貢長度應為膚6兵倍的直徑（但窯不小于杯75mm保），并且彎向騙彎箍或箍筋的柴內部。注釋栽本規(guī)范第鈔21.6雞條的規(guī)定是希傻望使用最低強柔度的預制混凝綱土構成特殊抗祖力矩框架，并屆使其韌性等同至于現澆特殊抗區(qū)力矩框架。規(guī)范朵特殊邊界構突件規(guī)—挨—到本規(guī)范第粒蜓.2艷或諒悄.3許條所要求的邊排緣構件。夾設計側向睜力權—趨—月抗震設計硬性筋規(guī)范規(guī)定了設損計基礎剪力的數適當分布，與鈴此分布一致的季側向力即設計萌側向力。源結構隔辰板惠—托—展將慣性力傳遞躺給抗側力構件糾的結構組成部欲分，例如樓面績板或屋面板。棍結構桁犁架愁—凈—瞞由主要承受軸沒向力的鋼筋混止凝土構件組成斗的組合構件。藏結構怪墻漫—文—草按比例抵抗地蒜震運動引起的瓦剪力、彎矩以僅及軸向力組合捕作用的墻。剪糾力墻屬于結構仙墻。何結構墻分類如右下：么中等預制結構絹墻近—饑—黃滿足本規(guī)范第修1流至號18漲章以及第糾21.13閱條之可適用要旦求的墻。普通賞鋼筋混凝土結芬構古墻愧—挖—撕滿足本規(guī)范第漠1六至凝18持章之要求的墻售。喘普通素混凝土略結構痕墻撇—祥—零滿足本規(guī)范第脖22用章之要求的墻夸。醒特殊預制結構補墻歌—間—薪滿足本規(guī)范第量21.8粗條的預制墻?；枇硗?，還要滿膝足普通鋼筋混散凝土結構墻以腰及本規(guī)范第王撐.3希，第賽俘溪至駁斃杯條，以及第離21.7自條的要求?？侍厥怃摻罨炷龖滞两Y構嚷墻謎—擱—予滿足本規(guī)范第森大.3模，第蹦姿板至膜葵卡條，第雜21.7墨條以及普通鋼謝筋混凝土結構限墻之要求的現僅澆鋼筋混凝土蹲墻。慢支鄙撐樸—松—協(xié)在結構隔板上咐用來使隔板圍執(zhí)繞開孔處的作浸用得以連續(xù)的坦構件。擇聯結構翠件鴉—兆—究用來傳遞慣性粉力并且阻止建論筑組成部分（逃例如基礎和墻悲）分離的構件帶。飛21.2鐘—賴一般規(guī)定棚和—掏范圍哪阿.1股—能—邪本規(guī)范第祖21需章包括結構上煉鋼筋混凝土構陰件設計以及構廊造的專門規(guī)定囑，結構上與地肺震相關的設計勿作注釋轟本規(guī)范第舅21.13誼條的規(guī)定是希篩望構造一種具妖有最低強度的痰中等預制結構矩墻，并使其韌固性等同于現澆斜普通鋼筋混凝貼土結構墻。對獵于只滿足本規(guī)鼠范第糠1碧至聰18游章要求，而不童滿足種第邊21.13戴或碑21.8殿條的預制混凝薪土墻，一般認六為其延性和結稼構完整性低于睬中等預制結構蠟墻。本規(guī)范第剪21.8軌條的規(guī)定是希創(chuàng)望構造一種具飄有最低強度的叮特殊預制結構撿墻，并使其韌謀性等同于現澆顛特殊鋼筋混凝局土結構墻。友R21.2恭—榨一般規(guī)定幸R靈涼—跑范圍定本規(guī)范第側21敞章所包含的規(guī)家定被認為是對吩于現澆或預制笛混凝土結構的廉最低要求，這遍些結構在一系皆列振動作用下不能夠規(guī)范不用力是在地震核響應的非線性肥范圍內以能量懇耗散為基礎來送確定的。對于鵲可適用的混凝膝土強度見本規(guī)吵范第插葛愁和深碧.1晝條。植毯.2邪—特—乖在低地震危險滅區(qū)，或者對于現低抗震性能、缸低抗震設計的桌結構，應該滿伶足本規(guī)范第局1臭至弄18登章以及第詞22晨章的要求。使舞用關于中等或敢特殊混凝土系凍統(tǒng)的規(guī)定計算加抗震設計荷載旨時，應該滿足免本規(guī)范第堤21燕章中關于中等沖或特殊混凝土聾系統(tǒng)的相關規(guī)拆定。留毒.3吳—半—專在中等地震危蘿險區(qū)，或者對石于中等抗震性子能、中等抗震捎設計的結構，答中等或特殊抗鋸力矩框架，普離通、中等或特漲殊結構墻應該握用來抵抗地震棵運動引起的作滑用力。應矩該滿足本規(guī)范黎第曾1匪至茂18郵章以及第銅22句章的要求。使紫用關于特殊混瀉凝土系統(tǒng)的規(guī)把定計算抗震設豆計荷載時，應隆該滿足本規(guī)范鬧第哄21布章中關于特殊黎混凝土系統(tǒng)的驟相關規(guī)定。醫(yī)乘.4退—安—狀在高地震危險哪區(qū)，或者對于番高抗震性能、燦高抗震設計的鳥結構，特殊抗盾力矩框架、特若殊結構墻以及或滿足蓄本規(guī)范第食控勢至閃惑緩條和第郵21.3既至說21.10北條的隔板和桁金架應該用來抵板抗地震運動所打引起的作用力遞。不用來抵抗欣地震作用力的括構件應該滿足罪本規(guī)范第噸21.11科條。鋪溫.5瑞—詞—危對于不滿足本秘章要求的鋼筋掘混凝土結構系匪統(tǒng)，如果經試圾驗證明和理論糠分析，能夠說帳明該建議系統(tǒng)通的強度和韌性觸等同于或超過機滿足本章要求寫的整體參照鋼塞筋混凝土結構秧，那么允許其末使用。注釋歉保持持久性而蒙產生非彈性范勉圍的響應，并每且不發(fā)生強度頃上的臨界破壞策。在響應的非鏡彈性范圍內，鈔應該保持結構環(huán)的完整性，因擱為各種規(guī)范，碼例如錘IBC旬，慣21.5UB仇C很，瞞21.2命以貝NEHRP2玻1.1搏，中定義的設瞎計作用力被認椒為小于那些在位預計地震強度記下的相應線性徐響應。搭21.1,2酷1.6-21霉.8多當正確細部設抱計的現澆和預資制混凝土結構待遭遇強烈的地政表運動時，其令有效剛度降低配，能量耗散增廊加。結構保持疫線彈性和弱阻岔尼性是有益處熄的，而上述變眉化將趨向于減平少與凳這種可能發(fā)生輕的益處相關的怎加速度響應和允側向慣性力。膽21.8宜這樣，在使用露設計作用力表榆征如參考文獻拳第玉21.2創(chuàng)條所規(guī)定的地鐵震作用時，應抓該使得抗側力否系統(tǒng)在往復地升震條件券下，在非彈性催范圍內保持堅酒固。本規(guī)范第血21師章的規(guī)定使得料詳細設計規(guī)范希與結構框架的尤類型，當地地戒震危險等級，始結構設計預期頁的非彈性變形平等級，以及結厲構的使用和年抄限產生了緊密擠的聯系。地震嘆危險等級習慣粗上被分為低級斃、中級和高級族。某一地區(qū)的揮抗震危險等級邪，抗震性能，某以及結構設計晨分類受法律上欣采用的《普通毫建筑規(guī)范》控涌制，或者由當故地政府確定。煮（見本規(guī)范第紹遼.3包，舅敬.3叉條，以及表格蜘謊.3填）。規(guī)范言2000I震B(yǎng)C21.5困和繼2000NE柴HRP21.艙9樂使用了與規(guī)銹1997NE碗HRP21.元1