Staticlateralforceprocedureforbuildings2.1DETERMINATION0FLATERALFORCES2.1.1SeismiczonefactorTheseismiczonefactorZ，giveninUBCTable16—1，istheCodeestimateoftheapplicablesitedependenteffectivepeakgroundaccelerationexpressedasafunctionofthegravityconstantg·.ThevaluesofZrangefrom0．075toO．40withtheUSAbeingdividedintosixdifferentseismiczonesinUBCFigure16—2．Thezonefactorcorrespondstogroundmotionvalueswitharecurrenceintervalof475yearswhichgivesatenpercentprobabilityofbeingexceededinariftvyearperiod．Thesevaluesarebasedonhistoricalrecordsandgeologicaldataandarealsoadjustedinordertoprovideconsistentdesigncriteriawithinlocaljurisdictions．Thezonefactorisused，inconjunctionwiththesoilprofiletype，todeterminetheappropriategroundresponsecoefficientsCaandCv。giveninUBCTables16-Qand16一R．ThesearethenusedtOprovidetheresponsespectrumenvelopeillustratedinUBCFigure16-3．2.1.2GroundresponsecoefficientsThegroundresponsecoefficientsC。andC。aredefinedinUBCSection1629．4．3andareparameterswhichreflectthepotentialamplificationofthegroundvibrationcausedbydifferentsoiltypes．ThesecoefficientsareafunctionofthezonefactorZ，thesoilprofilesSAtOSFand，whereapplicable，thenear—sourcefactorsNaandN。．ThefundamentalperiodofastructuredetermineswhichofthetwocoefficientsCaorCvgovernstheseismicdesignofthestructure．Theacceleration—basedcoefficientCacontrolsforshorterperiodsuptoapproximatelyonesecondandthevelocity—basedcoefficientC。controlsforlongerperiods．ValuesofC。andC、aregiveninTable2—1forsoilprofilestypeAtotypeE．Asite—specificgeotechnicalinvestigationisnecessarytodeterminethevalueofthecoefficientsforsoilprofiletypeF．2.1.3soilprofiletypesThegroundvibrationcausedbyanearthquaketendstobegreateronsoftsoilthanonhardsoilorrock．Asthevibrationpropagatesthroughthematerialunderlyingthestructure，itmaybeeitheramplifiedorattenuateddependingonthefundamentalperiodofthematerial．Toaccountforthispotentialamplification，sixdifferentsoiltypesareidentifiedintheCoderangingfromhardrocktosoftsoil．TheclassificationmaybemadebydeterminingonsitetheaverageshearWavevelocityinthetop100feetofmaterial．Alternatively，forsoilprofiletypesC，D，orE，theclassificationmaybemadebymeasuringthestandardpenetrationresistanceorundrainedshearstrengthofthematerial．Forrockandhardrock，theshearwavevelocitymaybeestimatedbycomparisonwithmeasurementstakenonrockofsimilarcomposition．SoilprofiletypeSBisdescribedasrockandisthatmaterialinwhichthegroundresponsecoefficientsC。andCVareidenticaltotheeffectivepeakaccelerationvalueZ．SoilprofiletypeSBOccursmainlyinthewesternstates．SoilprofiletypeSAisdescribedashardrockandhastheeffectofreducingthegroundresponsecoefficientsby20percent．SoilprofiletypeSAoccursmainlyintheeasternstates．SoilprofiletypeSEisdescribedassoftsoilandhastheeffectofincreasingthevelocity—basedgroundresponsecoefficientCvbyupto230percent．ForsoilprofiletypeSF，whichisdescribedassensitiveclayorpeatvulnerabletopotentialfailure，asitespecifichazardevaluationisrequiredtodeterminethegroundresponsecoefficients.Whensoilparametersareunknown，inaccordancewithUBCSection1629．3，soilprofiletypeSDmaybeassumedunlessitisdeterminedthatsoilprofiletypesSEorSFmaybepresentatthesite．Table2-2liststhesoilprofiletypes．2.1.4SeismicsourceclassificationThemaximummomentmagnitudepotentialofafaultanditssliprateareusedtoclassifyseismicsourcetypes.FivedifferentsourcetypesareidentifiedintheCoderangingfromthemostactivetypeAsourcetotheleastactivetypeCsource.TypeCsourcesarerelatively"inactivefaults,notcapableofproducinglargemagnitudeearthquakes,andoccurmostlyoutsideCalifornia.Table2-3liststhedifferenttypesoffaults.2.1.5NearsourcefactorInregionssubjectedtolargemagnitudeearthquakes,suchasthosewhichoccurinseismiczone4,locationsclosetothefaultrupturemayexperienceagroundaccelerationuptotwicethatatadistanceof10kilometersfromthesource.Toaccountforthis,theCodeintroducestwonear-sourceamplificationfactors.TheseareNatheacceleration-basedfactorforshortperiodstructuresandNvthevelocity-basedfactorforperiodsexceedingonesecond.ThesefactorsareapplicabletoseismicsourcetypeAandseismicsourcetypeB,andhaveavalueofunityfortypeCfaultsregardlessofdistance.2.1.6FundamentalperiodEachstructurehasauniquenaturalorfundamentalperiodofvibrationwhichisthetimerequiredforonecycleoffreevibration.Thefactorsdeterminingthefundamentalperiodincludethestiffnessandheightofthestructure,andthefundamentalperiodmayvaryfrom0.1secondsforasingle-storybuildingtoseveralsecondsforamulti-storybuilding.Asafirstapproximation,thefundamentalperiodmaybeassumedequaltothenumberofstoriesdividedbyl0.2.1.11SeismicresponsecoefficientTheseismicresponsecoefficientCsgivenintheNEHRPRecommendedProvisions30,31,32isusedtorepresentthedesignelasticaccelerationresponseofastructuretotheinputgroundmotion．ThecorrespondingexpressionmaybederivedfromUBCFormula(30—4)asCs=CvI／RT戚where掀I閘=impo玩rtance預(yù)facto吉r壺，燈fora亭specif燙icocc唐upancy卵categ為or彎y春，伙fromU脂BCTab胡le16-克K雨亡Cv蘋(píng)=velo厘cit燕y偉—蟲(chóng)based嚼ground竹respo剃nseco性effici虎en雨t迫，溜fora驗(yàn)specif贏icsei描smicz公one勾樹(shù)復(fù)and壯soil才profil換e爽，事fromU趴BCTab意le16-媽R鉆尤R侍=resp家onsem罰odi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p榨ermane跨ntequ暮ipment漁andf峽itting潛s獲．等Roofa辜ndflo熊orliv丹eload子s笨，蝕except床asno羊tedab畫(huà)ov聯(lián)e影，肆areno擾tincl識(shí)udedi抹nthe修value之ofWa望sthey司arec盆onside撲redne待gligib勾leby換compar伶isonw灌ithth截edead到load猾s孟．推Indes雀igning托floor反membe宵rsfor辨gravi暖tyloa融d環(huán)s濕，畝thelo竊ading膽intens絡(luò)itysp縱ecifie墨dinU象BCSec庸tion1狐60鋸6憶．外2for息moveab嬌lepar攤tition挎sist顆wenty賺pounds贏pers區(qū)quare壟foo賀t腳．絮Thisv板aluea近llows鵝forlo賽calco巨ncentr躍ations徑ofth古epart滋ition癢s勸，賺while縮theov嘴erall侮averag串evalu不eoft每enpou殿ndspe費(fèi)rsqua狂refoo叉tisa毅dopted豪fors鞠eismic菌load控s崗．仆Forpe嶼rmanen素twall枕swhic殘hare帶constr派ucted鵝ofhea弄vierm謎ateria覆l社s織，招theac糾tualw翅eight貼ofthe窩walls再shall鉆beus色e尤d慶．誓Freshl糧yfall許ensno詞w鑒，龍notex己ceedin梢gthir夫typou土ndspe等rsqua底refoo霉t拆，說(shuō)hasli琴ttlee布ffect荷onthe娘seism況icloa約dasi合ttend蜓stob清e(cuò)shak振enoff腰ther什oofin撞thei球nitial銀phase著ofan末earth型quak立e像．鼠Howeve嚴(yán)rice養(yǎng)andco召mpacte哪dsno峽w黎，延exceed甩ingth各irtyp煎ounds小persq胳uaref終oo瘡t謝，初maybe步expec輕tedt應(yīng)oadhe蛙reto棒thero詳ofand番contr擦ibute柔fully信tothe浴seism妄icloa犯d瞧．蜻建筑靜態(tài)水平終力分析仆2.1引水平力決定因腦素寶票2.1.豬1魯?shù)卣饚б蛩亻T(mén)在聚UB飲C純表道16-瑞1州種給出的，地曲震錢(qián)帶耕Z竭因素是估計(jì)規(guī)慚范的可應(yīng)用場(chǎng)站地，它取決于首有效的地面加母速度峰值即重到力加速觸度朋g熄。都z釘值的取值范圍派為桶0.075-坑0.4冷0放，據(jù)此美國(guó)扶在榮UBC16指-限2薯中劃分為六個(gè)誠(chéng)不同的地震區(qū)神。地震區(qū)與勝以多47價(jià)5糖年為周期的地定面運(yùn)動(dòng)值相符冷合，并能在孔5夾0紫年內(nèi)勝有略10板%余的可能超過(guò)它投。這些值是是先在歷史記載、咳地質(zhì)資料的基眨礎(chǔ)上確定的，飲并且為了在地垮方容許的范圍貪內(nèi)提供設(shè)計(jì)標(biāo)擁準(zhǔn)的做了調(diào)整宇。區(qū)域因素與龍土層特性共同亂決定了場(chǎng)地影鴿響系司數(shù)叛C呆a灶、郊C術(shù)v站，兄見(jiàn)縫UB婆C龜表渣16-凱Q宰和佩16-蝴R熱。這些后來(lái)用船做反映譜包絡(luò)搜，趴見(jiàn)寸UBC16-勉3鹿圖解。天2.1.慨2箏場(chǎng)地影響系數(shù)潤(rùn)場(chǎng)地影響系見(jiàn)數(shù)穴C瓜a協(xié)、頌C抽v球是筐在蠻UBC162驚9.4.掙3族部分中定義，犬而且反映了由宮不同的土壤類(lèi)叼型引起的地面即震動(dòng)參數(shù)潛在濤的擴(kuò)大。這些駐系數(shù)粒是卻Z源因素、土恨層片Sa-S鞋f釣和近源因雹素拳N棉a漫、尼N雪v低的函數(shù)。建筑軟的基本周期決宿定結(jié)按構(gòu)菊C握a亮或房C紛v疏系數(shù)，系叮數(shù)蔽C盜a項(xiàng)控制大約到一姿秒的短周期，棍系趟數(shù)融C捕v呼則控制較長(zhǎng)周谷期靈。艇A淚類(lèi)型土層哪到踐E碗類(lèi)型土層煩的爪C腦a美和廉C粘v貼的值見(jiàn)簽表每2-稅1鐘。對(duì)于一個(gè)場(chǎng)認(rèn)地特殊的土質(zhì)雷調(diào)查研究是必勺須的，這可以輛決定對(duì)于土層毛的今F妖系數(shù)。栽2.1.午3是土層類(lèi)型搬由地震引起的剩地面震動(dòng)在軟財(cái)土上要比在硬監(jiān)土或巖石上強(qiáng)突。隨著震動(dòng)的知傳播通過(guò)底層旬結(jié)構(gòu)的材料，刻它也許會(huì)增糧強(qiáng)閱匹也許會(huì)削弱，愚這由材料的基肢本周期決定。薄為了說(shuō)明這種愛(ài)潛在的影響，信規(guī)定中從硬土頂?shù)杰浲炼x了刻六種不同的土蕉壤類(lèi)型。這種東分類(lèi)等級(jí)可能凈是由場(chǎng)地在最中深巾10壓0欲英尺的土層中咐的剪切波的速道度決定的。另坦外，對(duì)于土壤殘剖面類(lèi)殖型等C跑，叛D錘或諷E著的分類(lèi)也許是獲根據(jù)材料標(biāo)準(zhǔn)診的抗?jié)B力或不押排水固結(jié)強(qiáng)度請(qǐng)。對(duì)于巖石或垮堅(jiān)硬的土壤，返剪切波速也可傲通過(guò)與從相似仰成分的巖石測(cè)珍量值來(lái)估足計(jì)哈,S糧B奉類(lèi)型土壤剖面供被描述為石頭型，麗S薄B緊類(lèi)型是場(chǎng)地影壺響系乏數(shù)保C溫a韻和楚C友v租都能有效地達(dá)襪到崖Z銹加速度峰值的殃材料式。零S碎B賽類(lèi)型土壤大部睬分在西部頸。席S需A陪類(lèi)型土壤剖面鏡是堅(jiān)硬巖石，電能夠有效地降敘低場(chǎng)地影響系膛數(shù)俱的坑20蓄%裹。協(xié)S促A俱類(lèi)型土壤大部皂分在西部畜。慚S丑E脆類(lèi)型土壤別稱(chēng)荒為軟土，能夠計(jì)有效地增加波影速，基于場(chǎng)地檔影響系奴數(shù)旱Cv煌調(diào)提鄭升礙230晨%禍，縣S俊F熄類(lèi)型土壤被描搞述成一種敏感更的粘土或者易盯變形的泥土，拌對(duì)這種場(chǎng)地一它個(gè)特殊的危害耳評(píng)價(jià)來(lái)確定場(chǎng)燦地的影響系數(shù)橫。當(dāng)土壤的參堡數(shù)未知道時(shí)，租與悉UBC16障29.鉆3星一致碌，擦S捎D俯類(lèi)型土壤可以羊估定除憑非梅S牲E舌類(lèi)型土壤模或遲S忙F狼類(lèi)型土壤出現(xiàn)聽(tīng)在場(chǎng)地中。旨2.1.右4梯地震源等級(jí)置最大限度瞬間芝潛在的震源和焦它的滑動(dòng)率被砌用來(lái)劃分地震團(tuán)源類(lèi)型。規(guī)范撲從最活躍韻的殺A堤類(lèi)型到最不活浩躍段的抖C雙類(lèi)型定義為五目個(gè)不同的震源鏡類(lèi)型裳。移C嶺類(lèi)型與不活躍零的震源有關(guān)，棒不能夠產(chǎn)生巨遷大的地震，大附多數(shù)經(jīng)常發(fā)生施在加利福尼亞執(zhí)的外圍。未表蹲2-3障燭列出不同類(lèi)型孟的地震。堂2.1.衣5階近源因素帶在經(jīng)常發(fā)生大啦型地震的區(qū)域劍，比如導(dǎo)在稅4槍地震帶靠近斷洋層破裂的地方辜，在距離震捧源仍1張0村千米外擴(kuò)展速現(xiàn)度能提高到兩參倍。為了說(shuō)明貼這些，規(guī)范介忌紹了兩種近源撐擴(kuò)大因素。這漏些鳴是后N晌a囑加速度基礎(chǔ)因降素短周期的結(jié)享構(gòu)妖和蚊N緞v寒速度因素超過(guò)逮一秒的結(jié)構(gòu)。私這些因素應(yīng)用淺于震源建為她A餓類(lèi)型情和旨B躬類(lèi)型，和一個(gè)射聯(lián)合值應(yīng)用浩于剩C灑類(lèi)型的與距離皮無(wú)關(guān)缸。彩N齒a位和嫌N皺v較的值在陶表贈(zèng)2.散4才中給出。檔2.1.鬼6誘自振周期鏡每一種建筑結(jié)恥構(gòu)都有它固有巖的振動(dòng)周期或式自振周期，即懂一次自由振動(dòng)拔所需要的時(shí)間擔(dān)。決定結(jié)構(gòu)自掘振周期的因素拐有結(jié)構(gòu)的剛度預(yù)和高度。自振犁周期的值大約革在圖0.1饒s澆（對(duì)單質(zhì)點(diǎn)體即系）與幾秒（蹤對(duì)多質(zhì)點(diǎn)體系蝴）之間，也可附近似的取為建棚筑層數(shù)逮的釀0.悠1佳倍。輩獄1阿地震反應(yīng)系數(shù)躲在爺NEHR余P因推薦的版本中混給出的地震反態(tài)應(yīng)系數(shù)用來(lái)表飲明彈性設(shè)計(jì)對(duì)凡結(jié)構(gòu)在地震運(yùn)拳動(dòng)中的加速反餡應(yīng)貧.芳符合上述表述撈的公葡式讀UBC30-火4膽,偏如愈下司:恭扔嫂餅其刪中茶:I凳:邁重要因億素砍,活與場(chǎng)地類(lèi)型有勞關(guān)見(jiàn)厭表飛UBC16州-疤K犯；倒揉Cv營(yíng):勁地震反應(yīng)速率陪系蝶數(shù)熄,挪與地震帶和地曲基土有關(guān)見(jiàn)劇表虛16-樹(shù)R云；庫(kù)趙R禾:絨地震反應(yīng)限制環(huán)因協(xié)素猾,佩與結(jié)構(gòu)體系本常身有睜關(guān)礎(chǔ).營(yíng)見(jiàn)徒表存UBC16-唱N艱；蘿窩T蜘:柱自震基本周予期吩,丙見(jiàn)醋UB赤C臨公銹式擴(kuò)(30-8似)畝或姓(30-10倆)使。扇以上公式表明灘地震反應(yīng)系數(shù)妨隨茫著倆I徹(稀重要因改素繼)重的增咐加速,R易(鹽地震反應(yīng)限制準(zhǔn)因燭素路)敗和私T釋(濤自震基本周揀期楊)崖的降低而增加忽。粱地震反應(yīng)限制歌因素的價(jià)值是站由考慮結(jié)構(gòu)通故過(guò)超出彈性反瘋應(yīng)的那部分承獸載能力所決定沾的。勁地震反應(yīng)限制跪因素的值總是器超出結(jié)構(gòu)整嚴(yán)體線(xiàn),笛這表明所有的暫結(jié)構(gòu)都將按低績(jī)于僅按彈性設(shè)估計(jì)的承載力進(jìn)戚行設(shè)計(jì)。設(shè)計(jì)鍋承載力的減少欣很可能是由于說(shuō)建筑結(jié)構(gòu)地震越時(shí)發(fā)生超出最館初位置的位移焰產(chǎn)生吸收和消仿散地震能而造株成的。構(gòu)成輕叢質(zhì)阻尼結(jié)構(gòu)的灰脆性材料不能莫承受超出最初袋位移的適當(dāng)變汽形激,該因此被設(shè)定為廊降低冷了康R毫(更地震反應(yīng)限制摧因率素葉)縣的值。構(gòu)成高浴層阻尼結(jié)構(gòu)的范延性性材料被沫設(shè)定為增大慢了尋R換(遼地震反應(yīng)限制乒因受素屠)銀的值。重要因凱素所產(chǎn)生的影蓄響可將重要設(shè)濾施和有危險(xiǎn)的肌設(shè)施的地震反昨應(yīng)系數(shù)提憂(yōu)高聚25肌%通。隨著地震反盤(pán)應(yīng)的彈性設(shè)計(jì)稼水平提形高征,會(huì)建筑結(jié)構(gòu)的工艦作