英文隔震結(jié)構(gòu)的

第四章隔震結(jié)構(gòu)的分析令第一節(jié)正交阻尼結(jié)構(gòu)11.1EquationsofMotionss2MassRatiosNominalFrequenciesAssume1.2DefinitionsofSeveralFactorsNominalDampingRatios

bands

31.3ModalAnalysisCharacteristicEquationfortheFrequenciesFreeVibrationEquationsofUndampedSystem4SolutionsofCharacteristicEquationModeShapesApproximationtofirstorderin

5ModeCoordinatesqpremultiplyingby

TModalEquationswhereModalLoadFactor(振型參與因子)Li

isgivenby6UncoupledModalEquationsandmodaldampingratio

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iscomputedfrom7MaximumDisplacementsApproximationtofirstorderin

81.4BaseShearCoefficientofSuperstructure9第二節(jié)非正交阻尼結(jié)構(gòu)2.1Significanceofoff-diagonaldampingterms10112.鑰2浮Ig誕no拍ri朋ng咸o肅ne紗o決f各of饞f-怨di引ag救on例al荒d答am權(quán)pi皆ng臂t血er短msMo蜘da萄l繡Lo護(hù)ad悠F定ac陵to達(dá)rRe單su背lt太in喘g令Eq租ua江ti肚on12132.伴3封In召te殘rs述to歐ry煉D垮ri型ft14(i奔)曲th禽at車c士on癥tr克ib秒ut仇ed涌b糧y秋th河e霞un莖co型up吼le鄙d初fi斑rs從t喜mo薄de(i捆i)負(fù)t感ha綢t殖fr玩om喊t世he灘u互nc勒ou惑pl饒ed懶s警ec短on點(diǎn)d夸mo要deTh曲re理e疊It犁em柔s15(i紙ii龍)茄th堵at置f滔ro火m且th晶e堅(jiān)co欣up痛le李d練te其rmRe栗la刊ti箭on素w唱it償h捐Re湖sp復(fù)on把se救S球pe獎(jiǎng)ct悉ru剃m1617I3SVI4SV18Co無(wú)ns棚ta鼓nt州V權(quán)el瘦oc舅it席y豎Sp串ec揮tr他a注意錦：H(

)修惑正與我國(guó)凱規(guī)范蔑的差治異例如禁，H(

)可析取19Ig庸no涂re

2an吉d遷i堵n錫th逮e膏3rdte紗rm20Ka屆wa磨sh筒im嗽a-勝Ai講za閥wa喘F衡un斷ct或io術(shù)nR=扎0.棟33若w昂he惰n

b=0.節(jié)1R=概1.闊80鐘w聲he摸n

b=0.夜5Ex劇am袋pl奪e212.簽3披Fl恢oo巴r填A(yù)c半ce醫(yī)le頭ra凡ti疊on22算例已知河：隔啟震結(jié)傅構(gòu)重川量為蹈W，帖周期香為2俱.5鼓s，黨阻尼沙比5但％，=堂1/冰25皮，博=1粒/2。按充規(guī)范出算得辜的隔政震層們位移個(gè)為7雕6c餡m，拼為減呀小位纖移在梯隔震倒層設(shè)谷置粘奴滯阻復(fù)尼器柿，其歲阻尼堡比為年50屈％。旨求增設(shè)錢(qián)粘滯漫阻尼逢器后切的隔震么層位歲移、基底瓣剪力和屋擠面加魄速度評(píng)。解：(1簽)隔壩震層臘位移熊為23最大自位移碌時(shí)的財(cái)?shù)撞繎偌袅Χ窞樽枘岢鹆ψ畲笏袅嗡侏?jiǎng)度譜燃值按p陪22害頁(yè)公紗式計(jì)局算樓丙面加侮速度賓，結(jié)丸果如低下：基底光剪力屋面止加速標(biāo)度2425參考渣文獻(xiàn)1.代N帽ae帥im頑F音a穩(wěn)nd搬K濤el萄ly昨J嘉M,愁“犁De斬si我gn抱o薦f憐se秩is其mi永c奔is餓ol布at鄰ed腰s助tr棉uc栗tu披re弄