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)11.1EquationsofMotionss2MassRatiosNominalFrequenciesAssume1.2DefinitionsofSeveralFactorsNominalDampingRatiosbands

31.3ModalAnalysisCharacteristicEquationfortheFrequenciesFreeVibrationEquationsofUndampedSystem4SolutionsofCharacteristicEquationModeShapesApproximationtofirstorderin5ModeCoordinatesqpremultiplyingbyTModalEquationswhereModalLoadFactor(振型參與因子)Li

isgivenby6UncoupledModalEquationsandmodaldampingratioi

iscomputedfrom7MaximumDisplacementsApproximationtofirstorderin81.4BaseShearCoefficientofSuperstructure9第二節(jié)非正交阻尼結(jié)構(gòu)2.1Significanceofoff-diagonaldampingterms10112.2Ignoringoneofoff-diagonaldampingtermsModalLoadFactorResultingEquation12132.3InterstoryDrift14(i)thatcontributedbytheuncoupledfirstmode(ii)thatfromtheuncoupledsecondmodeThreeItems15(iii)thatfromthecoupledtermRelationwithResponseSpectrum1617I3SVI4SV18ConstantVelocitySpectra注意：H()修正與我國(guó)規(guī)范的差異例如，H()可取19Ig吊no齡re2an督d育i畏n京th誦e帥3rdte透rm20Ka眨wa染sh爹im粘a-漠Ai西za壇wa玩F板un雅ct驗(yàn)io虹nR=蓋0.循33甲w離he堡nb=0.疲1R=悅1.礙80鋼w生he兇nb=0.韻5Ex者am巴pl刪e212.陜3暈Fl驚oo皆r迎Ac自ce千le班ra淚ti鬧on22算例已知煉：隔聾震結(jié)浩構(gòu)重于量為聾W，現(xiàn)周期述為2賤.5緞s，晌阻尼粘比5液％，=魄1/班25僚，飯=1堂/2。按路規(guī)范漂算得紀(jì)的隔鳳震層碌位移晚為7把6c屈m，燈為減浸小位采移在大隔震嚇層設(shè)嬸置粘發(fā)滯阻個(gè)尼器絹，其汁阻尼于比為磁50內(nèi)％。稀求增設(shè)球粘滯洞阻尼隙器后夜的隔震主層位竿移、基底仔剪力和屋描面加司速度餃。解：(1萌)隔晨震層休位移赴為23最大培位移連時(shí)的鉗底部躲剪力貍為阻尼燒力最大始剪力偽速齊度譜怠值按p窗22堡頁(yè)公界式計(jì)對(duì)算樓勿面加曲速度晌，結(jié)返果如嫁下：基底槍剪力屋面名加速劑度2425參考跳文獻(xiàn)1.敘N渡ae財(cái)im值F葉a絡(luò)nd街K走el說ly脖J嗚M,盡“查De戴si萄gn攤o后f燈se太is門mi你c燒is憐ol斑at嶄ed爸s提t(yī)r齡uc卵tu恐re稀s”哀J甘oh湯n統(tǒng)Wi剝