地震工程与工程振动
地震工程與工程振動
지진공정여공정진동
EARTHQUAKE ENGINEERING AND ENGINEERING VIBRATION
2010年
2期
105-112
,共8页
竖向不规则%耗能腋撑%短肢剪力墙%耗能减震
豎嚮不規則%耗能腋撐%短肢剪力牆%耗能減震
수향불규칙%모능액탱%단지전력장%모능감진
vertical irregularity%energy dissipation haunch brace%short-leg pier shear wall%seismic energy dissipation
在不影响建筑使用空间前提下,提出在抗侧构件不连续处设置耗能腋撑以改善竖向不规则结构抗震性能.以底部大空间短肢剪力墙结构为研究对象,利用大型通用有限元程序ETABS研究耗能器类型与场地土对耗能腋撑工作性能和竖向不规则结构受力性能的影响.研究表明,黏滞型耗能腋撑对文中分析模型各楼层地震反应有较好的控制效果,对转换层处层间位移角与层剪力最大值减幅最大,分别为40.14%和15.66%,对顶层加速度与基底剪力峰值的最大减幅分别为16.06%和23.57%,黏滞型耗能腋撑最大能耗散输入结构能量的42%,而黏弹型耗能腋撑对结构的控制效果不理想;当地震震级较大、震中距较小时,耗能腋撑对坚硬与软弱场地土的模型结构控制作用相差不大,减震位移比在转换层处达到最小值0.76;随着震级减小或震中距增大,耗能腋撑对该模型结构的控制作用随场地土变硬而逐渐增强,其减震位移比介于0.68～0.74之间.
在不影響建築使用空間前提下,提齣在抗側構件不連續處設置耗能腋撐以改善豎嚮不規則結構抗震性能.以底部大空間短肢剪力牆結構為研究對象,利用大型通用有限元程序ETABS研究耗能器類型與場地土對耗能腋撐工作性能和豎嚮不規則結構受力性能的影響.研究錶明,黏滯型耗能腋撐對文中分析模型各樓層地震反應有較好的控製效果,對轉換層處層間位移角與層剪力最大值減幅最大,分彆為40.14%和15.66%,對頂層加速度與基底剪力峰值的最大減幅分彆為16.06%和23.57%,黏滯型耗能腋撐最大能耗散輸入結構能量的42%,而黏彈型耗能腋撐對結構的控製效果不理想;噹地震震級較大、震中距較小時,耗能腋撐對堅硬與軟弱場地土的模型結構控製作用相差不大,減震位移比在轉換層處達到最小值0.76;隨著震級減小或震中距增大,耗能腋撐對該模型結構的控製作用隨場地土變硬而逐漸增彊,其減震位移比介于0.68～0.74之間.
재불영향건축사용공간전제하,제출재항측구건불련속처설치모능액탱이개선수향불규칙결구항진성능.이저부대공간단지전력장결구위연구대상,이용대형통용유한원정서ETABS연구모능기류형여장지토대모능액탱공작성능화수향불규칙결구수력성능적영향.연구표명,점체형모능액탱대문중분석모형각루층지진반응유교호적공제효과,대전환층처층간위이각여층전력최대치감폭최대,분별위40.14%화15.66%,대정층가속도여기저전력봉치적최대감폭분별위16.06%화23.57%,점체형모능액탱최대능모산수입결구능량적42%,이점탄형모능액탱대결구적공제효과불이상;당지진진급교대、진중거교소시,모능액탱대견경여연약장지토적모형결구공제작용상차불대,감진위이비재전환층처체도최소치0.76;수착진급감소혹진중거증대,모능액탱대해모형결구적공제작용수장지토변경이축점증강,기감진위이비개우0.68～0.74지간.
To make full utilization of floor space, energy dissipation haunch brace was proposed to be installed at the transfer story to improve the seismic performance of vertically irregular short-leg pier shear wall structures. A short-leg pier shear wall structure with large space at the bottom stories was selected. The effects of dampers and ground soil on the working performance of energy dissipation haunch brace and the seismic performance of vertically irregular structure were studied by using ETABS program. Results show that the significant control effects on the seismic responses of the model structure can be achieved by installing viscous energy dissipation haunch braces. The maximum inter-story drift angle and story shear can be decreased 40. 14% and 15. 66% respectively at the transfer story. The peak values of top floor acceleration and base shear are decreased 16.06% and 23.57% maxi-mally , and the seismic energy can be maximally dissipated 42% by viscous energy dissipation haunch braces. The control effects of viscoelastic haunch braces are insignificant. For the cases of great earthquake magnitude and near epicenter, quite equivalent control effects of model structure built on soft or hard soil can be produced. The mini-mum damping displacement ratio at transfer story is 0.76. When decreasing earthquake magnitude or increasing ep-icentral distance, the control effects are gradually magnified for structures on stiffer site soil. The minimum damping displacement ratio is between 0.68 and 0.74.
