钢筋混凝土框架基础隔震数值模拟
|
摘要
为研究框架结构采取基础隔震措施后的性能变化,利用ETABS软件分别建立了无隔震和隔震框架模型,并采用非线性时程分析法进行了设防地震响应分析。结果表明,采用基础隔震后框架结构的前3阶自振周期延长一倍,在ALTADENA波、LEXINGT波和人工波作用下,隔震框架X向底部剪力峰值分别下降45.56%,35.63%和38.34%,Y向底部剪力峰值分别下降36.16%,19.11%和35.02%,隔震框架131号节点X向水平加速度峰值分别下降53.19%,45.58%和38.71%,Y向水平加速度峰值分别下降54.58%,33.54%和43.30%。说明混凝土框架结构在采取基础隔震措施后,其地震响应水平要明显低于无隔震结构,基础隔震可以有效削弱地震作用。
In order to study the performance changes of frame structures after adding base isolation, the ETABS software was used to establish the isolation-free and isolation-frame model, and the seismic response analysis of the fortification was carried out using nonlinear time-history analysis. The results showed that, the first three self-vibration cycles of the frame structure were doubled after using base isolation technology, under the action of ALTADENA wave, LEXINGT wave and artificial wave, the shear force peak at the bottom of the seismic isolation frame in the X direction decreased by 45.56%, 35.63% and 38.34%, respectively, and the peak shear force in the Y direction decreased by 36.16%, 19.11% and 35.02%, respectively. The peak value of the horizontal acceleration in the X direction of No.131 node of the seismic isolation frame was decreased by 53.19%, 45.58% and 38.71%, respectively, and the peak value of the Y-direction horizontal acceleration was decreased by 54.58%, 33.54% and 43.30%, respectively. It is shown that the seismic response level of the concrete frame structure is significantly lower than that of the no isolation structure after adopting the base isolation measures, and the base isolation can weaken the earthquake action effectively.
In order to study the performance changes of frame structures after adding base isolation, the ETABS software was used to establish the isolation-free and isolation-frame model, and the seismic response analysis of the fortification was carried out using nonlinear time-history analysis. The results showed that, the first three self-vibration cycles of the frame structure were doubled after using base isolation technology, under the action of ALTADENA wave, LEXINGT wave and artificial wave, the shear force peak at the bottom of the seismic isolation frame in the X direction decreased by 45.56%, 35.63% and 38.34%, respectively, and the peak shear force in the Y direction decreased by 36.16%, 19.11% and 35.02%, respectively. The peak value of the horizontal acceleration in the X direction of No.131 node of the seismic isolation frame was decreased by 53.19%, 45.58% and 38.71%, respectively, and the peak value of the Y-direction horizontal acceleration was decreased by 54.58%, 33.54% and 43.30%, respectively. It is shown that the seismic response level of the concrete frame structure is significantly lower than that of the no isolation structure after adopting the base isolation measures, and the base isolation can weaken the earthquake action effectively.
引文
[1]周福霖.隔震、消能减震与结构控制体系:终止我国城乡地震灾难的必然技术选择[J].城市与减灾,2016 (5):1-10.
[2] 谭平,徐凯,刘晗,等.村镇建筑新型简易隔震技术研究[J].工程力学,2017,34(S1):233-238.
[3] 王浩,王春峰,李爱群,等.高烈度区新型减隔震连续梁桥的抗震性能[J].东南大学学报(自然科学版),2014,44(4):793-798.
[4] 杨林,周锡元,苏幼坡,等.基础隔震建筑变刚度保护装置[J].北京工业大学学报,2006 (2):126-132.
[5] 周云,徐彤,贺明玄.基础隔震结构的能量设计方法[J].地震工程与工程振动,2000,20(3):116-122.
[6] Al-Hussaini T M,Constantinou M C,Zayas V A.Superstructure response of sliding-isolated multi-story frame structure[J].Pressure Vessels and Piping Division,1995,319:129-137.
[7] Dall’asta A,Ragni L.Experimental tests and analytical model of high damping rubber dissipating devices[J].Engineering Structures,2006,28(13):1874-1884.
[8] 邝钟月.基础隔震在框架结构设计中的应用[J].四川建筑,2014,34(6):134-136.
[9] 党育,杜永峰,李慧.基础隔震结构设计及施工指南[M].北京:中国水利水电出版社,2007.
[10] GB 50010—2010 建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2010.
[2] 谭平,徐凯,刘晗,等.村镇建筑新型简易隔震技术研究[J].工程力学,2017,34(S1):233-238.
[3] 王浩,王春峰,李爱群,等.高烈度区新型减隔震连续梁桥的抗震性能[J].东南大学学报(自然科学版),2014,44(4):793-798.
[4] 杨林,周锡元,苏幼坡,等.基础隔震建筑变刚度保护装置[J].北京工业大学学报,2006 (2):126-132.
[5] 周云,徐彤,贺明玄.基础隔震结构的能量设计方法[J].地震工程与工程振动,2000,20(3):116-122.
[6] Al-Hussaini T M,Constantinou M C,Zayas V A.Superstructure response of sliding-isolated multi-story frame structure[J].Pressure Vessels and Piping Division,1995,319:129-137.
[7] Dall’asta A,Ragni L.Experimental tests and analytical model of high damping rubber dissipating devices[J].Engineering Structures,2006,28(13):1874-1884.
[8] 邝钟月.基础隔震在框架结构设计中的应用[J].四川建筑,2014,34(6):134-136.
[9] 党育,杜永峰,李慧.基础隔震结构设计及施工指南[M].北京:中国水利水电出版社,2007.
[10] GB 50010—2010 建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2010.