地震研究

针对昆明市某99.7 m高层剪力墙隔震建筑,使用90组非脉冲与速度脉冲型地震时程,按震中距及有效持时分别分为7类与6类后,对其结构进行中震及大震作用下的快速非线性分析。结果表明:①中震时,该结构非脉冲层间剪力与倾覆力矩均小于脉冲数值,且其比例随楼层增加而增大; ②大震时,速度脉冲对支座应力及位移的平均放大效应可达1.23～2.44倍,同时时程震中距为(50 km,70km],或有效持时为(40 s,50 s]时支座受脉冲作用放大效应影响最大; ③结构边缘的橡胶隔震支座拉应力、压应力、天然橡胶支座水平剪切力等受脉冲作用的影响更为明显。

90 groups of non-pulse and pulse ground motions are divided into 7 and 6 categories according to epicenter distance and effective duration respectively,then input to a 99.7 m high-rise shear wall isolation building in Kunming for fast nonlinear analysis.The results show that:①Under the condition of fortification earthquake,the non-pulse inter-story shear force and overturning moment of the structure are less than the pulse values,and the proportion increases as the floor increases.②The average amplification effect of velocity pulse ground motions of isolation bearing is about 1.23～2.44 under rare earthquake.When the epicenter distance is(50 km,70 km] or the effective duration is(40 s,50 s],the effect of velocity pulse is the most significant.③The tensile and compressive stress of the rubber bearings at the edge of the structure,and the horizontal shear force of natural rubber bearings are more obviously affected by velocity pulse.

引言
1 计算模型
2 地震动选取
3 设防地震下结构反应分析
4 罕遇地震下结构反应分析
5 结论

图1 结构计算模型<br/>Fig.1 Structural calculation model

图1 结构计算模型
Fig.1 Structural calculation model

图2 标准层结构平面图(a)及支座布置图(b)<br/>Fig.2 Structural plan of standard floor(a)and arrangement of rubber bearings(b)

图2 标准层结构平面图(a)及支座布置图(b)
Fig.2 Structural plan of standard floor(a)and arrangement of rubber bearings(b)

表1 支座数量与力学性能参数<br/>Tab.1 Numbers and mechanical properties of rubber bearings

表1 支座数量与力学性能参数
Tab.1 Numbers and mechanical properties of rubber bearings

图3 支座本构关系<br/>Fig.3 Constitutive relation of rubber bearing

图3 支座本构关系
Fig.3 Constitutive relation of rubber bearing

表2 非隔震与隔震结构周期<br/>Tab.2 Non-isolation and isolation structural natural periods

表2 非隔震与隔震结构周期
Tab.2 Non-isolation and isolation structural natural periods

表3 地震动时程分类表<br/>Tab.3 Ground motion time histories classification

表3 地震动时程分类表
Tab.3 Ground motion time histories classification

图4 非脉冲与脉冲型地震动作用下各楼层内力比值<br/>Fig.4 Internal force ratio by floor under non-pulse and pulse ground motions

图4 非脉冲与脉冲型地震动作用下各楼层内力比值
Fig.4 Internal force ratio by floor under non-pulse and pulse ground motions

表4 时程分类后层间剪力比与倾覆力矩比平均值<br/>Tab.4 Average ratio of inter-story shear force and overturning moment by time history categories

表4 时程分类后层间剪力比与倾覆力矩比平均值
Tab.4 Average ratio of inter-story shear force and overturning moment by time history categories

表5 按不同时程分类的减震系数对比<br/>Tab.5 Comparison of seismic isolation coefficients by time history categories

表5 按不同时程分类的减震系数对比
Tab.5 Comparison of seismic isolation coefficients by time history categories

表6 隔震支座平均最大反应值<br/>Tab.6 Average values of maximum response of rubber bearings

表6 隔震支座平均最大反应值
Tab.6 Average values of maximum response of rubber bearings

图5 按震中距(a)、有效持时(b)分类的隔震支座竖向与水平反应值<br/>Fig.5 Vertical and horizontal response values of rubber bearings by epicenter distance(a)and by effective duration(b)

图5 按震中距(a)、有效持时(b)分类的隔震支座竖向与水平反应值
Fig.5 Vertical and horizontal response values of rubber bearings by epicenter distance(a)and by effective duration(b)

表7 非脉冲与脉冲型地震动作用下沿时程类别支座性能比值<br/>Tab.7 Mechanical property ratios of bearings by time history categories under non-pulse and pulse ground motion

表7 非脉冲与脉冲型地震动作用下沿时程类别支座性能比值
Tab.7 Mechanical property ratios of bearings by time history categories under non-pulse and pulse ground motion

图6 非脉冲与脉冲型地震动作用下各支座性能对比<br/>Fig.6 Mechanical property ratios of each bearing under non-pulse and pulse ground motion

图6 非脉冲与脉冲型地震动作用下各支座性能对比
Fig.6 Mechanical property ratios of each bearing under non-pulse and pulse ground motion

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备注

引言

1 计算模型

2 地震动选取

3 设防地震下结构反应分析

4 罕遇地震下结构反应分析

5 结论

期刊信息