掉层结构动力弹塑性性能分析

发布时间：2018-12-17 15:43

【摘要】：在山地地形上，人们出于获取生存资源、更好的拓展生存空间以及回归自然的需要，创作了大量的山地建筑，其中以掉层结构的应用最为广泛。掉层结构由于其接地方式的特殊性，受力及变形特点相对于普通结构有很大的不同，而现今对掉层结构的理论研究仍不足，设计规范中也很少提及掉层结构的设计要求。因此，有必要对掉层结构做更深入的研究，力争能更彻底的揭示其受力变形规律。本文研究的主要内容如下：利用抗侧刚度的串并联关系对掉层结构底部刚度计算进行简化，定义底部刚度比重的计算公式，并设计底部刚度比重在0.3至0.9的六个模型，利用动力弹塑性方法对六个模型进行分析，探讨底部刚度比重对掉层结构动力弹塑性性能的影响。通过分析，得到结论如下：（1）掉层结构底部上接地柱刚度比重小于0.52，层间位移角最大值发生在坎上1层，当刚度比重大于0.63，发生层间位移角最大值发生在坎上2层，而当刚度比重介于0.52与0.63之间时，掉层结构坎上1层及坎上2层的层间位移角比较接近，且是发生最大层间位移角的楼层。（2）各模型梁铰发育充分，柱端出铰较少，都为“梁柱混合铰”模式。当底部刚度比重较小时，柱铰出现于下接地柱柱底及坎上1层接地柱柱端，而随着底部刚度比重的增大，柱铰向坎上1层接地柱柱端集中。（3）从上接地中柱端柱铰的滞回曲线可以看出，随着底部刚度比重的减少，上接地中柱的延性需求逐渐增大。（4）当底部刚度比重的减小时，坎上1层各接地柱位移延性系数增大。当底部刚度比重约为0.3时，坎上1层接地中柱在地震动作用下位移延性系数接近其所能达到的位移延性比限值。建议当底部刚度比重小于0.3时，坎上1层接地中柱宜提高一个抗震等级进行设计。
[Abstract]:In the mountain terrain, people create a large number of mountain buildings in order to obtain the living resources, better expand the living space and return to the nature, among which the fall structure is the most widely used. Because of the particularity of grounding mode, the characteristics of force and deformation of falling structure are quite different from that of ordinary structure. However, the theoretical study of falling structure is still insufficient, and the design requirements of falling structure are seldom mentioned in the design code. Therefore, it is necessary to do more in-depth research on the falling structure, and try to reveal the law of stress and deformation more thoroughly. The main contents of this paper are as follows: the calculation of the bottom stiffness of the falling floor structure is simplified by the series-parallel relation of the anti-lateral stiffness, the calculation formula of the bottom stiffness specific gravity is defined, and six models of the bottom stiffness specific gravity between 0.3 and 0.9 are designed. The dynamic elastoplastic method is used to analyze the six models and the influence of the specific gravity of the bottom stiffness on the dynamic elastoplastic performance of the falling floor structure is discussed. The conclusions are as follows: (1) the stiffness specific gravity of earthing column on the bottom of falling floor structure is less than 0.52, and the maximum displacement angle between layers occurs in the first floor of the upper layer, when the stiffness specific gravity is greater than 0.63, The maximum displacement angle of floor occurs in the upper second floor of the canyon, and when the specific gravity of stiffness is between 0.52 and 0.63, the displacement angle between the first floor and the second floor of the falling structure is close to that of the upper layer, and is the floor with the largest displacement angle between the layers. (2) the beam hinge of each model is well developed, and the outlet hinge of column end is less, all of them are "Liang Zhu mixed hinge" mode. When the specific gravity of the bottom stiffness is small, the hinge appears at the bottom of the lower grounding column and the end of the ground column of the upper layer of the cantonment, and with the increase of the proportion of the bottom stiffness, the hinge of the column is concentrated towards the end of the ground column of the upper layer of the cantonment. (3) from the hysteretic curve of the end column hinge in the upper earthing, it can be seen that with the decrease of the proportion of the bottom stiffness, the ductility demand of the upper earthing middle column increases gradually. (4) when the proportion of bottom stiffness decreases, the displacement ductility coefficient of each grounding column on the first floor increases. When the specific gravity of the bottom stiffness is about 0.3, the displacement ductility coefficient is close to the limit of displacement ductility ratio under ground motion. It is suggested that when the proportion of the bottom stiffness is less than 0.3, it is advisable to increase the seismic grade of the first floor grounding column.
【学位授予单位】：华南理工大学
【学位级别】：硕士
【学位授予年份】：2013
【分类号】：TU313

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