| 强震下框架-剪力墙结构损伤破坏量化指标研究 |
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| 引用本文： | 苏佶智,刘伯权,邢国华,宋猛,马煜东.强震下框架-剪力墙结构损伤破坏量化指标研究[J].世界地震工程,2019,35(2):107-115. |
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| 作者姓名： | 苏佶智 刘伯权 邢国华 宋猛 马煜东 |
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| 作者单位： | 长安大学 建筑工程学院, 陕西 西安 710061 |
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| 摘 要： | 为了探究能够全面评估钢筋混凝土结构抗震性能的量化指标，借助有限元软件ABAQUS对一拟建的10层框架-剪力墙结构进行了大量的非线性动力时程数值计算，对比分析了不同地震作用下最大层间位移角与滞回耗能的分布情况，从结构滞回耗能的角度揭示了破坏机制，得到主要结论如下:结构层间位移角最大的位置不一定是损伤破坏最严重或者薄弱的部位，以层间位移角作为整体结构抗震性能的判别指标离散性较大，计算结果易受所选地震波的方法及数量影响；结构滞回耗能沿楼层的分布受地震波选取方法和数量的随机性影响较小，结构底层耗能对结构整体耗能贡献最大，约占结构总耗能的60%，其余各楼层滞回耗能约占结构总滞回耗能的1%~8%；梁和柱滞回耗能主要集中于结构底部1层，总的框架梁滞回耗能仅占结构总滞回耗能的18%~22%，绝大部分地震输入能由框架柱吸收，总的框架柱滞回耗能占结构总滞回耗能的80%左右，该计算结果与实际震害中结构主要形成"柱铰"破坏机制的现象较为一致。
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| 关 键 词： | 抗震性能 损伤指标 时程分析 层间位移角 滞回耗能 |
Study on damage indicator of frame-shear wall structure under strong earthquake |
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| SU Jizhi,LIU Boquan,XING Guohua,SONG Meng,MA Yudong.Study on damage indicator of frame-shear wall structure under strong earthquake[J].World Information On Earthquake Engineering,2019,35(2):107-115. |
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| Authors: | SU Jizhi LIU Boquan XING Guohua SONG Meng MA Yudong |
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| Affiliation: | School of Civil Engineering, Chang’an University, Xi’an 710061, China |
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| Abstract: | In order to explore a damage indicator to fully evaluate the seismic performance of reinforced concrete structures, numerous nonlinear dynamic time-history analyses are carried out based on a 10-storey frame-shear wall structure via finite element software ABAQUS. The distribution of maximum inter-storey drift angle and hysteretic energy is analyzed, and the failure mechanism of structure is studied from the perspective of energy dissipation. The results show that the maximum inter-storey drift angle does not always occurs at the most serious damaged location or the weakest storey of structure. The dispersion is greater if the inter-storey drift angle is used as the evaluation indicator, which is susceptible to the selection and quantity of seismic waves. On the contrary, the distribution of structural hysteretic energy is less affected by the randomness of the selected seismic waves. The bottom storey dissipates the maximum energy, about 60% of total energy, while any of the other storeys. dissipates merely 1%-8%. The energy dissipation of the overall structure is mainly consumed by frame columns, accounting for about 80%, and in part by frame beams, only 18%-22%. The calculation results are in agreement with the actual failure phenomena that the structural collapse is arised from the full development of column hinges. |
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| Keywords: | seismic performance damage indicator time-history analysis inter-storey drift angle hysteretic energy |
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