带可更换钢连梁的混合联肢剪力墙抗震性能研究
发布时间：2018-11-10 14:25
【摘要】：本文提出一种由可更换钢连梁和RC墙肢组成的混合联肢剪力墙(HCW),基于OpenSees平台建立HCW的高效数值模型,对HCW的抗震性能及震后可恢复能力进行了研究,通过参数分析给出了耦合比与超强系数的抗震设计建议。剪力墙、消能梁段、非消能梁段分别采用分层壳单元、Link单元和梁柱单元模拟,连接区域的滑移以及RC连梁的行为均由Link单元表征。剪力墙数值模拟结果与试验结果吻合良好,等效刚度模拟值比试验值偏低约8.3%,承载力、极限位移的模拟值比试验值偏低不到5%;消能梁段初始刚度模拟值比试验值偏高约11%,极限承载力、累积耗能的误差均不到5%;连梁极限承载力的模拟结果误差约5.5%,累积耗能误差约3.1%,初始刚度的模拟结果误差为27.6%;RC连梁依据ASCE/SEI 41推荐的建模参数取值确定模型骨架线参数,模拟精度可满足联肢墙建模需求。从原型结构中选取一片典型的混合联肢墙,进行了静力弹塑性分析与动力弹塑性分析。结果表明:(1)混合联肢墙实现了连梁先于墙肢屈服的屈服机制;(2)在大震下墙肢底部截面未出现小偏压或小偏拉破坏,也未出现剪切破坏;(3)混合联肢墙的变形模式呈弯曲型,层间位移角未超过规范规定的层间位移角限值;(4)连梁的滞回耗能主要集中在6层及以下楼层,上部楼层连梁耗散的地震能量有限;(5)HCW与RC联肢墙(RCW)有相同的屈服机制,与RCW相比,HCW在大震和超大震下的变形明显偏小,HCW大震后具有良好的可恢复能力,而RCW大震后连梁损伤较难修复。参数分析表明:(1)CR的取值显著影响HCW的屈服模式;(2)过高的CR导致墙肢抗剪需求增加、HCW侧向变形增加、连梁耗能降低、墙肢损伤增加,不利于震后快速恢复;(3)提升Ω使连梁塑性铰发生位置更为分散,墙肢会更多地出现拉弯屈服,连梁变形和累积耗能降低,墙肢截面抗剪需求增加;(4)在适中耦合比情况下,超强系数Ω由1.0增至1.9,墙肢侧向变形需求降低,Ω由1.9增至4.7,墙肢侧向变形需求变化不明显。建议抗震设计时CR在0.5~0.6范围内选用,超强系数Ω不宜选用较高值,建议选用LY225钢或Q235钢作为消能梁段腹板材料。
[Abstract]:In this paper, an efficient HCW numerical model based on the OpenSees platform is proposed for the hybrid shear wall (HCW), which is composed of replaceable steel connecting beam and RC wall limb. The seismic performance and recoverability of HCW are studied. The seismic design suggestions of coupling ratio and super strength coefficient are given through parameter analysis. The layered shell element, Link element and Liang Zhu element are used to simulate the shear wall, the energy dissipation beam segment and the non-energy dissipation beam segment respectively. The slip of the connection region and the behavior of the RC connected beam are all characterized by the Link element. The numerical simulation results of the shear wall are in good agreement with the experimental results. The simulation value of equivalent stiffness is about 8.3 lower than the test value. The simulated value of bearing capacity and ultimate displacement is less than 5% of the test value. The initial stiffness simulation value of the energy dissipation beam section is about 11% higher than the experimental value, and the ultimate bearing capacity and cumulative energy dissipation error are less than 5%. The simulation error of ultimate bearing capacity of connecting beam is about 5.5, the error of accumulative energy consumption is about 3.1, and the error of initial stiffness simulation is 27.6. According to the model parameters recommended by ASCE/SEI 41, the parameters of the model skeleton line are determined by RC connecting beam, and the simulation accuracy can meet the modeling requirements of the coupling wall. The static elastoplastic analysis and dynamic elastoplastic analysis were carried out by selecting a typical hybrid limb wall from the prototype structure. The results show that: (1) the yield mechanism of the joint beam is achieved before the wall limb yield, (2) the bottom section of the wall limb does not appear small bias pressure or small partial tension failure, nor does the shear failure occur under the strong earthquake. (3) the deformation mode of the composite wall is curved, and the interstory displacement angle does not exceed the limit value of the interstory displacement angle stipulated in the code; (4) the hysteretic energy dissipation of the connecting beam is mainly concentrated on the six stories and below, and the seismic energy dissipation of the upper floor is limited; (5) HCW and RC combined wall (RCW) have the same yield mechanism. Compared with RCW, the deformation of HCW under large and large earthquakes is obviously smaller, HCW has good recoverability, and the damage of connecting beam after RCW earthquake is difficult to repair. Parameter analysis shows that: (1) the value of CR significantly affects the yield mode of HCW; (2) too high CR leads to the increase of shear demand of wall limb, the increase of lateral deformation of HCW, the decrease of energy consumption of connecting beam, and the increase of damage of wall limb, which is not conducive to rapid recovery after earthquake; (3) lifting 惟 makes the plastic hinge of the connecting beam more dispersed, the wall limb will appear more tension and bend yield, the deformation of the connecting beam and the accumulated energy consumption will be reduced, and the shear demand of the section of the wall limb will increase; (4) under the condition of moderate coupling ratio, the superstrength coefficient 惟 increases from 1.0 to 1.9, the lateral deformation demand of the wall limb decreases, 惟 increases from 1.9 to 4.7, and the lateral deformation demand of the wall limb does not change obviously. It is suggested that the CR should be chosen in the range of 0.5 ~ 0.6 for seismic design, and the super strength coefficient 惟 should not be chosen for higher value. It is suggested that LY225 steel or Q235 steel should be used as the web material for the energy dissipation beam segment.
【学位授予单位】：清华大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：TU398.2;TU352.11
，
本文编号：2322711
[Abstract]:In this paper, an efficient HCW numerical model based on the OpenSees platform is proposed for the hybrid shear wall (HCW), which is composed of replaceable steel connecting beam and RC wall limb. The seismic performance and recoverability of HCW are studied. The seismic design suggestions of coupling ratio and super strength coefficient are given through parameter analysis. The layered shell element, Link element and Liang Zhu element are used to simulate the shear wall, the energy dissipation beam segment and the non-energy dissipation beam segment respectively. The slip of the connection region and the behavior of the RC connected beam are all characterized by the Link element. The numerical simulation results of the shear wall are in good agreement with the experimental results. The simulation value of equivalent stiffness is about 8.3 lower than the test value. The simulated value of bearing capacity and ultimate displacement is less than 5% of the test value. The initial stiffness simulation value of the energy dissipation beam section is about 11% higher than the experimental value, and the ultimate bearing capacity and cumulative energy dissipation error are less than 5%. The simulation error of ultimate bearing capacity of connecting beam is about 5.5, the error of accumulative energy consumption is about 3.1, and the error of initial stiffness simulation is 27.6. According to the model parameters recommended by ASCE/SEI 41, the parameters of the model skeleton line are determined by RC connecting beam, and the simulation accuracy can meet the modeling requirements of the coupling wall. The static elastoplastic analysis and dynamic elastoplastic analysis were carried out by selecting a typical hybrid limb wall from the prototype structure. The results show that: (1) the yield mechanism of the joint beam is achieved before the wall limb yield, (2) the bottom section of the wall limb does not appear small bias pressure or small partial tension failure, nor does the shear failure occur under the strong earthquake. (3) the deformation mode of the composite wall is curved, and the interstory displacement angle does not exceed the limit value of the interstory displacement angle stipulated in the code; (4) the hysteretic energy dissipation of the connecting beam is mainly concentrated on the six stories and below, and the seismic energy dissipation of the upper floor is limited; (5) HCW and RC combined wall (RCW) have the same yield mechanism. Compared with RCW, the deformation of HCW under large and large earthquakes is obviously smaller, HCW has good recoverability, and the damage of connecting beam after RCW earthquake is difficult to repair. Parameter analysis shows that: (1) the value of CR significantly affects the yield mode of HCW; (2) too high CR leads to the increase of shear demand of wall limb, the increase of lateral deformation of HCW, the decrease of energy consumption of connecting beam, and the increase of damage of wall limb, which is not conducive to rapid recovery after earthquake; (3) lifting 惟 makes the plastic hinge of the connecting beam more dispersed, the wall limb will appear more tension and bend yield, the deformation of the connecting beam and the accumulated energy consumption will be reduced, and the shear demand of the section of the wall limb will increase; (4) under the condition of moderate coupling ratio, the superstrength coefficient 惟 increases from 1.0 to 1.9, the lateral deformation demand of the wall limb decreases, 惟 increases from 1.9 to 4.7, and the lateral deformation demand of the wall limb does not change obviously. It is suggested that the CR should be chosen in the range of 0.5 ~ 0.6 for seismic design, and the super strength coefficient 惟 should not be chosen for higher value. It is suggested that LY225 steel or Q235 steel should be used as the web material for the energy dissipation beam segment.
【学位授予单位】：清华大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：TU398.2;TU352.11
，
本文编号：2322711
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