基于M型型钢装配式钢筋混凝土剪力墙的有限元分析  

Finite element analysis of fabricated reinforced concrete shear wall based on M-shaped steel

作　　者：陈飞 杨青顺[1,2] 卫骏 周乐祥 王清 CHEN Fei;YANG Qingshun;WEI Jun;ZHOU Lexiang;WANG Qing(School of Civil Engineering,Qinghai University,Xining 810016,China;Key Laboratory of Energy-saving Building Materials and Engineering Safety of Qinghai,Xining 810016,China;Beijing Zhongqing Hengye Technology Development Co.,Ltd.,Beijing 100000,China)

机构地区：[1]青海大学土木工程学院,青海西宁810016 [2]青海省建筑节能材料与工程安全重点实验室,青海西宁810016 [3]北京中清恒业科技开发有限公司,北京100000

出　　处：《青海大学学报》2022年第4期45-52,共8页Journal of Qinghai University

基　　金：青海省科学技术厅项目(2019-ZJ-9750)。

摘　　要：为进一步探讨M型型钢装配式钢筋混凝土剪力墙的抗震性能,本文基于M型型钢组合墙体抗震性能试验结果,采用MSC MARC有限元软件对其中的MSSCW1、MSSCW3、MSSCW4、MSSCW64组试件进行建模模拟并验证,验证表明数值模拟结果与试验结果吻合良好。在此基础上,进一步分析M型型钢装配式钢筋混凝土剪力墙在轴压比、剪跨比及型钢厚度等参数变化条件下的力学性能规律,结果表明:对于M型型钢装配式钢筋混凝土剪力墙,剪跨比为2.0时,其位移延性系数出现峰值,表明此类剪力墙最适剪跨比为2.0。相比轴压比为0.1的3组剪力墙模型,轴压比为0.2的剪力墙模型MSSCW2'、MSSCW7'、MSSCW10'水平峰值荷载分别提高了13.14%、15.09%、8.86%;相比轴压比为0.2的3组剪力墙模型,轴压比为0.3的剪力墙模型MSSCW3'、MSSCW8'、MSSCW11‘水平峰值荷载分别提高了6.06%、7.46%,3.63%,轴压比增加幅度下降,表明M型型钢装配式钢筋混凝土剪力墙轴压比合理范围在0.2左右;当剪力墙达到峰值荷载之后,轴压比越大,刚度退化越快,变形能力越差。相比较小剪跨比(λ=0.95,λ=1.5)剪力墙,大剪跨比(λ=2.0,λ=3.0)剪力墙随着型钢厚度增加,位移延性系数增加的幅度较大。In order to explore the seismic performance of M-shaped steel fabricated reinforced concrete shear wall,four groups of specimens including MSSCW1,MSSCW3,MSSCW4 and MSSCW6 are modeled and verified by MSC MARC finite element software based on the seismic performance test results of M-shaped steel composite wall.The validation shows that the numerical simulation results are in good agreement with the experimental results.Based on this model,the mechanical properties of M-shaped steel fabricated reinforced concrete shear wall are further analyzed with the variations of axial compression ratio,shear span ratio and steel thickness.The results show that the displacement ductility coefficient reaches its peak when the shear span ratio of M-shaped steel fabricated reinforced concrete shear wall is 2.0,indicating that the optimal shear span ratio of the shear wall is 2.0.Compared with three groups of shear wall models with an axial compression ratio of 0.1,the horizontal peak loads of MSSCW2',MSSCW7'and MSSCW10'with an axial compression ratio of 0.2 are increased by 13.14%,15.09%and 8.86%respectively;compared with three groups of shear wall models with an axial compression ratio of 0.2,the horizontal peak loads of the shear wall models MSSCW3r,MSSCW8r,and MSSCW11'with an axial compression ratio of 0.3 are increased by 6.06%,7.46%,and 3.63%respectively.The decrease of axial compression ratio indicates that the axial compression ratio of M-shaped steel fabricated reinforced concrete shear wall should be about 0.2;when the shear wall reaches the peak load,the larger the axial compression ratio is,the faster the stiffness degradation and the worse the deformation capacity are.Compared with the shear wall with small shear span ratio(λ=0.95,λ=1.5),the shear wall with large shear span ratio(λ=2.0,λ=3.0)shows a larger increase in displacement ductility coefficient as the steel thickness increases.

关 键 词：M型型钢 MSC MARC有限元软件 轴压比 剪跨比 型钢厚度 

分 类 号：TU398.2[建筑科学—结构工程]