防屈曲钢板剪力墙受剪承载力计算模型

发布时间：2019-02-13 00:40

【摘要】：基于防屈曲钢板剪力墙受力状态,建立了不同连接防屈曲钢板剪力墙受剪承载力计算模型。基于已有研究成果,认为剪力墙承载力由内嵌钢板中部有效剪应力场和两侧的边缘支撑带提供,推导出适用于不同连接方式剪力墙的承载力计算公式。利用已有试验结果、规程计算方法和数值分析结果验证了建议计算公式的合理性与精确性。进一步分析表明:在跨高比为0.5~2.0范围内,两边连接防屈曲剪力墙的有效剪应力场面积与全截面面积之比为20%~55%,相对于四边连接形式的剪力墙,承载力损失10%~52%;两边连接剪力墙易出现提前撕裂,其安全储备低于设置端柱和四边连接剪力墙。通过算例说明了两边连接防屈曲剪力墙边缘设置端柱的可行性。提出了保证内嵌钢板形成完全剪应力场的端柱截面积要求。
[Abstract]:Based on the stress state of buckling steel plate shear wall, a calculation model of shear capacity of different joint buckling steel plate shear wall is established. Based on the existing research results, it is considered that the bearing capacity of shear wall is provided by the effective shear stress field in the middle of the inlaid steel plate and the edge bracing on both sides, and the formulas for calculating the bearing capacity of the shear wall with different connection modes are derived. The rationality and accuracy of the proposed formula are verified by the experimental results, the calculation methods and the numerical results. Further analysis shows that the ratio of the effective shear stress field area to the total cross-section area of the shear wall connected to the buckling shear wall is 20 / 5555 in the span height ratio of 0.5 to 2.0, compared with the four-sided shear wall. The loss of bearing capacity is 10% and 52%; The shear wall is easy to be torn ahead of time, and its safety reserve is lower than that of the end column and the four-sided connection shear wall. A numerical example is given to illustrate the feasibility of installing end columns on the edge of the buckling shear wall. The requirement of end column cross section to ensure the complete shear stress field of embedded steel plate is put forward.
【作者单位】：福州大学土木工程学院;哈尔滨工业大学土木工程学院;浙江东南网架股份有限公司;
【基金】：国家发改委低碳技术创新及产业化项目福建省高等学校新世纪优秀人才支持计划(JA13022)
【分类号】：TU398.2

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