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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。
Based on the stress state of the buckling-proof steel plate shear wall, the calculation model of shear strength of different connected buckling-proof steel plate shear walls is established. Based on the existing research results, it is considered that the bearing capacity of the shear wall is provided by the effective shear stress field in the middle of the embedded steel plate and the edge support belts on both sides, and the formula for calculating the bearing capacity of the shear wall suitable for different connection modes is derived. The reasonableness and accuracy of the proposed calculation formula are verified by using the existing experimental results, procedure calculation methods and numerical analysis results. Further analysis shows that the ratio of the effective shear stress field area to the full cross-sectional area of the buckling-resistant shear walls connected at both sides is 20% -55% at a span-height ratio of 0.5-2.0. Compared with the shear wall , Bearing capacity loss of 10% to 52%; both sides connected to the shear wall prone to early tearing, and its safety reserve is lower than the set end column and the four sides connected to the shear wall. An example is given to illustrate the feasibility of setting the end column on the edge of anti-buckling shear wall connected with both sides. The requirements for the cross-sectional area of the terminal columns to ensure the complete shear stress field of the embedded steel plate are proposed.