钢管混凝土多排多列内栓钉受剪性能
发布时间：2018-11-10 11:58
【摘要】：进行了钢管混凝土多排多列内栓钉(群钉)试件的推出试验,其中6个带栓钉,1个不带栓钉,试件参数为栓钉环向布置间距、纵向布置间距和排数。采用ABAQUS软件建立了三维有限元模型,对试验结果进行了计算分析,计算结果与试验结果吻合较好。试验与分析结果表明:钢管混凝土群钉推出试件受力全过程由弹性段、弹塑性段、下降段和荷载残余段组成;沿加载方向,紧邻栓钉背部的混凝土应力为50.1 MPa~68.8 MPa,超过混凝土圆柱体抗压强度(cf′=50.1 MPa),混凝土发生较大塑性变形;栓钉根部Mises应力最大,最先达到材料的极限强度,并发生剪断破坏;单根栓钉平均抗剪承载力随着群钉环向和纵向间距的减小以及排数的增加而降低,提出了这三个因素对单根栓钉平均抗剪承载力的折减系数计算公式。为充分利用栓钉抗剪性能,避免混凝土先于栓钉破坏,建议设计中栓钉环向和纵向间距应分别不小于3.4倍和4.4倍栓钉直径。分析表明,环向间距、纵向间距和排数三个因素对栓钉抗剪承载力的影响彼此独立,它们对群钉抗剪承载力的影响可采用三个折减系数相乘的计算方法。
[Abstract]:The rolling test of multi-row and multi-row internal bolt (group nail) specimens of concrete-filled steel tube (CFST) was carried out. Among them, six were with pin and one was without pin. The parameters of the specimen were ring arrangement spacing, longitudinal arrangement spacing and number of pins. A three-dimensional finite element model is established by using ABAQUS software. The experimental results are calculated and analyzed. The calculated results are in good agreement with the experimental results. The results of test and analysis show that the whole force process of concrete filled steel tubular nails is composed of elastic section, elastic-plastic section, descending section and load residual section. In the direction of loading, the stress of the concrete near the back of the bolt is 50.1 MPa~68.8 MPa, which exceeds the compressive strength of the concrete cylinder (cf'=50.1 MPa), concrete has a large plastic deformation). The Mises stress at the root of the pin is the largest, and the ultimate strength of the material is first reached, and the shear failure occurs. The average shear bearing capacity of single stud decreases with the decrease of ring direction, longitudinal spacing and the number of pins. A formula for calculating the average shear bearing capacity of single bolt is presented. In order to make full use of the shear resistance of the bolt and avoid the failure of concrete before the bolt, it is suggested that the annular direction and the longitudinal spacing of the bolt should be not less than 3.4 times and 4.4 times the diameter of the bolt respectively in the design. The analysis shows that the influence of three factors, namely the circumferential spacing, the longitudinal spacing and the row number, on the shear bearing capacity of the studs is independent of each other, and the influence of these factors on the shear bearing capacity of the group nails can be calculated by using the method of multiplying the three reduction coefficients.
【作者单位】： 福州大学土木工程学院;
【基金】：国家自然科学基金项目(51178118)
【分类号】：TU398.9
[Abstract]:The rolling test of multi-row and multi-row internal bolt (group nail) specimens of concrete-filled steel tube (CFST) was carried out. Among them, six were with pin and one was without pin. The parameters of the specimen were ring arrangement spacing, longitudinal arrangement spacing and number of pins. A three-dimensional finite element model is established by using ABAQUS software. The experimental results are calculated and analyzed. The calculated results are in good agreement with the experimental results. The results of test and analysis show that the whole force process of concrete filled steel tubular nails is composed of elastic section, elastic-plastic section, descending section and load residual section. In the direction of loading, the stress of the concrete near the back of the bolt is 50.1 MPa~68.8 MPa, which exceeds the compressive strength of the concrete cylinder (cf'=50.1 MPa), concrete has a large plastic deformation). The Mises stress at the root of the pin is the largest, and the ultimate strength of the material is first reached, and the shear failure occurs. The average shear bearing capacity of single stud decreases with the decrease of ring direction, longitudinal spacing and the number of pins. A formula for calculating the average shear bearing capacity of single bolt is presented. In order to make full use of the shear resistance of the bolt and avoid the failure of concrete before the bolt, it is suggested that the annular direction and the longitudinal spacing of the bolt should be not less than 3.4 times and 4.4 times the diameter of the bolt respectively in the design. The analysis shows that the influence of three factors, namely the circumferential spacing, the longitudinal spacing and the row number, on the shear bearing capacity of the studs is independent of each other, and the influence of these factors on the shear bearing capacity of the group nails can be calculated by using the method of multiplying the three reduction coefficients.
【作者单位】： 福州大学土木工程学院;
【基金】：国家自然科学基金项目(51178118)
【分类号】：TU398.9
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