Stability of Masonry Piers under Their Own Weight and Eccentric Load
Stability of Masonry Piers under Their Own Weight and Eccentric Load
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自重和偏心荷载作用下砌体桥墩的稳定性
DOI：
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发表时间：
1993
期刊：
影响因子：
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通讯作者：
M. Papia
中科院分区：
文献类型：
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作者：
L. Mendola;M. Papia
分析了砌体墩在自重和墩顶偏心压力作用下的稳定性。研究了两端固支的棱柱形柱，考虑了无受拉材料在受压时的线性行为。理想情况下，该列被划分为许多先验未知的元素，所有元素的长度都相同。沿着它们中的每一个，对应于平衡条件的曲率被假定为常数。对于每个指定的自由端旋转值，这一假设使得有可能以递归形式表示表征模型的横截面的旋转，该旋转显然随着从上横截面开始考虑的元素数量的增加而减少。对应于指定载荷条件的柱的未知长度是从获得零旋转值所需的单元数推导出来的，因为后一条件表征了底部的截面。应用该程序的自由端的旋转值的变化，推导出不同的重量和集中载荷之间的比例的稳定域。以无量纲形式获得的结果显示了给定偏心值时该比值的最佳值。
The stability of masonry piers subjected to their own weight and to eccentric compressive force at the top is analyzed. Prismatic fixed free-ended columns are examined, considering no tension material having linear behavior in compression. The column is ideally divided into a number of elements that is unknown a priori, all of the same length. Along each of them, the curvature corresponding to the equilibrium condition is assumed to be constant. For each assigned value of rotation of the free end this hypothesis makes it possible to express in recursion form the rotation of the cross sections characterizing the model, which obviously decreases with an increase in the number of elements considered starting from the upper cross section. The unknown length of the column corresponding to an assigned load condition is deduced from the number of elements needed to obtain a zero value of rotation, because the latter condition characterizes the section at the base. Applying the procedure with variation in the value of rotation of the free end, stability domains are deduced for different ratios between weight and concentrated load. The results, obtained in dimensionless form, show the optimum value of this ratio for a given eccentricity value.