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计算无铰拱桥竖向截面的抗剪强度时,是以主拱圈拱脚截面控制设计,并由该截面产生最大反力时控制剪力计算。本文分析了过去计算竖向截面剪力时,由活载引起的拱脚截面产生最大反力及相应的推力(H_P)时,用K_0值代替推力影响线的等代荷载K_1。它理论上不够完善,实际上差别也较大。提出合理计算H_P应当是用标准解求算的推力影响线的K_1。并列举了算例,以兹比较。
The calculation of the shear strength of a vertical section of a non-hinge arch bridge is based on the control design of the arch section of the main arch ring and the calculation of the control shear force when the maximum reaction force is generated by the section. In the past, when the vertical section shear force was calculated, the K_0 value was substituted for the equivalent load K_1 of the thrust influence line when the maximum reaction force and the corresponding thrust force (H_P) occurred in the arch section due to live load. In theory, it is not perfect, in fact, the difference is also larger. It is proposed that the reasonable calculation of H_P should be K_1 of thrust influence line calculated by standard solution. And cite examples to compare.