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前言我国现行一般圬工桥墩纵向稳定性计算办法主要存在以下两个问题: 1.圬工是弹塑性体,而我国现行计算办法则采用弹性理论计算,与实际情况不符。 2.我国现行桥规§276表37是采用苏联56年桥规(TYΠM-56)§391表51的纵向稳定折减系数ρ值表。但苏联56年桥规系采用以圬工破损阶段为基础的极限理论,其ρ值也是考虑圬工为弹塑性体,根据试验所得的数据而推得的。与我国现行桥规采用的弹性理论是不相适应的。下面提出我们一些粗浅的认识,请大家指正。
Preface There are two main problems in the calculation of the longitudinal stability of the existing general bridge piers in our country: 1. The workers are elastomers, while the current calculation method in our country is based on the elastic theory and is not in accordance with the actual situation. 2. China’s existing bridge regulations § 276 Table 37 is the use of the Soviet Union 56 years bridge gauge (TYΠM-56) § 391 Table 51 longitudinal stability reduction factor ρ value table. However, the 56-year bridge gauge of the Soviet Union adopted the limit theory based on the broken stage of the masonry. The ρ value was also considered as an elastoplastic body based on the experimental data. It is incompatible with the elasticity theory adopted by our current bridge regulations. Here are some of our superficial understanding, please correct me.