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廖蜀樵同志在文中对桥墩的稳定性的问题提出了一些新的见解,引起了我们的兴趣。现在就我个人读这篇文章后的体会提出一些粗浅的看法。廖蜀樵同志从三方面讨论了桥墩设计中的稳定问题。一、作者在第一节里讨论了桥规§276中砖石及混凝土中心受压构件纵向挠曲稳定折减系数“φ”值的来源。作者认为当弹性特征值α=1000时所得“φ”值即为桥规表37的“φ”值。而在实际上,桥规表37的“φ”值,其相应的α值约等于900或者说875更合适一些。
In the article, Comrade Liao Shu-Qiao put forward some new opinions on the stability of piers and aroused our interest. Now I come up with some superficial comments on my own personal experience after reading this article. Liao Shuqiao discussed the stability of pier design from three aspects. In the first section, the author discusses the source of the value of the “φ” value of the stability deflection coefficient of the longitudinal deflection of the compression member in the masonry and concrete center of Bridge Rules. The author considers that the value of “φ” obtained when the elastic characteristic value α = 1000 is the “φ” value of the bridge gauge 37. In practice, however, the value of the “φ” of the bridge gauge 37 may be approximately 900, or 875, with the corresponding value of α being more appropriate.