论文部分内容阅读
苏联B.C.奥西波夫在“弹性支承连续梁”(人民交通出版社出版)一书中,用原始参变数的方法,求出桥面横向各纵梁的沉陷δ的公式,R=ωδ而ω是一个常数,所以δ值代入上式各梁的分布系数也同时求得了。这些公式因横向纵梁数目而异,书上列出有从2跨梁到8跨梁的公式。各算式最大的缺点是太复杂,直接用之于设计是有困难的。为了把这些理论算式引向实用,该书根据常用木桥桥面都是九根纵梁——即桥面板为8跨梁的情况,编制了以弹性传遞系数K从0.05～1.0之间各支点(梁)反力影响线纵座标的数值的表。这个表是运用这一算法不可缺少的工具。但遗憾的是K从O.05～1.0,仅仅到1为止的K值是不敷应用的。在桥板较薄及跨径小于2～3公尺时,K值一般都大于1,在这种情况下就没有表可查了。另外这个表只是8跨梁的用表,对于不是8跨梁的计算还是不能解决。但这些局限是不难解决的。
BC Osipov in the Soviet Union, “elastic support continuous beam” (People’s Communications Press) a book, with the original parameters of the method to find the deck of the bridge lateral settlement of the formula δ, R = ωδ and ω is A constant, so δ value into the above formula beam distribution coefficient also obtained. These formulas vary depending on the number of transverse stringers listed in the book, ranging from 2 to 8 beams. The biggest drawback of each formula is too complicated, the direct use of the design is difficult. In order to put these theoretical formulas into practice, the book is based on the commonly used wooden bridge deck is nine stringers - that is, the bridge deck 8 span beam situation, prepared with elastic transfer coefficient K from 0.05 to 1.0 Pivot (beam) reaction force affects the ordinate of the value of the table. This table is an indispensable tool to use this algorithm. However, it is regrettable that the K value of K from O.05 to 1.0, only to 1, is not enough. In the thinner bridge and span less than 2 to 3 meters, K values are generally greater than 1, in this case there is no table to check. In addition this table is only 8 span beam table, the calculation is not 8 span beam still can not be solved. But these limitations are not hard to solve.