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一、概述某剧院工程拟采用平板型网架结构.结合此工程曾对斜放正交交叉桁架式网架探求施加予应力的优化设计方案.根据冶院黄民生教授提供的建筑设计草图方案,网架结构按三边支承在间距为5米的柱子上,另一边自由,而在该边下设置垂直的附加桁架,与网架共同工作,如图1所示.预应力拉杆则设置在网架下面的对角线方向.预应力的张拉次序是:网架在地面组装,整体提升就位后,张拉预应力20吨左右,下一步进行屋面工程和顶棚工程的施工,最后对钢丝束进行第二次张拉,控制最优预应力值38.2吨.预应力杆采用3束7φ5的钢铰线作成.预应力方案和非预应力方案比较,能省钢7.1%左右.为了比较的需要,还作了其他几种方案的计算,其结果如表1所示.
I. Overview A theater structure is planned to adopt a flat-type grid structure. In conjunction with this project, an optimized design scheme for applying a prestress to an orthogonally-arranged cross-truss grid has been explored. According to the architectural design sketching scheme provided by Prof. Huang Minsheng of YMCA, The grid structure is supported on a three-pitch pillar with a spacing of 5 meters on one side and the other side is free. Under this side, a vertical additional truss is set to work together with the grid, as shown in Fig. 1. The prestressed bar is installed on the net. The diagonal direction of the rack below. The prestressed tensioning sequence is: the grid is assembled on the ground. After the whole lifting is in place, the prestressing is about 20 tons. The next step is to perform the roofing and the ceiling construction, and finally to the steel wire. The beam was stretched for the second time, and the optimal prestress value was controlled to be 38.2 tons. The prestressed beam was made of 3 strands of 7φ5 steel hinge wire. Comparison of the prestressed and non-prestressed schemes can save about 7.1% of steel. Needed, but also made several other program calculations, the results are shown in Table 1.