双线铁路2×90m钢箱梁叠合拱桥施工过程的分析和监控
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摘要
新建甬台温双线铁路上的雁荡山特大桥主跨为2×90m钢箱梁叠合拱结构,主梁为单箱九室钢箱梁,主拱肋采用等高度箱形截面,两孔主拱间设变截面钢箱辅助拱。该桥的施工主要分四步进行：一、钢箱梁先在胎架上拼装,再顶推就位；二、在主梁上搭临时支架拼装主拱和辅拱,安装吊杆并进行初张拉；三、拆除桥下临时墩,施工桥面系及其附属结构；四、吊杆终张拉并索力调整至目标值,使成桥后的结构受力达到设计要求。本文对该桥的施工全过程进行了精细的分析计算和监控,主要内容如下：
1.采用空间有限单元法,对各种钢箱梁顶推方案做对比分析计算,并进行优化,确定最终的施工方案,该方案可以将顶推过程中钢箱梁Mises等效应力控制在容许范围内。对整个顶推过程进行应力和线形监测,实测结果与计算值相接近,钢箱梁顺利顶推就位。
2.对顶推过程中下部结构的受力进行计算和监测,各临时墩和主墩的应力计算值较小,其强度符合要求。各临时墩横盖梁顺桥向和竖向位移的实测值较小,且都小于计算值,刚度满足要求。
3.对该桥第二步和第三步施工过程中的线形和应力进行计算和监测。主拱肋的合拢精度满足设计要求,钢箱梁和钢箱拱的应力均控制在比较低的水平,线形也与计算值吻合。
4.桥面二期恒载铺装完成后,根据目标线形来计算吊杆终张拉索力的目标值,再用正装法模拟整个终张拉过程,经过反复迭代算出其张拉值。按照该值进行一次张拉后,实测索力与目标索力比较吻合,全桥的最终线形也接近于设计值。该方法减少了施工的工作量,提高了工作效率,也可以应用于其它拱桥和斜拉桥。
The main span of Yandangshan Grand Bridge is a 2 X 90m overlaying arch bridge on the new double-track railway form Ningbo to Wenzhou. The continuous steel box girder is with a single-box and nine-cell section. The two main arch ribs are with the constant steel box section, on which there are the auxiliary steel box arches with the variable section.The bridge will be built following four construction sequences: First, assemble the steel box on the full scaffolding, and incrementally launch it to the predicted position; Second, erect the temporary trestles to assemble the main and auxiliary arch ribs, then install the hangers and conduct the first tension; Third, remove the temporary piers under the structure, and pave the deck system including its subsidiary structures; Finally, conduct the final tension for the hangers and adjust the force to the target, so that the mechanical behavior of the bridge can meet the design requirements after the works is completed. The whole construction of this bridge was finely calculated and controlled in this paper. The main contents are as follows:
1.Addressed to varieties of proposed schemes about the steel box girder's incremental launching, a lot of comparative analysis and optimization were done to determine the eventual plan of the launching using the finite element method on space, which could control the Mises equivalent stress of the girder in the permitted range. The alignment and stress of the girder were monitored during the launching. The measured values and the calculated were close and the girder was put in place successfully.
2.The stress and displacement of the substructures during the incremental launching were calculated and monitored. The stress of the main and the temporary pies were small and the strength met the requirement. For the longitudinal and vertical displacements at the top of the temporary pie caps, the monitored values were less than the calculated, and the stiffness met the requirement as well.
3.The alignment and the stress of the bridge were calculated and monitored from the second construction sequence to the third. The closing precision of the main arches met the design requirement. The stress of the girder and the main arches were maintained at a relatively low level, and the alignment of the bridge was consistent with the calculated values.
4.When the pavement of the secondary dead load was accomplished, the target forces on hangers for the final tension could be calculated in terms of the expected alignment of the bridge.And then, with the whole process of the tension simulated, the tensile forces were obtained through iterative calculation adopting the forward-analysis method. After the hangers were tensioned once employing the tensile forces, the measured forces in them were consistent with the target and the alignment of this bridge was close with the design value. This method reduced the amount of work and raised the construction efficiency. Furthermore, it can also be applied to other arch bridges and cable-stayed bridges.
1.采用空间有限单元法,对各种钢箱梁顶推方案做对比分析计算,并进行优化,确定最终的施工方案,该方案可以将顶推过程中钢箱梁Mises等效应力控制在容许范围内。对整个顶推过程进行应力和线形监测,实测结果与计算值相接近,钢箱梁顺利顶推就位。
2.对顶推过程中下部结构的受力进行计算和监测,各临时墩和主墩的应力计算值较小,其强度符合要求。各临时墩横盖梁顺桥向和竖向位移的实测值较小,且都小于计算值,刚度满足要求。
3.对该桥第二步和第三步施工过程中的线形和应力进行计算和监测。主拱肋的合拢精度满足设计要求,钢箱梁和钢箱拱的应力均控制在比较低的水平,线形也与计算值吻合。
4.桥面二期恒载铺装完成后,根据目标线形来计算吊杆终张拉索力的目标值,再用正装法模拟整个终张拉过程,经过反复迭代算出其张拉值。按照该值进行一次张拉后,实测索力与目标索力比较吻合,全桥的最终线形也接近于设计值。该方法减少了施工的工作量,提高了工作效率,也可以应用于其它拱桥和斜拉桥。
The main span of Yandangshan Grand Bridge is a 2 X 90m overlaying arch bridge on the new double-track railway form Ningbo to Wenzhou. The continuous steel box girder is with a single-box and nine-cell section. The two main arch ribs are with the constant steel box section, on which there are the auxiliary steel box arches with the variable section.The bridge will be built following four construction sequences: First, assemble the steel box on the full scaffolding, and incrementally launch it to the predicted position; Second, erect the temporary trestles to assemble the main and auxiliary arch ribs, then install the hangers and conduct the first tension; Third, remove the temporary piers under the structure, and pave the deck system including its subsidiary structures; Finally, conduct the final tension for the hangers and adjust the force to the target, so that the mechanical behavior of the bridge can meet the design requirements after the works is completed. The whole construction of this bridge was finely calculated and controlled in this paper. The main contents are as follows:
1.Addressed to varieties of proposed schemes about the steel box girder's incremental launching, a lot of comparative analysis and optimization were done to determine the eventual plan of the launching using the finite element method on space, which could control the Mises equivalent stress of the girder in the permitted range. The alignment and stress of the girder were monitored during the launching. The measured values and the calculated were close and the girder was put in place successfully.
2.The stress and displacement of the substructures during the incremental launching were calculated and monitored. The stress of the main and the temporary pies were small and the strength met the requirement. For the longitudinal and vertical displacements at the top of the temporary pie caps, the monitored values were less than the calculated, and the stiffness met the requirement as well.
3.The alignment and the stress of the bridge were calculated and monitored from the second construction sequence to the third. The closing precision of the main arches met the design requirement. The stress of the girder and the main arches were maintained at a relatively low level, and the alignment of the bridge was consistent with the calculated values.
4.When the pavement of the secondary dead load was accomplished, the target forces on hangers for the final tension could be calculated in terms of the expected alignment of the bridge.And then, with the whole process of the tension simulated, the tensile forces were obtained through iterative calculation adopting the forward-analysis method. After the hangers were tensioned once employing the tensile forces, the measured forces in them were consistent with the target and the alignment of this bridge was close with the design value. This method reduced the amount of work and raised the construction efficiency. Furthermore, it can also be applied to other arch bridges and cable-stayed bridges.
引文
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