钢管拱切线拼装坐标修正在ANSYS中的实现方法

Implement Method of Coordinate Correction of Tangent Assembly of Steel Tubular Arch in ANSYS

钢管混凝土拱桥钢管拱肋多采用分段安装,可采用ANSYS的生死单元进行过程分析,受到未激活单元虚位移影响,节段单元在ANSYS程序中并非在切线位置上激活。针对桁式断面的钢管混凝土拱桥,提出用悬臂端节点位移平均值作为拱肋整个截面的位移来修正激活前的单元坐标,使其处在前一节段的切线位置上;给出了坐标修正的计算公式,编制了钢管拱安装计算命令流,用于一座320m跨钢管混凝土拱桥施工中。结果表明:在实现扣索一次张拉的前提下,实测扣索力与理论索力的误差在3%以内,上、下游拱肋高程差控制在5mm内,成拱后的拱肋线形与裸拱自重线形吻合良好。

The arch rib of concrete-filled steel tubular arch bridge is mostly installed by segment and segment,and the birth and death element of ANSYS can be used for process analysis.Affected by the virtual displacement of the inactive elements,the segment elements were not activated at the tangent position in ANSYS program.Aiming at the concrete-filled steel tubular arch bridge with truss section,the average displacement of cantilever end node was proposed to be the displacement of the whole section of arch rib to modify the element coordinate before activation,so that it was in the tangent installation position of the previous segment.The calculation formula for coordinate correction was put forward,and the calculation command flow for steel pipe arch installation was compiled,which was used in the construction of concrete-filled steel tubular arch bridge with a span of 320 m.The results show that on the premise of achieving one-time tension of the buckle cable,the error between the measured buckle cable force and the theoretical cable force is within 3%,and the elevation difference between the upstream and downstream arch ribs is controlled within 5 mm.The arch rib shape after arch formation is in good agreement with the self-weight shape of the bare arch.