椭圆塔空间缆自锚式悬索桥主索鞍系统设计研究  

Research on Design of Main Cable Saddle System of Self-anchored Suspension Bridge with Elliptical Tower and Space Cable

作　　者：黄振 王志平 王新国[1,2] 邓卓章 杨得旺 李安远 HUANG Zhen;WANG Zhiping;WANG Xinguo;DENG Zhuozhang;YANG Dewang;LI Anyuan(China Railway Siyuan Survey and Design Group Co.,Ltd.,Wuhan 430063,China;China Railway Construction Laboratory of Bridge Engineering,Wuhan 430063,China)

机构地区：[1]中铁第四勘察设计院集团有限公司,武汉430063 [2]中国铁建股份有限公司桥梁工程实验室,武汉430063

出　　处：《铁道标准设计》2024年第6期99-105,120,共8页Railway Standard Design

基　　金：中铁第四勘察设计院集团有限公司科技研究开发计划课题(2020K010,2020K011,2022K107)。

摘　　要：在建万龙大桥工程主桥为世界首座采用椭圆钢桥塔的空间主缆自锚式悬索桥。该桥鞍座采用铸焊结合的自适应式空间缆索主索鞍,鞍座存在以下技术难点:空间主缆主索鞍受力复杂;椭圆塔纵向刚度大,主索鞍的抗滑问题突出;鞍座底部为柔性支撑,索鞍与主塔协同变形,塔-鞍连接结构传力复杂。为掌握椭圆塔空间缆自锚式悬索桥主索鞍及塔-鞍连接结构的关键技术,运用数值分析方法开展系统研究。研究结论如下:(1)当桥梁承受(恒载+汽车+人群+自来水+温度+风)作用时,满足要求的最小摩擦系数μ为0.215,需要设置12 mm竖向摩擦板;(2)主索鞍在最大缆力工况下的最大Von Mises应力为186.2 MPa,最大竖向变形为1.572 mm,满足强度及刚度要求;(3)主索鞍与钢塔连接结构主要通过支承隔板以竖向剪力的形式将主索鞍作用力传至钢塔腹板上,端部支承隔板的剪力显著大于中间隔板,剪力传递的不均匀系数为1.29;(4)主索鞍支承板在鞍座区域的边缘存在一定转角,空缆工况最大纵向转角为0.366‰rad,在鞍座顶推施工中需要加以考虑。The main bridge of Wanlong Bridge under construction is the first spatial self anchored suspension bridge with elliptical steel tower in the world.The saddle of this bridge adopts an self-adaptive space cable saddle combined with casting and welding,which has the following technical difficulties:the force of space cable saddle is complex.The longitudinal stiffness of the elliptical tower is large,and the slip resistance of the main cable saddle is prominent.The bottom of the saddle is a flexible support,the cable saddle and the main tower are co-deformed,and the tower-saddle connection structure is complicated in force transmission.In order to master the key technology of the main cable saddle and the tower-saddle connection structure of the self-anchored suspension bridge with elliptical tower and space cable,this paper carries out a systematic study by using numerical analysis method.The research conclusions are as follows:(1)When the bridge is subjected to(dead load+car+crowd+tap water+temperature+wind),the minimum friction coefficientμthat satisfies the requirements is 0.215,and the 12 mm vertical friction plates are required.(2)The maximum Von Mises stress and maximum vertical deformation of the main cable saddle under the condition of maximum cable force are 186.2 MPa and 1.572 mm,which meet the requirements of strength and stiffness.(3)In the structure connecting the main cable saddle and the steel tower,the force of the main cable saddle is transferred to the web of the steel tower in the form of vertical shear force through the supporting baffle.The shear force of the supporting baffle at the end is significantly greater than that of the middle baffle,and the non-uniformity coefficient of shear transfer is 1.29.(4)The support plate of the main cable saddle has a certain angle at the edge of the saddle area.The maximum longitudinal angle under the condition of empty cable is 0.366‰rad,which should be taken into consideration in the saddle pushing construction.

关 键 词：公路桥 自锚式悬索桥 空间缆索 主索鞍 椭圆钢塔 设计 

分 类 号：U448.25[建筑科学—桥梁与隧道工程] U448.14[交通运输工程—道路与铁道工程]