某预应力混凝土连续梁桥受损评估与加固

发布时间：2018-01-11 16:09

本文关键词：某预应力混凝土连续梁桥受损评估与加固　出处：《世界桥梁》2016年01期 　论文类型：期刊论文

【摘要】：某桥为(34+40+34)m预应力混凝土连续箱梁桥,受上层高架钢结构滑落撞击,2跨部分翼缘板严重开裂。为研究该桥损伤情况及受损后结构的安全性,采用MIDAS Civil有限元软件建立受损箱梁有限元模型,评估主梁截面特性,计算受损前后主梁的应力和挠度;采用ANSYS软件进行桥梁撞击仿真分析。结果表明:单侧翼缘板受损使主梁截面面积削弱7.7%,使主梁截面抗弯刚度减小6.6%;受损前后主梁应力和位移变化较小,受损后满足规范要求,但应力储备很小;在撞击荷载作用下,翼缘板和腹板交界处顶板开裂,与实际情况基本吻合。根据检测及评估结果,采取将第二、第三跨防撞护栏切除60m,受损主梁翼缘板从悬臂根部整体切除,将原后浇调平层凿除后重新浇筑等加固措施。该桥加固后的动静载试验结果表明,主梁的加固部分能很好地与保留的主梁共同受力,主梁的整体性能有较大的提高。
[Abstract]:A bridge is a continuous box girder bridge with prestressed concrete of 34 40 34 m, which is hit by the sliding of the upper deck steel structure. In order to study the damage of the bridge and the safety of the damaged structure, the finite element model of the damaged box girder is established by MIDAS Civil finite element software. The cross-section characteristic of the main beam is evaluated and the stress and deflection of the main beam before and after the damage are calculated. The ANSYS software is used to simulate the impact of the bridge. The results show that the damage of the flange plate weakens the cross-section area of the main beam by 7.7 and the flexural stiffness of the main beam decreases by 6.6. Before and after the damage, the stress and displacement of the main beam change little, but the stress reserve is very small. Under the action of impact load, the roof crack at the junction of flange plate and web plate is basically consistent with the actual situation. According to the test and evaluation results, the second and third span collision barrier should be removed for 60 m. The flange plate of the damaged main beam was removed from the root of the cantilever, the original post-pouring leveling layer was chiseled and the reinforcement measures were taken. The reinforcement part of the main beam can work together with the retained main beam, and the overall performance of the main beam can be greatly improved.
【作者单位】：中铁大桥科学研究院有限公司;桥梁结构健康与安全国家重点实验室;
【分类号】：U446;U445.72
【正文快照】： 1　概　述公路段上层高架桥施工中,吊装高架桥的钢箱梁时,某高速互通E匝道3号桥第三联(EK1+钢箱梁不慎滑落至该高速公路E匝道3号桥上,造234.698~EK1+342.698)为(34+40+34)m预应成该桥第二、三跨防撞护栏砸碎,梁体翼缘板大面积力混凝土连续梁桥(见图1),上部结构为单箱双室开裂

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