Analysis of Debonding Between Steel Tube and Core Concrete in Concrete-Filled Steel Tubular Arch Under Uneven Temperature Field

被引：0
|
作者：
Zhou Q. [1 ,2 ]
Feng P. [2 ]
Zhou J. [3 ]
Xin J. [3 ]
Wang J. [3 ]
机构：
[1] Intelligent Road Detection in Mountainous Cities Chongqing University Engineering Center, Chongqing
[2] CCCC Second Highway Consultants, Co. Ltd., Wuhan
[3] State Key Laboratory of Mountain Bridge and Tunnel Engineering, Chongqing Jiaotong University, Chongqing
来源：
Bridge Construction | 2024年 / 54卷 / 01期
关键词：
concrete-filled steel tubular arch bridge; debonding mechanism; hydration heat temperature field; longitudinal stress; model test; radial stress; uneven temperature field;
D O I：
10.20051/j.issn.1003-4722.2024.01.015
中图分类号：
学科分类号：
摘要：
An existing concrete-filled steel tubular arch(CFST)bridge in the mountainous area that has a main span of 430 m is used as a case to study the causes of debonding bet-ween the steel tube and core concrete in the CFST arch. The full-scale model of the arch-crown segment -was prepared to test the effects of uneven temperature field on the debonding under the joint action of strong solar radiation and large temperature difference. The temperature field distribution in the model -was analyzed and the debonding mechanism under uneven temperature field was studied. The results demonstrate that a radial temperature field during hydration and operation stages can be simplified as a multi-segment polyline. At 14: 00, the temperature at hydration stage showed sign of from decreasing through increasing to decreasing along vertical diameterCfrom upsun to downsun) , and there was a surface of large temperature difference near the D/8-3D/8 upsun interface. Whereas at operation stage, the temperature showed asymmetrical distribution of from decreasing through keeping great temperature difference occurred in the range from steel tube and concrete interface to the interface distancing D/8 to it. The debonding mechanism at hydration and operation stages can be explained as: under the action of temperature field, the maximum longitudinal stress difference in the steel tube and concrete interface can reach up to 82. 6 MPa(hydration stage)and 61. 95 MPaCoperation stage) , maximum interface radial tensile stress are 0. 8 MPa(hydration stage)and 2. 06 MPaCoperation stage) , respectively, all surpassing the bond strength between steel tube and core concrete. © 2024 Wuhan Bridge Media Co., Ltd., MBEC. All rights reserved.
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页码：103 / 109
页数：6
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