Experiment on flexure behavior of joint in negative moment area of lightweight composite bridge

doi:10.3785/j.issn.1008-973X.2024.02.018

Journal of ZheJiang University (Engineering Science)

2024, Vol. 58

Issue (2): 399-412 DOI: 10.3785/j.issn.1008-973X.2024.02.018

Experiment on flexure behavior of joint in negative moment area of lightweight composite bridge

Shuwen DENG1,2(

),Xudong SHAO2,*(

),Banfu YAN3,Minghong QIU2,4

1. College of Water Resources and Civil Engineering, Hunan Agricultural University, Changsha 410125, China
2. College of Civil Engineering, Hunan University, Changsha 410082, China
3. School of Civil Engineering and Architectural, Guangxi University, Nanning 530004, China
4. Department of Civil Engineering, University of Hong Kong, Hong Kong 999077, China

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Abstract

Experimental research was conducted on the flexural performance of T-shaped transverse joints suitable for the negative bending moment area of lightweight composite bridges. A theoretical analysis of the entire process of applying negative bending moments was conducted, and the design parameters for the joint were discussed. Results show that the primary crack in the specimens appears at the interface of the continuously cast UHPC joint and the panel surface below the loading point as the load increases. No significant cracks were observed in the middle of the specimens, and the visual initial crack strength of the UHPC joint interface can meet the design loads of real bridges. An analysis of the test beam was conducted, and formulas for calculating the maximum crack width of the joint, the design bending moment considering the effect of UHPC tensile stiffness, and deflection were proposed. Formulas for calculating the bearing capacity at each stage were obtained, and the predicted results accorded well with the experimental results. Parameter discussions and calculations show that the upper extended length of T-shaped joint in lightweight composite bridges with spans ranging from 20 m to 50 m can be set to 0.1 times of spans.

Key words： ultra high performance concrete (UHPC) UHPC joint bending resistance test calculation formula of crack width calculation formula of deflection calculation formula of ultimate bearing capacity

Received: 23 February 2023 Published: 23 January 2024

CLC:

U 443

Fund: 国家自然科学基金资助项目 (52108211)；湖南省自然科学基金资助项目 (2022JJ40186)；湖南省教育厅资助项目 (21B0188)

Corresponding Authors: Xudong SHAO E-mail: dengsw@hunau.edu.cn;shaoxd@hnu.edu.cn

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Cite this article:

Shuwen DENG,Xudong SHAO,Banfu YAN,Minghong QIU. Experiment on flexure behavior of joint in negative moment area of lightweight composite bridge. Journal of ZheJiang University (Engineering Science), 2024, 58(2): 399-412.

URL:

https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2024.02.018 OR https://www.zjujournals.com/eng/Y2024/V58/I2/399

轻型组合桥梁负弯矩区接缝抗弯性能试验

对适用于轻型组合桥梁负弯矩区的T形横向接缝抗弯性能进行试验研究，对负弯矩加载接缝的全过程进行理论分析，对接缝设计参数进行讨论. 研究结果表明，随着荷载的增大，试件的主裂缝出现在连续浇筑的UHPC接缝界面和加载点下方的面板表面，试件中部未发现明显裂纹，UHPC接缝界面的可视初裂强度可以满足实桥设计荷载. 对试验梁进行分析，提出接缝最大裂缝宽度、考虑UHPC拉伸刚度效应的设计弯矩和挠度计算公式，获得每阶段承载力的计算式，预测结果与试验结果吻合良好. 通过参数讨论和计算可知，跨度L = 20~50 m的轻型组合桥梁T形接缝上部加长长度可以设置为0.1L.

关键词： 超高性能混凝土(UHPC), UHPC接缝, 抗弯性能试验, 裂缝宽度计算式, 挠度计算式, 极限承载力计算式

Fig.1 Mapu Bridge overview

Fig.2 Cross section of Mapu Bridge

Fig.3 Schematic of cast-in-place joint in negative bending moment area

Fig.4 Comparison schemes of economic performance

Tab.1 Comparison of economic performance between different schemes

Tab.2 Design stress of bridge in service stage

Fig.5 Schematic of bending test model for negative moment region of lightweight composite bridge

Fig.6 Precast UHPC panel surface treatment

Tab.3 Mechanical property of UHPC materials

Fig.7 Diagram of experimental measurement device

Fig.8 Load-deflection curve of test beam mid-span

Fig.9 Crack development of specimen joint interface

Fig.10 Crack patterns of different substrates

Fig.11 Strain development of UHPC

Fig.12 Strain development of steel girders

Fig.13 Strain development curve along with height of specimen

Fig.14 Comparison between experimental and theoretical values of bending moment curvature

Fig.15 Schematic of calculation sections

Tab.4 Nominal cracking stress of critical sections

Fig.16 Detailed diagram of test piece loading process

Fig.17 Comparison between theoretical and predicted values of UHPC surface crack width

Fig.18 Internal force calculation diagram of typical section

Fig.19 Internal force calculation diagram of typical section

Fig.20 Comparison of calculated values and test results of mid-span displacement

Fig.21 Bending moment envelope diagram in negative bending moment zone

Tab.5 Main section dimensions of 20-50 m span SU-LWCBs preliminary design

Fig.22 Preliminary design of 20–50 m span SU-LWCBs


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