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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2025, Vol. 59 Issue (12): 2604-2615    DOI: 10.3785/j.issn.1008-973X.2025.12.015
    
Flexural and fatigue performance of emergency steel-concrete composite beams with medium and short spans
Lifeng LI1,2(),Liwei HUANG1,Jianbao MIAO3,Xiongwei SHI3
1. School of Civil Engineering, Hunan University, Changsha 410082, China
2. Key Laboratory of Wind Engineering and Bridge Engineering, Hunan University, Changsha 410082, China
3. Xi’an Highway Research Institute, Xi’an 710054, China
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Abstract  

A novel prefabricated steel-concrete composite beam emergency system characterized by modular processing, fabrication, and installation was proposed to address the frequent damage of bridge superstructures under extreme disasters and the urgent need for rapid repair or replacement to ensure immediate restoration of critical transportation lines. The system integrates steel beams and concrete deck slabs prefabricated as separate blocks, connected via high-strength bolted shear connectors post-installed between steel beams, steel-concrete interfaces, and adjacent deck slabs. To validate the feasibility and mechanical performance of this emergency system, two 1:2.5-scaled static model tests and fatigue model tests (followed by static failure tests) were designed and conducted. Static failure tests revealed that the ultimate load of the system significantly exceeded the required bearing capacity, with structural stiffness meeting specifications. Prefabricated components exhibited excellent composite interaction and coordinated performance, where high-strength bolted connectors effectively constrained separation and transferred interlayer shear. However, interfacial slippage increased markedly (with a maximum slippage of 1.121 mm) when loads surpassed 1.2 times the factored bearing capacity. Comparative analysis with existing formulas for flexural capacity of prefabricated composite beams indicated that the modified plastic method provided accurate predictions. Fatigue tests demonstrated a 6.65% loss in bolt preload and a 13.7% reduction in overall stiffness after 2 million loading cycles. These results confirm the structural feasibility and satisfactory performance of the proposed emergency system for rapid bridge rehabilitation.

Key words： emergency repair system      precast assembled steel-concrete composite beam      scaled model test      new structural system      flexural capacity     
Received: 29 November 2024      Published: 25 November 2025
CLC:  U 443.35  
Fund:  国家自然科学基金资助项目（52278176）；湖南省交通运输厅科技计划（202310）.
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Lifeng LI
Liwei HUANG
Jianbao MIAO
Xiongwei SHI
Cite this article:

Lifeng LI,Liwei HUANG,Jianbao MIAO,Xiongwei SHI. Flexural and fatigue performance of emergency steel-concrete composite beams with medium and short spans. Journal of ZheJiang University (Engineering Science), 2025, 59(12): 2604-2615.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2025.12.015     OR     https://www.zjujournals.com/eng/Y2025/V59/I12/2604


中小跨径应急钢混组合梁抗弯及疲劳性能

极端灾变导致桥梁损坏频繁发生，为了迅速响应桥梁上部结构损坏后的抢修或更换，确保关键交通线路的即时恢复，提出具有模块化加工、制作和安装特点的新型预制钢-混组合梁应急体系结构，即将钢梁、混凝土桥面板分块并各自制作和储存，钢梁之间、钢梁与桥面板之间、桥面板之间均采用高强螺栓后装式剪切连接器进行连接. 为了验证该应急体系的可行性并把握其力学性能，设计并完成了2片1∶2.5缩尺静力模型试验、疲劳模型试验（之后进行静力破坏试验）. 静力破坏试验结果表明：该应急体系极限荷载远大于承载能力要求，结构刚度满足要求，各预制构件的组合作用和协调工作性能较好，高强螺栓连接件能够有效地约束预制构件的分离，并能较好地传递层间剪力，但当荷载超过1.2倍承载能力组合值后，板件间最大滑移量为1.121 mm. 综合目前常用的预制装配式组合梁的抗弯承载力计算公式进行对比分析，发现修正塑性法能够较好地预测其承载能力. 疲劳试验结果表明，在200万次疲劳加载后，高强螺栓预紧力损失6.65%，整体刚度下降13.7%. 以上结果证明该应急钢-混组合梁抢修体系的结构可行性，其性能满足应急抢险要求.


关键词： 应急抢修体系,  预制拼装钢混组合梁,  缩尺试验,  新型结构,  抗弯承载力 
Fig.1 30-meter span steel-concrete emergency repair system
Fig.2 Model schematic diagram
钢板t1/mmtw/mmt2/mmd/mmts/mmL/mm
A段梁861262063200
B段梁4000
Tab.1 Steel beam component parameter
工况P/kNσm/MPaσc/MPa
1）注：括号内数据为该组合下实桥对应的应力
频遇组合230117.5（118.5）1）114.0（104.6）
基本组合359181.3（181.3）160.8（158.5）
Tab.2 Load cases
Fig.3 Model making and installation
Fig.4 JL beam loading diagram
Fig.5 PL beam loading diagram
Fig.6 Layout of deflection and slip measurement points
截面位置$ {P_{\text{u}}} $/kN$ {P_{\text{h}}} $/kN$ {P_{\text{y}}} $/kN$ {\delta _{\text{y}}} $/mm$ {\delta _{\text{u}}} $/mm$ {P_{\text{u}}}/{P_{\text{h}}} $$ {\delta _{\text{u}}}/{\delta _{\text{y}}} $
1）注：括号内数据为PL梁疲劳试验后，进行全过程静载破坏试验得到的实测数据
跨中截面900.6423.6723.217.4876.482.124.38
连接截面(886.0)1）(404.9)(720.2)19.092.182.124.85
Tab.3 Primary test results
Fig.7 Failure phenomena of beams in static load tests
Fig.8 Load-displacement curves of two test beams
Fig.9 Vertical deflection curves under different loads
Fig.10 Load-slip curve of bridge slab
Fig.11 Distribution of slab slip along beam length under different loads
Fig.12 Load-opening curve at steel beam connection
Fig.13 Strain distribution of cross-section along height under different loads
Fig.14 Longitudinal strain of bridge slab concrete
Fig.15 Load-opening curves of adjacent bridge decks
Fig.16 Stiffness degradation under fatigue effect
Fig.17 Variation of bolt preload under fatigue effect
破坏阶段计算$ {F_{\mathrm{e}}} $/kN$ {F_{\mathrm{u}}} $/kN$ {F_{\mathrm{e}}}/{F_{\mathrm{u}}} $
1）注：括号内数据为PL梁疲劳试验后，进行全过程静载破坏试验得到的实测数据
塑性设计公式[12]903.2900.6（886.0）1）1.003（1.019）
修正塑性法[22]870.40.967（0.982）
聂建国部分抗剪[23]871.80.966（0.984）
Johnson插值法[24]848.80.942（0.958）
李龙插值法[25]831.50.923（0.938）
Tab.4 Ultimate load capacity calculation results
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