带约束构造剪力键的钢-混凝土双重组合连续梁受力性能

戚菁菁; 李维轩; 蒋丽忠; 曹华; 吕伟荣; 卢倍嵘; 黄志

doi:10.19818/j.cnki.1671-1637.2026.042

带约束构造剪力键的钢-混凝土双重组合连续梁受力性能

doi: 10.19818/j.cnki.1671-1637.2026.042

1.
湖南科技大学土木工程学院, 湖南湘潭 411201
2.
湖南省建筑设计院集团有限公司, 湖南长沙 410201

基金项目:

湖南省自然科学基金项目 2021JJ30261

湖南省自然科学基金项目 2023JJ30253

湖南省教育厅重点项目 20A184

详细信息

作者简介:
戚菁菁（1982-），女，湖南娄底人，讲师，工学博士，E-mail：1020121@hnust.edu.cn

通讯作者:
吕伟荣（1974-），男，江西余干人，教授，工学博士，E-mail：1020107@hnust.edu.cn

中图分类号: U442.5
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- 文章访问数: 92
- HTML全文浏览量: 31
- PDF下载量: 34
- 被引次数: 0
出版历程
- 收稿日期: 2025-04-30
- 录用日期: 2025-09-26
- 修回日期: 2025-08-10
- 刊出日期: 2026-05-28

Mechanical performance of steel-concrete double composite continuous beams with constrained shear connectors

1.
School of Civil Engineering, Hunan University of Science and Technology, Xiangtan 411201, Hunan, China
2.
Hunan Provincial Architectural Design Institute Group Co., Ltd., Changsha 410201, Hunan, China

Funds:

Hunan Provincial Natural Science Foundation 2021JJ30261

Hunan Provincial Natural Science Foundation 2023JJ30253

Key Project of Hunan Provincial Department of Education 20A184

More Information

Corresponding author: LYU Wei-rong, professor, PhD, E-mail: 1020107@hnust.edu.cn

Article Text (Baidu Translation)

摘要

摘要:
为提升钢-混凝土组合梁负弯矩区材料利用效率，提出了带约束构造剪力键的钢-混双重组合梁，开展了1根简支梁和1根连续梁的受弯试验；分析了带约束构造钢-混组合梁的破坏形态、承载能力、界面滑移、应变分布特征；基于有限元模拟揭示了钢-混双重组合梁界面受力机理和塑性铰形成机制；通过构建特征点跨中荷载-挠度曲线模型深入探讨了钢-混双重组合梁的刚度退化规律。研究结果表明：钢-混双重组合梁破坏形态为反弯点处斜裂缝的拉剪破坏，负弯矩区板底混凝土裂缝纤细且数量少；与普通钢-混连续组合梁相比，双重组合梁的承载力和刚度分别提高了49%和67%；双重组合梁刚度退化呈现三阶段特征，即弹性阶段刚度稳定、弹塑性阶段刚度中度退化、极限塑性阶段刚度显著退化，理论模型适用于评估双重组合梁的变形能力和整体刚度退化规律；数值结果显示双重组合中支座截面抗弯刚度为跨中截面抗弯刚度的1.66倍，在受力过程中跨中先于支座形成塑性铰；附加钢板上布置的剪力键承担了组合梁负弯矩区34%的界面剪力，提高了界面抗剪刚度；在大变形下，附加钢板界面工作状态系数达0.49，利用效率显著提高。双重组合结构充分发挥了钢材高抗拉、混凝土高抗压的互补特性，提升了钢-混组合梁负弯矩区桥面板抗裂性能，可从根本上解决钢-混组合梁负弯矩区混凝土板开裂、材料利用效率低的工程技术难题。
- 桥梁工程 /
- 组合梁 /
- 受弯试验 /
- 双重组合构造 /
- 带约束构造剪力键 /
- 数值模拟 /
- 负弯矩区
Abstract:
To enhance the material utilization efficiency in the negative moment regions of steel-concrete composite beams, a double composite beam with constrained shear connectors was proposed. Flexural tests were carried out on one simply supported beam and one continuous beam. Analysis was performed on the failure mode, load-bearing capacity, interface slip, and strain distribution characteristics of the steel-concrete composite beam with constrained shear connectors. Based on finite element simulation, the interfacial mechanical mechanism and plastic hinge formation mechanism of the steel-concrete double composite beam were revealed. The stiffness degradation law was further explored for the steel-concrete double composite beam by establishing a characteristic-point-based mid-span load-deflection curve model. The research results show that the failure mode of the steel-concrete double composite beam is tensile-shear failure with inclined cracks at the inflection point. Cracks in the concrete at the bottom of the slab in the negative moment region are fine and few in number. Compared with conventional steel-concrete continuous composite beams, the double composite beam exhibits increases of 49% in load-bearing capacity and 67% in stiffness. Stiffness degradation of the double composite beam exhibits a three-stage characteristic: stable stiffness in the elastic stage, moderate stiffness degradation in the elastoplastic stage, and significant stiffness degradation in the ultimate plastic stage. The theoretical model is suitable for evaluating the deformation capacity and overall stiffness degradation law of the double composite beam. Numerical results indicate that the flexural stiffness of the intermediate support section of the double composite beam is 1.66 times that of the mid-span section. During loading, the plastic hinge forms earlier in the mid-span than at the support. The shear connectors on the additional steel plate bear 34% of the interfacial shear force in the negative moment region, thereby enhancing the interfacial shear stiffness. Under a large deformation, the working state coefficient of the additional steel plate interface reaches 0.49, indicating significantly improved utilization efficiency. The double composite structure fully leverages the complementary characteristics of high tensile strength of steel and high compressive strength of concrete, improves the crack resistance of the bridge deck in the negative moment region of the steel-concrete composite beam, and fundamentally resolves the engineering challenge of concrete slab cracking and low material utilization efficiency in the negative moment region of steel-concrete composite beams.
- bridge engineering /
- composite beam /
- flexural test /
- double composite structure /
- constrained shear connector /
- numerical simulation /
- negative moment region

HTML全文

图 1 带约束构造剪力键

Figure 1. Shear connector with constrained measure

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图 2 双重组合连续梁构造

Figure 2. Structure of double composite continuous beam

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图 3 组合梁几何尺寸与构造（单位：mm）

Figure 3. Dimensions and configurations of composite beams (unit: mm)

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图 4 试验加载装置及测点布置示意

Figure 4. Schematic of test loading device and measurement point layout

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图 5 试验梁破坏形态

Figure 5. Failure modes of test beams

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图 6 弯矩-挠度曲线

Figure 6. Moment-deflection curves

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图 7 荷载-挠度曲线

Figure 7. Load-deflection curves

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图 8 荷载-滑移曲线

Figure 8. Load-slip curves

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图 9 N-LXL荷载-应变曲线

Figure 9. N-LXL Load-strain curves

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图 10 P-Δ曲线

Figure 10. P-Δ curve

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图 11 荷载计算

Figure 11. Load calculation

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图 12 双重组合梁中支座截面抗弯承载力

Figure 12. Bending capacity of support section in the double composite beam

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图 13 组合梁半跨有限元模型

Figure 13. Finite element model of half-span composite beam

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图 14 混凝土板中性轴受力平衡

Figure 14. Force balance of the neutral axis of concrete slab

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图 15 混凝土板应力

Figure 15. Concrete slab stress

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图 16 不同挠度时的钢梁应力

Figure 16. Steel beam stress at various deflections

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图 17 附加钢板应力

Figure 17. Steel in the additional steel plate

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表 1 试验试件参数

Table 1. Test specimen parameters

试件编号	加劲肋间距/mm	跨高比	抗剪连接度
N-JZL	950	12.19	1.27
N-LXL	975	11.88	1.02

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表 2 特征点刚度

Table 2. Keypoint stiffness

荷载	特征荷载/kN	割线刚度/（kN·mm^-1）	刚度折减系数
P_c	222	27.1	1.000
P_y	294	19.8	0.729
P_u	387	12.3	0.453

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表 3 栓钉剪力汇总

Table 3. Summary of stud shear forces

剪跨段区域	中支座剪跨段						边支座剪跨段
挠度/mm	4	8	9	12	16	18	4	8	9	12	16	18
钢梁上栓钉剪力和/kN	395	786	882	1 138	1 388	1 489	191	380	427	547	644	680
N-LXL的界面工作状态系数	0.15	0.30	0.34	0.44	0.53	0.57	0.14	0.28	0.31	0.40	0.47	0.50
附加钢板上栓钉剪力和/kN	204	406	455	591	744	809
附加钢板的界面工作状态系数	0.12	0.25	0.28	0.36	0.45	0.49

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