新型装配式倒T形空心板桥受力性能

吴庆雄; 黄宛昆; 王渠; 陈康明; 陈宝春

doi:10.19818/j.cnki.1671-1637.2019.04.002

新型装配式倒T形空心板桥受力性能

doi: 10.19818/j.cnki.1671-1637.2019.04.002

吴庆雄^{1, 2,},
黄宛昆^{1, 3},
王渠¹,
陈康明¹,
陈宝春¹

1.
福州大学土木工程学院, 福建福州 350116
2.
福州大学福建省土木工程多灾害防治重点实验室, 福建福州 350116
3.
福州大学福建省高校工程结构重点实验室, 福建福州 350116

基金项目:

国家重点研发计划项目 2017YFE0130300

国家自然科学基金项目 51678154

国家自然科学基金项目 51808126

详细信息

作者简介:
吴庆雄(1973-), 男, 福建南靖人, 福州大学研究员, 工学博士, 从事中小跨径桥梁受力性能研究

中图分类号: U443.3
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- 被引次数: 0
出版历程
- 收稿日期: 2019-02-22
- 刊出日期: 2019-08-25

Mechanical property of new type of prefabricated inverted T-shape voided slab bridge

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
2.
Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
3.
Key Laboratory of Fujian Universities for Engineering Structures, Fuzhou University, Fuzhou 350116, Fujian, China

More Information

Author Bio:
WU Qing-xiong(1973-), male, professor, PhD, wuqingx@fzu.edu.cn

摘要

摘要: 为解决现有装配式空心板桥的铰缝病害, 提出了一种新型装配式倒T形空心板桥; 进行了跨径8 m的倒T形空心板桥足尺模型试验和非线性有限元分析, 研究了车辆荷载作用下倒T形空心板桥各组成构件的应力、挠度和裂缝分布等, 得到了倒T形空心板桥的受力机理与破坏模式; 对比了倒T形空心板桥与带门式钢筋空心板桥的受力性能, 验证了倒T形空心板解决铰缝开裂问题的有效性。研究结果表明: 倒T形空心板桥的破坏过程分为弹性阶段、空心板开裂阶段、现浇结构层混凝土开裂阶段和受拉钢筋与钢板屈服阶段, 其整体受力性能良好, 极限荷载是带门式钢筋空心板桥的1.4倍; Ω形钢板上方受拉区混凝土首先达到拉应力限值3.17 MPa, 是受力薄弱部位; 由于Ω形和L形钢板的设置, 现浇结构层混凝土开裂时, 与结构层等高度的各结合面处的法向和切向黏结应力均不会超过限值2.30和0.29 MPa, 避免了结合面的黏结失效; 与带门式钢筋的空心板桥相比, 倒T形空心板构造不会减小空心板的开裂荷载, 且新旧混凝土结合面开裂在空心板开裂之后, 可从根本上解决传统空心板桥在车辆荷载作用下铰缝先于空心板开裂的问题。
- 桥梁工程 /
- 倒T形空心板桥 /
- 钢板构造 /
- 受力性能 /
- 足尺模型试验 /
- 非线性有限元
Abstract: To solve the disease of hinged joint in the existed prefabricated voided slab bridges, a new type of prefabricated inverted T-shape voided slab bridge was presented. The full-scale model experiment and the nonlinear finite element analysis on the inverted T-shape voided slab bridge with 8 m span were conducted. The stress, deflection and crack distributions of each component of inverted T-shape voided slab bridge subjected to the vehicle load were analyzed. The force mechanism and failure mode of inverted T-shape voided slab bridge were obtained. The mechanical behaviors of inverted T-shape voided slab bridge and voided slab bridge with gate-type steel bars were compared. The effectiveness of inverted T-shape voided slab solving the problem of cracking in hinged joint was verified. Research result shows that the failure process of inverted T-shape voided slab bridge can be divided into the elastic stage, cracking stage of voided slab, cracking stage of concrete in the field-cast structure layer, and yielding stage of tensile steel bars and steel plates. The inverted T-shape voided slab bridge have a good overall mechanical property, its ultimate capacity is 1.4 times of that of voided slab bridge with gate-type steel bars. The concrete in the tensile area above the Ω-shape steel plate is a weak part, for its tensile stress firstly reaching the limit 3.17 MPa. Due to the existences of Ω-shape and L-shape steel plates, when the concrete in the field-cast structure layer cracks, the normal and tangential bonding stresses of each junction surface as high as the field-cast structure layer will not exceed their limit 2.30 and 0.29 MPa, respectively, avoiding the bonding failure on the junction surface. Comparing with the mechanical property of voided slab bridge with gate-type steel bars, the inverted T-shape voided slab structure does not reduce the cracking load of voided slab, and the junction surface between the old and new concretes cracks after the cracking of voided slab. It can fundamentally solve the problem that the hinged joint cracks before the cracking of voided slab under the vehicle load.
- bridge engineering /
- inverted T-shape voided slab bridge /
- steel plate structure /
- mechanical property /
- full-scale model experiment /
- nonlinear finite element

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图 1 倒T形空心板桥构造

Figure 1. Structures of inverted T-shape voided slab bridge

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图 2 试验模型横截面

Figure 2. Cross-section of experiment model

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图 3 预制空心板构造

Figure 3. Structure of precast voided slab

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图 4 2^#板钢筋构造

Figure 4. Structure of steel bars of slab 2^#

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图 5 现浇结构层横截面构造

Figure 5. Cross section structure of field-cast structure layer

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图 6 钢板横截面(单位: mm)

Figure 6. Cross sections of steel plates (unit: mm)

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图 7 足尺试验模型

Figure 7. Full-scale experiment model

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图 8 试验加载布置(单位: mm)

Figure 8. Layouts of experiment loadings (unit: mm)

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图 9 挠度测点布置

Figure 9. Layout of displacement measuring points

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图 10 应变测点布置

Figure 10. Layouts of strain measuring points

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图 11 有限元模型网格划分

Figure 11. Mesh divisions of finite element model

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图 12 钢板网格

Figure 12. Meshes of steel plates

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图 13 倒T形空心板桥有限元模型

Figure 13. Finite element model of inverted T-shape voided slab bridge

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图 14 新旧混凝土结合面

Figure 14. Junction surfaces between new and old concretes

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图 15 结合面黏结滑移曲线

Figure 15. Bonding slipping curves of junction surface

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图 16 各板跨中挠度横向分布

Figure 16. Transverse distributions of mid-span deflection of each slab

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图 17 纵向应力分析路径

Figure 17. Analyzing paths of longitudinal stress

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图 18 现浇结构层与板的纵向应力

Figure 18. Longitudinal stresses of field-cast structure layer and slab

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图 20 跨中截面荷载-纵向应变曲线

Figure 20. Curves of loading and longitudinal strain in mid-span section

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图 19 跨中截面荷载-挠度曲线

Figure 19. Curves of loading and displacement in mid-span section

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图 21 现浇结构层纵向应力提取路径

Figure 21. Extracting paths of longitudinal stress in field-cast structure layer

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图 22 现浇结构层纵向应力分布

Figure 22. Longitudinal stress distributions in field-cast structure layer

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图 23 受力薄弱部位示意

Figure 23. Schematic of weak part

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图 24 受力薄弱部位应力采集点

Figure 24. Stress gathering points of weak part

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图 25 受力薄弱部位纵向应力-荷载曲线

Figure 25. Curves of longitudinal stress and loading of weak part

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图 26 结合面A面法向黏结应力云图

Figure 26. Normal bonding stress nephogram at interface A of junction surface

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图 27 法向黏结应力采集点

Figure 27. Gathering points of normal bonding stress

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图 28 结合面A面法向黏结应力分布

Figure 28. Distributions of normal bonding stress at interface A of junction surface

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图 29 Ω形钢板的荷载-纵向应变曲线

Figure 29. Curves of loading and longitudinal strain of Ω-shape steel plate

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图 30 单点荷载为350 kN时板底裂缝分布

Figure 30. Layout of cracks on slab bottom when single point load is 350 kN

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表 1 混凝土材料特性参数

Table 1. Material characteristic parameters of concrete

混凝土标号	轴心抗压强度/MPa	弹性模量/GPa	开裂应力/MPa	断裂能/ (N·m^-1)
C30	28.9	28.3	3.29	0.122
C40	38.8	38.4	3.68	0.150

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表 2 倒T形空心板桥与结合面带门式钢筋的空心板桥试验现象对比

Table 2. Experimental phenomenon comparison between inverted T-shape voided slab bridge and voided slab bridge with gate-type steel bars at junction surface

空心板桥构造类型	荷载/kN	对应于公路-Ⅰ级倍数	试验现象
倒T形	83	1.19	空心板横桥向开裂
	90	1.29	Ω形钢板上方受拉区混凝土底部开裂
	165	2.36	Ω形钢板上方受拉区混凝土开裂至空心板截面中性轴处
	420	6.00	受拉钢筋和钢板屈服, 空心板挠度急剧增大, 结构失去承载能力
结合面带门式钢筋	69	1.00	跨中截面铰缝结合面底部开裂
	85	1.21	空心板横桥向开裂
	199	2.84	结合面裂缝贯穿截面顶面, 形成通缝, 底部沿纵桥向裂缝长度约3.5 m
	300	4.29	在空心板1/4~3/4跨截面间底部分布横向裂缝, 1^#和3^#板外侧腹板出现竖向裂缝

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