组合梁斜拉桥索梁锚固区桥面板斜向开裂机理与配筋设计方法

孟俊苗; 刘永健; 王兴

doi:10.19818/j.cnki.1671-1637.2022.06.007

组合梁斜拉桥索梁锚固区桥面板斜向开裂机理与配筋设计方法

doi: 10.19818/j.cnki.1671-1637.2022.06.007

孟俊苗^1,,
刘永健^{1, 2, ,},
王兴³

1.
长安大学公路学院，陕西西安 710064
2.
长安大学公路大型结构安全教育部工程研究中心，陕西西安 710064
3.
中交第二公路工程局有限公司，陕西西安 710065

基金项目:

国家自然科学基金项目 51978061

浙江省交通运输厅科技计划项目 2020030

详细信息

作者简介:
孟俊苗(1987-)，女，陕西西安人，长安大学讲师，工学博士，从事桥梁结构力学性能研究

通讯作者:
刘永健(1966-)，男，江西玉山人，长安大学教授，工学博士

中图分类号: U445.7
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- 文章访问数: 447
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- 被引次数: 0
出版历程
- 收稿日期: 2022-06-15
- 刊出日期: 2022-12-25

Diagonal cracking mechanism and reinforcement design method of bridge decks in cable-girder anchorage zone of composite girder cable-stayed bridge

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Research Center of Highway Large Structure Engineering on Safety, Ministry of Education, Chang'an University, Xi'an 710064, Shaanxi, China
3.
CCCC Second Highway Engineering Co., Ltd., Xi'an 710065, Shaanxi, China

Funds:

National Natural Science Foundation of China 51978061

Science and Technology Planning Project of Zhejiang Provincial Department of Transportation 2020030

More Information

Author Bio:
MENG Jun-miao (1987–), female, born in Xi'an, Shaanxi Province, lecturer of Chang'an University, doctor of engineering. Research interest: mechanical properties of bridge structures. E-mail: mengjm@chd.edu.cn

LIU Yong-jian (1966–), male, born in Yushan, Jiangxi Province, professor of Chang'an University, doctor of engineering. E-mail: liuyongjian@chd.edu.cn

摘要

摘要: 为揭示组合梁斜拉桥在悬拼施工时，索梁锚固区斜向裂缝的开裂机理，从实际受力状态出发，分析了该区域桥面板剪应力和正应力的分布特点，并结合应力莫尔圆理论给出了裂缝成因及其形态特征；基于相关规范及桁架模型，提出了斜向配筋和L形配筋设计的抗裂措施；通过台州湾跨海大桥实例分析，验证了锚固区桥面板的应力分布特点与配筋方法的有效性。研究结果表明：悬拼施工时，锚固区桥面板的面内剪应力主要由拉索索力的竖向分力和水平分力提供，纵、横桥向正应力主要由吊重荷载引起的斜拉桥整体弯矩、拉索索力增加引起的局部负弯矩和局部承压提供；纵桥向正应力的增加是引起索梁锚固区主拉应力变大的主要原因，当主拉应力大于混凝土抗拉强度时，桥面板存在较大的斜向开裂风险；考虑到局部承压的作用，裂缝一般首先出现在索梁锚固点附近的桥面板顶部；当逐渐远离锚固区时，局部负弯矩及局部承压影响减小，桥面板顶板正应力减小，主拉应力减小，裂缝的发展方向与纵桥向夹角逐渐减小，同时，桥面板底板正应力由压应力变成拉应力，主拉应力增大，裂缝产生贯通的可能性增大；基于混凝土板斜向开裂的桁架模型，对索梁锚固区配置L形抗裂钢筋，顶板最大主拉应力降低了1.26 MPa，其中，纵桥向正应力最大可减小0.91 MPa，面内剪应力可减小0.50 MPa，即配置抗裂钢筋能够达到一定的抗弯和抗剪的效果。
- 桥梁工程 /
- 组合梁斜拉桥 /
- 悬拼施工 /
- 索梁锚固区 /
- 斜向裂缝 /
- 开裂机理 /
- 配筋设计
Abstract: In order to reveal the cracking mechanism of diagonal cracks in the cable-girder anchorage zone during the cantilever erection of a composite girder cable-stayed bridge, the distribution characteristics of shear stress and normal stress of bridge decks in the zone were analyzed starting from the actual stress state. The formation cause and morphological characteristics of the cracks were obtained in light of the stress Mohr's circle theory. Depending on the relevant codes and truss model, the measures against cracks through the design of diagonal reinforcement and L-shaped reinforcement were proposed. The Taizhou Bay Oversea Bridge was taken as an example to verify the stress distribution characteristics of the bridge decks in the anchorage zone and the effectiveness of the reinforcement methods. Research results show that the in-plane shear stresses of the bridge decks in the anchorage zone are mainly provided by the vertical and horizontal components of the cable force during the cantilever erection. The normal stresses in the longitudinal and transverse directions of the bridge are mainly provided by the overall bending moment of the cable-stayed bridge due to the load from the lifting weight, the local negative bending moment caused by the increase of the cable force, and the local pressure. Among these stresses, the increase of the normal stress in the longitudinal direction of the bridge is the main reason for the increase of the principal tensile stress in the cable-girder anchorage zone. When the principal tensile stress is greater than the tensile strength of the concrete, bridge decks have a great risk of diagonal cracking. Considering the effect of local pressure, cracks generally first appear at the top of bridge decks near the cable-girder anchor point. When gradually away from the anchorage zone, the influences of local negative bending moment and local pressure decreases, thus the normal stress at the top plate of bridge decks, and the principal tensile stress, and the included angle between the development direction of the crack and the longitudinal direction of the bridge becomes smaller gradually. At the same time, the normal stress of the bottom plate of bridge decks changes from compressive stress to tensile stress, and the principal tensile stress increases, which enhances the possibility of crack penetration. With the use of the truss model of diagonal cracking of concrete slab, the L-shaped crack-resistant reinforcement is deployed in the cable-girder anchorage zone. The maximum principal tensile stress of the top plate reduces by 1.26 MPa, in which the maximum normal stress in the longitudinal direction of the bridge reduces by 0.91 MPa, and the in-plane shear stress reduces by 0.50 MPa. Therefore, the crack-resistant reinforcement is capable of resisting bending and shear to some extent.
- bridge engineering /
- composite girder cable-stayed bridge /
- cantilever erection /
- cable-girder anchorage zone /
- diagonal crack /
- cracking mechanism /
- reinforcement design

HTML全文

图 1 斜拉桥拉索索力

Figure 1. Cable forces of cable-stayed bridge

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图 2 组合梁拉索索力水平分力分配

Figure 2. Distribution of horizontal components of cable force of composite beam

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图 3 组合梁拉索索力竖向分力分配

Figure 3. Distribution of vertical components of cable force of composite beam

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图 4 斜拉桥悬臂施工弯矩

Figure 4. Bending moments in cantilever erection of cable-stayed bridge

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图 5 锚固区纵、横桥向弯矩

Figure 5. Longitudinal and transverse bending moments in anchorage zone

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图 6 索梁锚固区桥面板底部局部承压

Figure 6. Local pressures at bottom of bridge deck in cable-girder anchorage zone

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图 7 索梁锚固区桥面板应力

Figure 7. Stresses of bridge deck in the cable-girder anchorage zone

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图 8 桥面板斜向开裂示意

Figure 8. Schematic of diagonal cracking of bridge deck

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图 9 混凝土板斜向开裂桁架模型

Figure 9. Truss models of diagonal cracks in concrete slab

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图 10 台州湾跨海大桥通航孔桥立面布置

Figure 10. Elevation layout of navigation opening bridge of Taizhou Bay Oversea Bridge

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图 11 台州湾跨海大桥通航孔桥主梁标准横断面

Figure 11. Standard cross section of girder of navigation opening bridge of Taizhou Bay Oversea Bridge

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图 12 台州湾跨海大桥桥面板斜裂缝

Figure 12. Diagonal cracks deck of Taizhou Bay Oversea Bridge

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图 13 混合单元有限元模型

Figure 13. Finite element model of mixed element

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图 14 6^#梁段索梁锚固区桥面板顶部应力

Figure 14. Stress of top plate of bridge deck in cable-girder anchorage zone of 6^# segment

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图 15 7^#梁段索梁锚固区桥面板顶部应力

Figure 15. Stresses of top plate of bridge deck in cable-girder anchorage zone of 7^# segment

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图 16 负弯矩区混凝土桥面板斜向钢筋布置

Figure 16. Diagonal reinforcement layout of concrete bridge deck in negative bending moment zone

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图 17 负弯矩区混凝土桥面板L形钢筋布置

Figure 17. L-shape reinforcement layout of concrete bridge deck in negative bending moment zone

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图 18 抗裂钢筋模拟与Mises应力分布

Figure 18. Simulation and Mises stress distribution of anti-crack reinforcement

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图 19 锚固区桥面板主拉应力分布

Figure 19. Principal stress distributions of bridge deck in anchorage zone

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图 20 桥面板顶板应力沿开裂方向变化曲线

Figure 20. Change curves of stress of top plate of bridge deck along cracking direction

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表 1 6^#、7^#梁段索梁锚固区最大主拉应力点应力

Table 1. Stresses at maximum principal tensile stress points in cable-girder anchorage zones of 6^# and 7^# segments MPa

应力	6^#梁段索梁锚固区						7^#梁段索梁锚固区
	桥面板顶部			桥面板底部			桥面板顶部			桥面板底部
	吊装前	吊装时	变化量	吊装前	吊装时	变化量	吊装前	吊装时	变化量	吊装前	吊装时	变化量
主拉应力	1.70	4.31	2.61	-0.14	0.29	0.43	2.17	4.34	2.17	-0.21	-0.07	0.14
纵桥向正应力	0.07	3.75	3.68	-3.22	-1.86	1.36	0.86	3.76	2.90	-2.77	-2.11	0.66
横桥向正应力	0.18	0.50	0.32	-1.86	-2.29	-0.43	0.49	0.69	0.20	-2.04	-2.74	-0.70
面内剪应力	-1.46	-1.45	0.01	-0.21	-0.36	-0.15	-1.48	-1.45	0.03	-0.27	0.05	0.32

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表 2 索梁锚固区组合截面有效宽度

Table 2. Effective widths of composite cross section in cable-girder anchorage zone m

截面位置	b_ec	b_es^t	b_es^b
纵桥向	0.646	0.210	0.420
横桥向	1.580	0.577	1.872

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表 3 配置抗裂钢筋前后顶底板应力

Table 3. Stresses of top and bottom plates of bridge deck with and without crack resistant reinforcement MPa

应力	桥面板顶部			桥面板底部
应力	无抗裂钢筋	有抗裂钢筋	差值	无抗裂钢筋	有抗裂钢筋	差值
主拉应力	4.34	3.08	-1.26	-0.07	-0.14	-0.07
纵桥向正应力	3.76	2.85	-0.91	-2.11	-2.16	-0.05
横桥向正应力	0.69	-0.21	-0.90	-2.74	-2.48	0.26
面内剪应力	-1.45	-0.84	0.61	0.05	0.03	-0.02

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