| 装配式空心板桥改进型铰缝结合面受力性能 |
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| 引用本文： | 黄宛昆,吴庆雄,王渠.装配式空心板桥改进型铰缝结合面受力性能[J].交通运输工程学报,2022,22(6):169-181. |
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| 作者姓名： | 黄宛昆 吴庆雄 王渠 |
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| 作者单位： | 1.福州大学 土木工程学院，福建 福州 3501162.福州大学 工程结构福建省高校重点实验室，福建 福州 3501163.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 |
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| 基金项目： | 国家重点研发计划2017YFE0130300国家自然科学基金项目51808126 |
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| 摘 要： | 为了改进装配式空心板桥横向受力性能，设计了在铰缝结合面上利用连续钢板代替间断钢筋和改进铰缝结构与填充材料的2种铰缝改进措施，采用局部模型试验计算了铰缝结合面的法向和切向强度，提出了采用间断钢筋和连续钢板的铰缝结合面抗弯、抗剪承载能力计算公式。研究结果表明:局部模型试验值与公式计算值的误差不超过10%，表明所提出的抗弯、抗剪承载能力计算公式可以准确地计算采用连续钢板的铰缝结合面承载能力；未采用结合面钢筋的深铰缝，结合面法向强度为1.29 MPa，为弱侧混凝土轴心抗拉强度的39%，结合面切向强度为0.45 MPa，为弱侧混凝土轴心抗压强度的1.5%；采用间断钢筋和连续钢板的铰缝结合面法向强度较未采用结合面钢筋的铰缝分别提高了98%和73%，结合面切向强度分别提高了71%和78%；普通混凝土浅铰缝结合面法向强度为1.30 MPa，为弱侧混凝土轴心抗拉强度的40%，结合面切向强度为0.33 MPa，为弱侧混凝土轴心抗压强度的1.1%；采用UHPC填充深、浅铰缝的结合面法向强度较普通混凝土填充深、浅铰缝分别提高了13%和21%，结合面切向强度分别提高了64%和94%。
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| 关 键 词： | 桥梁工程 装配式空心板桥 局部模型试验 改进型铰缝结合面 连续钢板 超高性能混凝土 结合面强度 |
| 收稿时间： | 2022-05-21 |
Mechanical property of improved hinge joint junction surface in prefabricated voided slab bridge |
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| HUANG Wan-kun,WU Qing-xiong,WANG Qu.Mechanical property of improved hinge joint junction surface in prefabricated voided slab bridge[J].Journal of Traffic and Transportation Engineering,2022,22(6):169-181. |
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| Authors: | HUANG Wan-kun WU Qing-xiong WANG Qu |
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| Affiliation: | 1.College of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China2.Key Laboratory of Fujian Universities for Engineering Structures, Fuzhou University, Fuzhou 350116, Fujian, China3.Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China |
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| Abstract: | In order to improve the transverse mechanical property of prefabricated voided slab bridges, two hinge joint improvement methods were designed. Specifically, discontinuous steel bars could be replaced by continuous steel plates in hinge joint junction surfaces, and improved hinge joint structures and grouting materials could be used. A local model test method was adopted, and the normal and tangential strengths of the hinge joint junction surface were calculated. The formulas for calculating the flexural and shear capacities of the hinge joint junction surfaces with discontinuous steel bars and continuous steel plates were proposed. Research results indicate that the errors between the test values of local model and the calculation values from the proposed formula for calculating the flexural and shearing capacities are less than 10%, so it is proved that the proposed formula can accurately calculate the bearing capacities of hinge joint junction surface with continuous steel plate. For full-depth hinge joints without steel bars in junction surfaces, the normal strength of the junction surface is 1.29 MPa, which is 39% the axial tensile strength of weak side concrete. The tangential strength of the junction surface is 0.45 MPa, which is 1.5% the axial compressive strength of the weak side concrete. Compared with the hinge joint without steel bars in junction surface, the normal strengths of the hinge joint junction surfaces with discontinuous steel bars and continuous steel plates increase by 98% and 73%, respectively, and the tangential strengths of the junction surfaces increase by 71% and 78%, respectively. The normal strength of partial-depth hinge joint junction surfaces with normal concrete is 1.30 MPa, which is 40% the axial tensile strength of the weak side concrete. The tangential strength of the junction surfaces is 0.33 MPa, which is 1.1% the axial compressive strength of the weak side concrete. Compared with the junction surfaces with normal concrete grouting full-depth and partial-depth hinge joints, the normal strengths of the junction surfaces with UHPC grouting full-depth and partial-depth hinge joints improve by 13% and 21%, respectively, and the tangential strengths of the junction surfaces improve by 64% and 94%, respectively. 6 tabs, 15 figs, 32 refs. |
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