Mechanical property of improved hinge joint junction surface in prefabricated voided slab bridge
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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%。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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图 6 改进钢筋布置的ft与ftw的比值
Figure 6. Ratios of ft to ftw with improved steel bars arrangement
图 7 改进钢筋布置的结合面剪切破坏形态
Figure 7. Shearing failure forms of junction surface with improved steel bars arrangement
图 8 改进钢筋布置的fv与fcw的比值
Figure 8. Ratios of fv to fcw with improved steel bars arrangement
图 9 改进铰缝结构的结合面弯曲破坏形态
Figure 9. Flexural failure forms of junction surface with improved hinge joint structure
图 10 改进铰缝结构的ft与ftw的比值
Figure 10. Ratios of ft to ftw with improved hinge joint structure
图 11 改进铰缝结构的结合面剪切破坏形态
Figure 11. Shearing failure forms of junction surface with improved hinge joint structure
图 14 公式计算结果与模型试验结果比较
Figure 14. Comparison between formula calculation results and model test results
图 15 公式计算结果与模型试验结果比较
Figure 15. Comparison between formula calculation results and model test results
表 1 改进结合面钢筋布置的局部模型试验
Table 1. Local model test of improved arrangement of junction surface steel bars
分组编号 抗弯/抗剪 钢筋布置 WS-1 抗弯 无结合面钢筋 WS-2 采用间断钢筋 WS-3 采用连续钢板 JS-1 抗剪 无结合面钢筋 JS-2 采用间断钢筋 JS-3 采用连续钢板 
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表 2 改进铰缝结构的局部模型试验
Table 2. Local model test of improved hinge joint structure
分组编号 抗弯/抗剪 铰缝结构 WS-4 抗弯 NC浅铰缝 WS-5 UHPC深铰缝 WS-6 UHPC浅铰缝 JS-4 抗剪 NC浅铰缝 JS-5 UHPC深铰缝 JS-6 UHPC浅铰缝
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表 3 改进钢筋布置的抗弯试验结果
Table 3. Flexural test result with improved steel bar arrangement
试件编号 Mc/(kN·m) ft/MPa ft/ftw 实测值 有效值 实测值 有效值 WS-1-1 10.3 1.42 1.29 0.43 0.39 WS-1-2 10.0 1.38 0.42 WS-1-3 9.5 1.31 0.40 WS-2-1 17.2 2.37 2.56 0.72 0.70 WS-2-2 18.5 2.55 0.77 WS-2-3 20.0 2.75 0.84 WS-3-1 14.5 2.00 2.23 0.62 0.57 WS-3-2 15.0 2.07 0.64 WS-3-3 18.0 2.48 0.77
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表 4 改进钢筋布置的抗剪试验结果
Table 4. Shearing test results with improved steel bars arrangement
试件编号 Vc/kN fv/MPa fv/fcw 实测值 有效值 实测值 有效值 JS-1-1 75 0.52 0.45 0.018 0.015 JS-1-2 66 0.46 0.016 JS-1-3 70 0.49 0.017 JS-2-1 115 0.80 0.77 0.028 0.027 JS-2-2 126 0.88 0.030 JS-2-3 116 0.81 0.028 JS-3-1 120 0.83 0.80 0.029 0.028 JS-3-2 144 1.00 0.036 JS-3-3 130 0.90 0.037
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表 5 改进铰缝结构的抗弯试验结果
Table 5. Flexural test result with improved hinge joint structure
试件编号 Mc/(kN·m) ft/MPa ft/ftw 实测值 有效值 实测值 有效值 WS-4-1 6.0 1.33 1.30 0.40 0.40 WS-4-2 7.0 1.55 0.47 WS-4-3 7.2 1.60 0.49 WS-5-1 11.3 1.56 1.46 0.47 0.44 WS-5-2 10.7 1.47 0.45 WS-5-3 11.1 1.53 0.46 WS-6-1 7.5 1.66 1.57 0.51 0.48 WS-6-2 8.5 1.89 0.57 WS-6-3 7.5 1.66 0.51
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表 6 改进铰缝结构的抗剪试验结果
Table 6. Shearing test result with improved hinge joint structure
试件编号 Vc/(kN·m) fv/MPa fv/fcw 实测值 有效值 实测值 有效值 JS-4-1 35 0.34 0.33 0.012 0.011 JS-4-2 43 0.41 0.014 JS-4-3 40 0.38 0.013 JS-5-1 112 0.78 0.74 0.027 0.026 JS-5-2 125 0.87 0.030 JS-5-3 113 0.78 0.027 JS-6-1 68 0.65 0.64 0.023 0.022 JS-6-2 73 0.70 0.024 JS-6-3 78 0.75 0.026
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