Positive bending performance test of UHPC-NC-steel plate composite bridge deck
Article Text (Baidu Translation)
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摘要: 为探究新型UHPC-NC-钢板组合桥面板纵向抗正弯性能，开展了桥面板在纵向正弯矩作用下的抗弯承载能力试验研究，研究了桥面板正弯矩作用下的破坏形态、承载能力、界面滑移特征和应变发展规律，对比了不同规范中UHPC-NC界面抗剪承载能力计算公式，提出了UHPC-NC-钢板组合桥面板抗弯极限承载力计算分析方法。试验结果表明：在达到极限荷载之前，组合桥面板横截面变形符合平截面假定，UHPC-NC-钢板组合桥面板在正弯矩作用下的初裂荷载达161 kN，具有优秀的抗裂性能，UHPC-NC界面和钢板-NC界面的整体相对滑移较小，两者的相对滑移量几乎为0，说明PBL剪力键可以保证钢板和NC层的协同受力，使钢板和NC层的变形保持一致；最终破坏时，UHPC-NC界面脱粘，界面处剪应力集中，导致剪弯段内NC层发生剪切破坏；组合板在发生剪切破坏前，具有侧面45°斜裂缝贯穿NC层、UHPC-NC界面处裂缝横向发展以及UHPC-NC界面脱粘等一系列破坏征兆，且破坏后组合板仍保持较好的延性，NC层和UHPC层脱粘荷载值及极限荷载值分别为753.2和810.0 kN；得到的UHPC-NC-钢板组合桥面板抗正弯极限承载力计算值与试验值吻合度为94%，计算结果略偏安全，可为同类工程的设计提供参考依据。
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关键词:
- 桥梁工程 /
- UHPC-NC-钢板组合桥面板 /
- 抗弯性能试验 /
- UHPC-NC界面 /
- UHPC-NC层厚比
Abstract: An experimental study was conducted on the bending bearing capacity of a novel UHPC-NC-steel plate composite bridge deck under longitudinal positive bending moments to investigate its longitudinal positive bending performance. The failure modes, bearing capacity, interface slip characteristics, and strain development under positive bending moments were examined. The calculation formulas for the shear capacity of the UHPC-NC interface from different standards were compared, and a calculation and analysis method was proposed for the ultimate bending bearing capacity of UHPC-NC-steel plate composite bridge decks. Experimental results show that before reaching the ultimate load, the deformation of the composite bridge deck cross-section conforms to the plane section assumption, and the initial cracking load of the UHPC-NC-steel plate composite bridge deck under positive bending moment reaches 161 kN. This indicates it possesses excellent crack resistance. The overall relative slip between the UHPC-NC interface and the steel plate-NC interface is small. The relative slip between the two is almost zero. This indicates that the PBL shear keys ensure the collaborative load-bearing of the steel plate and NC layer, making the deformation of the steel plate and NC layer consistent. Upon final failure, shear stress concentration occurs at the UHPC-NC interface after debonding of the interface, leading to shear failure in the NC layer within the shear-bending section. Before shear failure, the composite deck exhibits a series of damage signs, such as 45° diagonal cracks on the side face through the NC layer, transverse cracks in the UHPC-NC interface, and debonding of the UHPC-NC interface. Even after failure, the composite deck retains good ductility. The debonding load value of the NC layer and UHPC layer and the ultimate load value are 753.2 kN and 810.0 kN, respectively. The calculated ultimate positive bending capacity of the UHPC-NC-steel plate composite bridge deck has a coincidence degree of 94% with the experimental results. The calculation results are slightly conservative, which can serve as a reference for similar engineering designs. -
图 3 加载装置和位移、滑移测点布置(单位：mm)
Figure 3. Loading device and displacement, slip measurement point arrangement (unit: mm)
图 11 沿截面高度方向的应变分布
Figure 11. Strain distribution throughout the cross sectional height
图 17 组合桥面板抗弯极限承载力计算
Figure 17. Calculation of ultimate bending bearing capacity of composite bridge deck
图 18 UHPC-NC-钢板组合桥面板有限元模型
Figure 18. Finite element model of UHPC-NC-steel plate composite bridge deck
图 20 层厚比参数分析结果对比
Figure 20. Comparison of analysis results of layer thickness ratio parameters
表 1 单位面积桥面板材料使用量
Table 1. Amount of bridge deck material used per unit area
桥面类别 传统正交异性钢桥面 钢-UHPC轻型组合桥面 UHPC-NC-钢板组合桥面 构造措施 正交异性桥面+沥青铺装 正交异性桥面+UHPC层+沥青铺装 平钢板+NC层+UHPC层+沥青铺装 局部刚度/(N·m2) 4.80×104 1.82×106 1.28×107 钢板用量/t 0.174 2 0.174 2 0.072 6 钢筋用量/t 0 0.024 5 0.027 4 UHPC用量/m3 0 0.05 0.05 NC用量/m3 0 0 0.10 沥青用量/m3 0.10 0.05 0.05 材料总价/元 1 742+300=2 042 1 742+123+400+150=2 415 363+137+400+60+150=1 110 
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表 2 NC和UHPC性能指标
Table 2. Properties parameters of NC and UHPC
材料 立方体抗压强度/MPa 轴心抗压强度/MPa 弹性模量/GPa 抗拉强度/MPa NC 62.6 45.6 32.0 UHPC 186.2 145.4 51.5 8.2
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表 3 钢材性能指标
Table 3. Properties parameters of steel
材料 厚度/mm 直径/mm 弹性模量/GPa 屈服强度/MPa 极限强度/MPa 钢板 Q345 8 206 350 458 Q345 10 206 358 482 钢筋 ϕ10 10 200 386 562 ϕ12 12 200 408 574
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表 4 理论计算结果与试验值
Table 4. Theoretical calculation results and experimental values
规范 Vn/kN Mu/(kN·m) Mct/(kN·m) Mu/Mct AASHTO LRFD 1 881.5 335.0 344.3 0.97 Eurocode 1 378.2 302.2 344.3 0.88
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表 5 有限元与公式计算结果
Table 5. Finite element and formula calculation results
UHPC-NC层厚比 有限元极限荷载/kN 有限元极限弯矩Mca/(kN·m) 公式计算弯矩Mu/(kN·m) Mca/Mu 2∶3 682 290.0 281.5 1.03 1∶2 809 343.8 322.0 1.06 1∶4 827 351.5 348.0 1.01
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