STUDY ON THE IMPACT RESISTANCE OF DOUBLE-COLUMN CONCRETE-FILLED STEEL TUBULAR BRIDGE PIERS CONSIDERING THE SUPERSTRUCTURE MASS
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摘要: 钢管混凝土(CFST)构件可充分发挥钢管与核心混凝土优点，在桥梁墩柱中已得到应用，抗撞设计是其在墩柱中推广应用的关键问题。因此，该文基于LS-DYNA有限元软件建立了56个车辆撞击双柱CFST桥墩分析模型并进行抗撞机理与参数分析。基于前期落锤撞击结果与实车撞击试验验证了模型可靠性；对典型工况下撞击力和桥墩塑性应变发展、内力分布和能量转换进行研究并重点分析了含钢率、轴压比、货物刚度、车辆质量和速度对CFST桥墩撞击力和侧向位移分布的影响规律；采用等效静力法计算得到25 ms等效车辆撞击力(ESF25)并对AASHTO规程建议值进行评估，提出车撞CFST桥墩撞击力预测公式。结果表明：车辆撞击下CFST桥墩钢管与核心混凝土协同工作，钢管是主要耗能部件；由于上部结构和桥墩惯性作用，不同撞击时刻桥墩内力分布具有显著差异；车辆质量与速度对撞击力发展影响显著，含钢率与轴压比影响较小，货物弹性模量在2000 MPa内变化时影响较大；建议的撞击力公式可较好预测考虑上部质量影响的CFST桥墩撞击力。Abstract: Concrete-filled steel tubular (CFST) members combine the advantages of steel tube and core concrete, which has been gradually employed in bridge piers, and the impact resistance is a key issue to promote its application. For this purpose, a total of 56 finite element (FE) models of double-column CFST piers subjected to vehicle collision were established using LS-DYNA software, and mechanism analysis as well as parameter studies of impact resistance were performed. The FE models were verified by comparing with the data of the drop-hammer impact and the actual vehicle-impact test. The impact force, the plastic strain development, internal force distribution and energy conversion of typical CFST piers were investigated. The effects of steel ratio, axial-load ratio, cargo stiffness, vehicle mass and speed on the impact force and lateral-displacement distribution were analyzed. The equivalent static force method was used to calculate the 25 ms equivalent vehicle impact force (ESF25), and then the recommended value of AASHTO code was evaluated. The equation for the impact force of CFST piers was proposed. The results showed that steel tubes and concrete can work together well under vehicle impact, and steel tubes are the main energy-absorbing component. Due to the existence of the upper mass and the inertial force, the internal force distribution of the piers corresponding to different impact phases is significantly different. Parametric studies indicated that the vehicle mass and speed have significant influences on the evolution of impact force, while the effects of steel ratio and axial load ratio are marginal. In addition, the Young’s modulus of cargo has an obvious effect when it varies within 2000 MPa. The proposed equation could well predict the impact force of CFST piers considering the influence of the upper mass.
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图 3 有限元与试验结果对比(破坏模式)
Figure 3. Comparison of the failure pattern between FE and test results
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图 4 有限元与试验结果对比(撞击力与挠度)
Figure 4. Comparison of the impact force and deflection between FE and test results
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图 8 撞击力随高度和时间分布等值线图
Figure 8. Contours of impact force distribution along the pier height and time
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图 12 碰撞过程桥墩部件能量分配
Figure 12. Energy distribution among bridge pier components during collision
表 1 材料参数
Table 1 Material parameters
部件 材料模型 参数 值 混凝土 *MAT_072R3
(*MAT_CONCRETE_DAMAGE_REAL3)密度 2400 kg/m3 抗压强度 31.6 MPa 泊松比 0.2 钢管 *MAT_003
(*MAT_PLASTIC_KINEMATIC)密度 7850 kg/m3 弹性模量 201 GPa 屈服强度 355 MPa 切线模量 1500 MPa 泊松比 0.3 失效应变 0.2 钢筋 *MAT_003
(*MAT_PLASTIC_KINEMATIC)密度 7850 kg/m3 弹性模量 201 GPa 屈服强度 400 MPa 泊松比 0.3 失效应变 0.2 
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表 3 设计工况参数
Table 3 Parameters of designed conditions
参数类别 编号 含钢率α 轴压比n 货物弹性模量E/MPa 车辆质量m/t 车辆速度v/(km/h) 含钢率 M12-V100-α6-n0.1-E2000 0.06 0.1 2000 12 100 M12-V100-α8-n0.1-E2000 0.08 0.1 2000 12 100 M12-V100-α10-n0.1-E2000 0.10 0.1 2000 12 100 M12-V100-α12-n0.1-E2000 0.12 0.1 2000 12 100 轴压比 M12-V100-α8-n0.01-E2000 0.08 0.01 2000 12 100 M12-V100-α8-n0.03-E2000 0.08 0.03 2000 12 100 M12-V100-α8-n0.07-E2000 0.08 0.07 2000 12 100 M12-V100-α8-n0.1-E2000 0.08 0.1 2000 12 100 货物弹性模量 M12-V100-α8-n0.1-E200 0.08 0.1 200 12 100 M12-V100-α8-n0.1-E2000 0.08 0.1 2000 12 100 M12-V100-α8-n0.1-E20000 0.08 0.1 20000 12 100 M12-V100-α8-n0.1-E200000 0.08 0.1 200000 12 100 车辆质量 M6-V100-α8-n0.1-E2000 0.08 0.1 2000 6 100 M12-V100-α8-n0.1-E2000 0.08 0.1 2000 12 100 M18-V100-α8-n0.1-E2000 0.08 0.1 2000 18 100 M24-V100-α8-n0.1-E2000 0.08 0.1 2000 24 100 车辆速度 M12-V80-α8-n0.1-E2000 0.08 0.1 2000 12 80 M12-V100-α8-n0.1-E2000 0.08 0.1 2000 12 100 M12-V120-α8-n0.1-E2000 0.08 0.1 2000 12 120 M12-V140-α8-n0.1-E2000 0.08 0.1 2000 12 140 注：“M12-V100-α8-n0.1-E2000”表示车辆质量为12 t、速度为100 km/h、桥墩含钢率为8%、轴压比为0.1、货物弹性模量为2000 MPa。
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