Axial compressive performance of round-ended UHPC-filled aluminum alloy tube columns after lateral impact
Article Text (Baidu Translation)
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摘要: 为探究侧向冲击损伤对圆端形铝合金管约束UHPC（RE-UCFAT）墩柱轴压性能的影响机制，首先开展落锤冲击试验对其施加初始损伤，继而开展轴压试验，系统量化了冲击损伤对构件残余极限承载力及轴向刚度的削弱效应；建立了经参数校准的精细化有限元模型，揭示了冲击损伤演化机理；基于统一理论与有效约束分区思想，提出了适用于RE-UCFAT墩柱的极限承载力计算方法；通过解耦截面实体损伤与整体稳定折减效应，建立了包含能量-轴压交叉耦合的残余承载力预测模型。研究结果表明：圆端形铝合金管对核心UHPC具有良好的约束作用，构件典型破坏模式为弱轴剪切破坏；侧向冲击导致构件承载力与刚度显著退化，且直边损伤造成的性能衰减显著大于曲边损伤；高轴压比下冲击损伤会诱导破坏模式发生转变，直边损伤因引入二阶效应导致构件转为弯剪联合破坏，而曲边损伤则因引入冲切损伤诱发强轴剪切破坏。所建立的数值模型及2类承载力分析模型精度较高，可为该类新型组合墩柱的抗撞设计与评估提供理论依据。Abstract: To investigate the influence mechanism of lateral impact damage on the axial compressive performance of round-ended UHPC-filled aluminum alloy tube (RE-UCFAT) columns, drop-weight impact tests were first conducted to apply initial damage, and axial compression tests were then carried out to systematically quantify the weakening effects of impact damage on the residual ultimate load-carrying capacity and axial stiffness of members. A refined parameter-calibrated finite element model was established to reveal the evolution mechanism of impact damage. Based on the unified theory and the idea of effective confinement zoning, a calculation method for the ultimate load-carrying capacity applicable to RE-UCFAT columns was proposed. By decoupling the cross-sectional solid damage and the overall stability reduction effect, a prediction model for residual load-carrying capacity containing energy-axial compression cross-coupling was established. Research results indicate that the round-ended aluminum alloy tube has a good confinement effect on the core UHPC, and the typical failure mode of the member is weak-axis shear failure. The lateral impact leads to significant degradation of the load-carrying capacity and stiffness of the member, and the performance attenuation caused by straight-edge damage is significantly greater than that caused by curved-edge damage. Under a high axial compression ratio, the impact damage induces a transition in the failure mode. The straight-edge damage causes the member to shift to combined bending-shear failure by introducing the second-order effect, while the curved-edge damage induces strong-axis shear failure by introducing punching shear damage. Validation results show that the established numerical model and the two types of analytical models for load-carrying capacity have high accuracy and can provide a theoretical basis for the impact-resistant design and assessment of this novel type of composite columns.
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图 4 基准试件和约束试件破坏模态
Figure 4. Failure modes of baseline specimens and constrained specimens
图 8 基准与约束试件荷载-位移曲线
Figure 8. Load-displacement curves of baseline and constrained specimens
图 10 曲边损伤试件荷载-位移曲线
Figure 10. Load-displacement curves of specimens with arc-side damage
图 11 直边损伤试件荷载-位移曲线
Figure 11. Load-displacement curves of specimens with long-side damage
图 15 未冲击试件试验和模拟结果对比
Figure 15. Comparison between experimental and numerical results of unimpacted specimens
图 16 冲击损伤试件极限承载力试验值和模拟值对比
Figure 16. Comparison of experimental and numerical ultimate load-carrying capacities for impact-damaged specimens
图 17 冲击损伤试件的损伤演化和典型破坏模式
Figure 17. Damage evolution and typical failure modes of impact-damaged specimens
图 19 残余承载力预测曲面与散点数据拟合对比
Figure 19. Comparison of theoretical prediction surfaces and scattered data for the residual capacity
表 1 试件主要参数
Table 1. Main parameters of specimens
试件编号 试件类型 n Ek/kJ m/kg 冲击位置 RE-U-B 基准试件 RE-U-C 约束试件 n2-m1-A 冲击损伤试件 0.2 1.1 86 曲边 n2-m1-L 直边 n2-m2-A 1.6 126 曲边 n2-m2-L 直边 n3-m1-A 0.3 1.1 86 曲边 n3-m1-L 直边 n3-m2-A 1.6 126 曲边 n3-m2-L 直边 n4-m1-A 0.4 1.1 86 曲边 n4-m1-L 直边 n4-m2-A 1.6 126 曲边 n4-m2-L 直边 注：试件编号中RE代表圆端形，U代表UHPC，B和C分别代表基准和约束，L和A分别代表直边（平直段）和曲边（圆弧段）。 
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表 2 轴压试验主要结果
Table 2. Main results of axial compression tests
试件编号 Ne0.75/kN Δe0.75/mm ky/（kN·mm-1） Nu/kN Δu/mm 破坏模式 RE-U-B 1 080.7 3.17 340.9 1 440.9 4.14 弱轴剪切 RE-U-C 1 019.6 3.72 274.1 1 359.4 7.00 弱轴剪切 n2-m1-A 845.6 2.80 316.3 1 127.5 3.54 弱轴剪切 n2-m2-A 741.3 2.56 289.6 988.4 4.17 弱轴剪切 n2-m1-L 675.7 2.82 299.5 900.9 3.44 弱轴剪切 n2-m2-L 543.5 2.30 236.3 724.6 2.98 弱轴剪切 n3-m1-A 887.0 2.87 309.1 1 182.7 4.25 弱轴剪切 n3-m2-A 792.8 2.80 283.2 1 057.1 4.79 强轴剪切 n3-m1-L 765.7 2.69 284.6 1 020.9 3.49 弱轴剪切 n3-m2-L 676.6 2.73 247.8 902.1 3.60 弱轴剪切+ 整体弯曲 n4-m1-A 710.1 2.97 239.1 946.8 3.43 强轴剪切 n4-m2-A 644.7 3.61 178.6 859.6 4.99 强轴剪切 n4-m1-L 672.1 2.41 278.9 896.1 3.69 弱轴剪切 n4-m2-L 548.3 3.26 168.2 731.0 3.94 弱轴剪切+ 整体弯曲
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表 3 墩柱损伤评估
Table 3. Damage level assessment of columns
损伤指数 （0，0.2] （0.2，0.5] （0.5，0.8] （0.8，1.0] 损伤级别 轻微 中度 重度 损坏
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表 4 试验、模拟与计算结果对比
Table 4. Comparison of experimental and numerical results with calculated results
试件编号 Nu，test/kN Nu，FEM/kN Nu，c1/kN Nu，c2/kN {δFEM，δc1，δc2}/% RE-U-B 1 440.9 1 495.4 1 546.5 1 436.0 {3.78，7.33，-0.34} RE-U-C 1 359.4 1 371.7 1 434.4 1 308.2 {0.90，5.52，-3.77} RE-U-B-180×70 1 848.3 1 879.8 1 740.5 {—，-1.68，6.19} RE-U-C-180×70 1 659.1 1 751.4 1 592.8 {—，-5.27，4.16} RE-U-B-280×100 2 181.8 2 262.2 2 002.9 {—，-3.56，8.93} RE-U-C-280×100 2 006.2 2 128.8 1 854.1 {—，-5.76，8.20}
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