Seismic performance of ultra-high performance concrete-filled FRP tube composite columns reinforced with steel-FRP composite bars
Article Text (Baidu Translation)
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摘要: 为解决结构锈蚀并减小结构残余变形，提出了一种新型的钢-纤维增强复合材料复合筋(SFCB)增强FRP管超高性能混凝土(UHPC-FFT)组合柱，通过拟静力试验和有限元模型研究其抗震性能；探讨了纵筋类型、轴压比、FRP管厚度、管材类型、混凝土类型和配筋率对UHPC-FFT组合柱抗震性能的影响；基于已验证的纤维模型，分析了SFCB的截面含钢率、内芯钢筋屈服强度、外包FRP弹性模量和极限抗拉强度对组合柱抗震性能的影响。研究结果表明：与带钢筋和FRP筋的UHPC-FFT组合柱相比，带SFCB的组合柱的滞回曲线最饱满，承载力和耗能能力最大；当轴压比由0.15提高至0.25时，组合柱的初始刚度和承载力随之提高，但降低了延性和耗能，并增大了残余变形；由于FRP管对UHPC的环向约束能力有限，将FRP管厚度从4 mm增加至6 mm对组合柱的抗震性能影响较为有限；使用抗压强度高、韧性好的UHPC和增大配筋率均可有效提高组合柱的抗震性能；提高内芯钢筋强度可以提高组合柱的承载力、抗变形能力，且不影响延性、初始刚度和刚度退化速率；增大SFCB的外包FRP弹性模量能够提高组合柱的抗震性能，但也会导致组合柱由于外包FRP断裂而过早发生破坏，建议选用弹性模量为55 GPa的FRP。
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关键词:
- 桥梁工程 /
- 抗震性能 /
- 拟静力试验 /
- 钢-FRP复合筋 /
- FRP管超高性能混凝土组合柱
Abstract: A novel steel-fiber reinforced polymer composite bar (SFCB) to reinforce ultra-high performance concrete-filled FRP tubes (UHPC-FFT) was proposed to address structural corrosion and minimize residual deformation. The seismic performance of these columns was investigated through quasi-static tests and finite element modeling. Parameters including longitudinal reinforcement type, axial load ratio, FRP tube thickness, tube material type, concrete type, and reinforcement ratio were examined for their effects on seismic behavior. Furthermore, based on a validated fiber model, the influences of SFCB cross-sectional steel ratio, core steel bar yield strength, external FRP elastic modulus, and ultimate tensile strength on the seismic performance were analyzed. The results indicate that UHPC-FFT columns reinforced with SFCBs exhibit fuller hysteretic loops, higher load-carrying capacity, and superior energy dissipation compared to those with conventional steel or FRP bars. Increasing axial load ratio from 0.15 to 0.25 enhances the initial stiffness and load-bearing capacity of the composite columns but reduces ductility and energy dissipation while increasing residual deformation. Increasing the FRP tube thickness from 4 to 6 mm shows limited improvement in seismic performance due to the limited circumferential confinement capacity of FRP tubes for UHPC. UHPC with high compressive strength and good toughness, as well as an increased reinforcement ratio, effectively enhances the seismic performance of the composite columns. Increasing the strength of the inner steel bar improves both bearing capacity and deformation of the composite columns without compromising ductility, initial stiffness, or stiffness degradation rate. Although a higher elastic modulus of the external FRP in SFCBs can improve the seismic performance of the composite columns, it may also lead to premature failure caused by FRP fracture. An FRP with an elastic modulus of 55 GPa is therefore recommended. -
图 1 组合柱尺寸与构造(单位：mm)
Figure 1. Dimension and configuration of composite column (unit: mm)
图 8 UHPC-FFT组合柱破坏形态(试件S1)
Figure 8. Failure patterns of UHPC-FFT composite column (specimen S1)
图 9 UHPC-FST组合柱破坏形态(试件S6)
Figure 9. Failure patterns of UHPC-FST composite column (specimen S6)
图 16 基于OpenSees的有限元模型(试件S1)
Figure 16. Finite element model based on OpenSees (specimen S1)
图 17 不同设计参数对SFCB应力-应变曲线的影响
Figure 17. Effect of different designed parameters on stress-strain curves of SFCB
图 18 不同设计参数对SFCB增强UHPC-FFT组合柱抗震性能的影响
Figure 18. Effect of different designed parameters on seismic performance of SFCB reinforced UHPC-FFT composite columns
表 1 试件设计参数
Table 1. Design parameters of specimens
编号 混凝土 管材 纵筋 tf/mm ρs/% nc S1 UHPC FRP 6ϕS12 4.0 2.6 0.15 S2 UHPC FRP 6ϕB12 4.0 2.6 0.15 S3 UHPC FRP 6ϕH12 4.0 2.6 0.15 S4 UHPC FRP 6ϕS12 4.0 2.6 0.25 S5 UHPC FRP 6ϕS12 6.0 2.6 0.15 S6 UHPC Q235钢 6ϕS12 4.0 2.6 0.15 S7 UHPC FRP 8ϕS12 4.0 3.4 0.15 S8 C40 FRP 6ϕS12 4.0 2.6 0.15 
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表 2 NSC与UHPC的质量配合比
Table 2. Mass ratio of NSC and UHPC
混凝土类型 水胶比 水泥 砂 石子 矿粉 硅灰 粉煤灰 钢纤维体积率/% 减水剂/% NSC 0.42 1.00 1.64 2.67 1.05 UHPC 0.19 0.55 1.20 0.10 0.25 0.10 1.00 1.50
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表 3 纵筋详细参数
Table 3. Detailed parameters of longitudinal reinforcement
筋材类型 d/mm ds/mm df/mm dr/mm sr/mm as 钢筋 12 12 0 1.2 8.0 1.00 SFCB 12 6 3 1.5 10.0 0.25 BFRP筋 12 0 6 1.5 10.0 0.00
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表 4 特征荷载、位移和延性
Table 4. Characteristic load, displacement and ductility
编号 Py/kN Δy/mm Pp/kN Δp/mm Pu/kN Δu/mm μΔ S1 9.76 15.0 11.40 36.1 9.69 76.0 5.06 S2 9.34 17.3 10.10 35.0 8.56 89.7 5.19 S3 11.80 15.0 14.20 22.0 12.10 50.4 3.36 S4 11.30 18.4 11.90 25.5 10.20 41.3 2.25 S5 10.60 14.8 11.70 31.5 10.00 73.8 5.05 S6 22.80 16.3 27.00 31.8 23.00 106.0 6.52 S7 12.00 21.0 13.10 52.5 11.10 107.0 5.03 S8 7.65 15.2 8.91 24.0 7.57 53.5 3.53
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