Seismic Performance of CFSST Column-H-Shaped Steel Beam Joints with External Stiffening Rings
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摘要:
为研究装配式方钢管混凝土外加强环梁柱节点的抗震性能，对3个不同构造方钢管混凝土柱——H型钢梁外加强环节点进行拟静力试验，研究节点的承载力、破坏过程与破坏模式、节点区应力分布以及各抗震性能指标等. 试验研究表明：节点的破坏均出现在梁端连接区域，表现为环板外梁截面的屈曲和断裂破坏；节点的滞回曲线均呈现“梭形”，伴有明显的捏拢效应；正向与负向加载过程基本对称，在滞回曲线上可观察到转动刚度为0的“滑移段”；节点延性系数在2.55～4.20，极限转角在0.032～0.062 rad，均超过抗震规范要求；相较于整体式节点，分离式节点的延性和累积耗能分别提高60.7%和209.0%，而悬臂耗能式节点的承载力、延性和耗能能力较整体式节点分别提高38.1%、64.7%和400.3%； “分离式多层传力”与“悬臂段-耗能盖板双阶段耗能”的构造形式能有效优化节点的抗震性能；模拟与试验的滞回曲线、破坏模式吻合良好，验证了模型的有效性.
Abstract:Quasi-static tests were conducted on three types of concrete-filled square steel tube (CFSST) column-H-shaped steel beam joints with external stiffening rings featuring different structures to investigate the seismic performance of prefabricated CFSST column—H-shaped steel beam joints with external stiffening rings. The bearing capacity, failure processes and modes, stress distribution in joint zones, and various seismic performance indicators were studied. The experimental results show that joint failures all occur near the beam ends, characterized by buckling and fracture failure of the beam sections outside the diaphragm. The hysteresis curves of the joints all exhibit a “spindle shape” with significant pinching effects. The loading process is essentially symmetric in the positive and negative directions, with a sliding segment of zero rotational stiffness observed in the curves. The ductility coefficient of joints ranges from 2.55 to 4.20, and the ultimate angle of rotation is between 0.032 rad and 0.062 rad, both exceeding the requirements specified in seismic codes. Compared to the integral external stiffening rings, the separate external stiffening rings exhibit increases of 60.7% in ductility and 209.0% in cumulative energy dissipation. Meanwhile, the cantilever energy-dissipating external stiffening rings show improvements of 38.1% in bearing capacity, 64.7% in ductility, and 400.3% in energy dissipation capacity over the integral connection. This indicates that the structural configuration of “separate multi-layer force transfer” and “dual-stage energy dissipation via cantilever segments and energy-dissipating cover plates” can effectively optimize the seismic performance of joints. There is sound agreement between the simulated and experimental hysteresis curves and failure modes, validating the numerical analysis reliability.
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图 13 累积耗能-位移关系
Figure 13. Relations between cumulative energy dissipation and displacement
表 1 钢材力学性能
Table 1. Mechanical properties of steel
取样位置 厚度/mm fy/（N·mm−1） ft/（N·mm−1） Es/（ × 105 N·mm−1） ν 钢梁腹板 6 294.3 424.6 2.05 0.29 钢梁翼缘/腹板连接板/拼接板 8 346.5 457.3 2.02 0.32 方钢管柱 10 304.2 460.5 2.06 0.30 水平连接板/耗能盖板 12 276.6 444.3 2.10 0.29 整体式外环板/外环单板 16 295.3 452.5 2.06 0.31 注：fy、ft分别为钢材屈服强度与抗拉强度，Es为钢材弹性模量，ν为泊松比. 
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表 2 试件试验特征值
Table 2. Characteristic values of specimen test
试件编号 加载方向 Py/kN Δy/mm Pmax/kN Δmax/mm Pu/kN Δu/mm μ $ \overline{\mu } $ Ki/（kN·m·rad−1） $ \overline{K} $/（kN·m·rad−1） JD-1 正向 106.3 20.65 140.3 38.64 112.4 42.92 2.1 2.55 14157.4 14050.3 反向 −115.5 −14.27 −129.3 −34.03 −109.9 −42.70 3.0 13943.1 JD-2 正向 112.3 18.20 124.0 60.30 105.4 77.66 4.3 4.1 14320.1 13931.4 反向 −113.0 −18.31 −125.2 −58.31 −106.4 −72.23 3.9 13542.8 JD-3 正向 138.9 17.28 175.7 71.13 149.3 84.00 4.8 4.2 20970.3 21054.9 反向 −168.1 −22.51 −196.7 −79.4 −169.7 −80.59 3.6 21139.6 注：$ \overline{\mu } $为延性系数均值，Ki、$ \overline{K} $分别为初始转动刚度及其均值.
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表 3 有限元与试验承载力对比
Table 3. Comparison of bearing capacities of finite elements and tests
试件编号 加载方向 Pmax,t/kN Pmax,f/kN Pmax, e/% JD-1 正向 140.3 154.6 10.19 反向 −129.3 −153.6 18.79 JD-2 正向 124 124.4 0.32 反向 −125.2 −126.9 1.36 JD-3 正向 175.7 182.2 3.70 反向 −196.7 −181.6 −7.68 注：Pmax,t为试验峰值荷载，Pmax,f为有限元峰值荷载，Pmax, e=（Pmax,f－Pmax,t）/Pmax,t × 100%.
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