Experimental study of the synergistic seismic performance of steel frame filled with assembled lightweight concrete wall panels
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摘要: 为了研究墙板与钢框架结构之间的协同抗震性能，对采用不同墙框连接节点的轻质混凝土拼装墙板填充钢框架进行了低周往复荷载试验。通过对比试件的承载力、滞回性能、刚度、耗能以及延性性能，探讨了轻质混凝土拼装墙板及其整体性对结构抗震性能的影响。结果表明：填充墙板钢框架结构的最终破坏形态以墙板挤压开裂，框架梁柱端部翼缘屈曲为主；轻质混凝土拼装墙板与钢框架协同工作，有利于提高结构整体的承载力和变形能力，减轻钢框架在平面内的屈曲破坏；与刚性节点相比，采用柔性节点连接墙板与钢框架对结构的承载力、层间刚度和耗能能力更为有利；增强拼装墙板的整体性，有助于提高结构整体刚度、变形和耗能能力。研究结果可为轻质混凝土拼装墙板填充钢框架结构的抗震设计提供参考。Abstract: In China, more and more buildings use assembled frame structures such as prefabricated autoclaved lightweight concrete wall panels used as the exterior wall. In structural design, these wall panels are usually considered non-structural components. However, in the event of an earthquake, the damage and collapse of these wall panels are likely to lead to casualties and economic losses. In addition to the damaged wall panels, the connection between the wall panels and the main structure is also an important factor affecting the seismic performance of the structure. The traditional connection between the wall panels and the frame can be easily damaged in an earthquake. The seismic performance of frame structures based on the new connections and the integrity of the lightweight, concrete-filled wall panels needs to be explored. To investigate the synergistic seismic performance of the wall panels and the steel frame structures, low cycle reciprocating load tests were carried out on the steel frames infilled with the lightweight concrete assembled wall panels. A new sliding joint was developed to connect the wall panels and the steel frames, and its performance was compared with the traditional hooking joints. The effect of lightweight concrete wall panels and their integrity on the seismic performance of the structures was investigated by analyzing the load-bearing capacity, hysteresis performance, stiffness, energy dissipation, and ductility of the specimens. The results show that extrusion cracking of the wall panel and buckling at the end of the frame columns are the ultimate damage modes of the filled wall panel steel frame structures. The synergy of the wall panels and the steel frame improves the load-bearing and deformation capacity of the structure as compared to a hollow frame. The structure with sliding joints is better in terms of load-bearing capacity, stiffness, and energy dissipation capacity. Enclosed by CFRP cloth, the enhanced integral wall panels can improve the ductility, stiffness, deformability, and energy dissipation capacity of the structure. It is suggested that the improved seismic performance of frame structures by the infilled wall panels should be considered in the design of prefabricated frame structures and that the wall panels and the frames should be connected by sliding joints. These experimental results can provide a reference for the seismic design of steel frame structures filled with lightweight concrete assembled wall panels.
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图 1 试件几何尺寸. (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ
Figure 1. Geometry of the specimen: (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ
图 3 墙板与框架连接节点示意. (a) 刚性节点; (b)柔性节点
Figure 3. Connectors between the panel and the frame: (a) hooking joint; (b) sliding joint
图 7 CG I破坏特征. (a) 墙板斜向裂缝; (b) 框架柱脚翼缘屈曲; (c) 墙板混凝土压碎; (d) 最终破坏
Figure 7. Damage modes of CG I: (a) diagonal cracking of wall panels; (b) buckling of the flange in the column; (c) crushing of wall panel concrete; (d) ultimate failure
图 8 CG II破坏特征. (a) 柱脚翼缘屈曲; (b) 墙板混凝土压碎; (c)最终破坏
Figure 8. Damage modes of CG II: (a) buckling of the flange in the column; (b) crushing of the wall panel; (d) ultimate failure
图 9 JG I破坏特征. (a) 柱翼缘屈曲; (b) 纤维布破坏; (c) 墙板接缝处破坏; (d) 框架柱严重屈曲; (e) 最终破坏
Figure 9. Damage modes of JG I: (a) buckling of the column flange; (b) tear of the carbon fiber cloth; (c) damage of the panel joint; (d) serious buckling of the column; (e) ultimate failure
图 10 JG II破坏特征. (a) 柱翼缘屈曲; (b) 纤维布破坏; (c) 墙板开裂; (d) 柱翼缘严重变形; (e) 最终破坏
Figure 10. Damage modes of JG II: (a) buckling of the column flange; (b) tear of the carbon fiber cloth; (c) crack of the panel; (d) serious buckling of the column; (e) ultimate failure
图 11 KJ破坏特征. (a) 焊缝开裂; (b) 柱脚屈曲; (c) 整体变形; (d) 平面外失稳
Figure 11. Damage modes of KJ: (a) welding crack; (b) buckling of the footing; (c) whole deformation; (d) out-of-plane instability
图 12 试件滞回曲线. (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ
Figure 12. Hysteretic loops of the specimen: (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ
图 17 荷载−应变曲线. (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ
Figure 17. Curve of load−strain: (a) CG I; (b) CG II; (c) JG I; (d) JG II; (e) KJ
表 1 试件主要参数
Table 1. Main parameters of specimens
Specimen No. Wall panel types Connection Reinforcing method CG I Vertical wall panels Hooking connector with beam CG II Vertical wall panels Sliding connector with beam JG I Reinforced vertical wall panels Hooking connector with beam Reinforced at both ends JG II Reinforced vertical wall panels Sliding connector with beam Reinforced at both ends KJ 
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表 2 钢材力学性能
Table 2. Mechanical properties of steel
Specimen Diameter or thickness /mm Yield stress, fy/ MPa Ultimate stress, fu / MPa Young’s modulus, Es / MPa Rebar 6.5 338.3 501.8 210000 H-shaped steel 11 351.5 524.2 300000
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表 3 碳纤维布基本性能
Table 3. Properties of CFRP cloth
Thickness, t /mm Density, ρ / (g·cm−3) Elastic modulus, ECFRP / MPa Tensile strength, σ / MPa 0.11 1.8 230000 4900
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表 4 骨架曲线特征点实测值
Table 4. Measured value of characteristic points on skeleton curves
Specimen Loading direction Xy/mm Fy/kN Xmax/mm Fmax/kN Xu/mm Fu/kN Yield displacement
angle, θy / (10−3 rad)Peak displacement
angle, θmax / (10−3 rad)Μ=θmax/θy CG I Positive 13.68 200.89 49.55 375.30 62.15 319.01 8.13 28.47 3.50 Negative 13.48 209.12 45.55 322.18 68.34 273.85 CG II Positive 15.45 267.74 60.47 397.19 78.23 337.61 9.22 36.35 3.94 Negative 15.43 274.18 60.98 400.34 77.98 340.29 JG I Positive 14.93 277.05 51.91 445.03 68.23 378.28 8.95 28.87 3.23 Negative 14.97 289.02 44.55 392.05 62.44 333.24 JG II Positive 17.47 308.03 60.11 481.75 80.21 409.49 10.22 36.80 3.60 Negative 16.67 313.31 62.86 479.13 86.16 407.26 KJ Positive 11.94 163.55 33.16 308.38 37.32 262.12 7.16 17.74 2.48 Negative 11.98 156.63 26.10 298.21 37.21 253.47
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表 5 试件累积耗能
Table 5. Energy consumption values of the specimen
Specimen Et/(kN·mm) ρ CG I 27966.5 1.71 CG II 37172.4 2.27 JG I 47332.3 2.89 JG II 57999.3 3.54 KJ 16373.9 1 Notes: Et is the cumulative total energy consumption of the specimen, ρ is the ratio of the cumulative total energy consumption to the total KJ energy consumption.
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