Effect of Tie Bars between Columns in the Seismic Capacity of Light Frame Structures
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摘要: 以钢框架作为结构主体，外挂ALC墙板作为填充墙体的轻型钢框架结构体系经济安全、施工效率高、环保利废。振动台试验表明，柱间拉筋对轻框结构体系抗震性能有显著影响。为进一步了解柱间拉筋在轻框结构体系抗震能力提升中的作用，从而更好地将其用于新型农村住房建设，依托已开展的振动台试验，基于ANSYS软件平台建立了多种拉筋形式的轻框结构数值模型，系统研究了柱间拉筋布置形式和截面尺寸对轻框结构抗震性能的影响。研究结果表明，数值模拟分析结果与振动台试验结果吻合较好；设置柱间拉筋可改善轻框结构抗震能力，还可减小梁柱节点、ALC墙板应力响应；设置X形拉筋的轻框结构抗震性能表现最好；在一定范围内，柱间X形拉筋截面尺寸越大，轻框结构抗震性能越好，实际工程中需结合实施地区的经济情况进行选择。Abstract: The light steel frame structure system consists of steel frames as the primary structural elements, with external ALC (autoclaved lightweight concrete) wall panels serving as infill walls. This system offers several advantages, including cost-effectiveness, safety, high construction efficiency, environmental friendliness, and waste utilization. Previous shaking table tests have shown that the reinforcement between columns significantly influences the seismic performance of light frame structures. To further investigate the role of column-to-column tie bars in enhancing the seismic capacity of these structures and to facilitate their application in the construction of rural housing, this study develops numerical models based on ANSYS software. These models examine various configurations of tie bars and their impact on the seismic performance of light frame structures. The results demonstrate that the numerical model’s predictions align well with the experimental shaking table test outcomes. Specifically, the incorporation of tie bars between columns improves the seismic resistance of light frame structures, reduces the stress response at beam-column joints, and alleviates the stresses on ALC wall panels. Among the different configurations, X-shaped tie bars are particularly effective in enhancing seismic performance. Additionally, within certain limits, increasing the cross-sectional size of the X-shaped tie bars further improves the seismic performance of the structure. In practical engineering applications, the selection of tie bar configurations and cross-sectional sizes should consider the economic conditions of the implementation area. Properly designed tie bars can significantly improve the seismic resilience of light frame structures.
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图 4 轻框结构-X形拉筋有限元模型
Figure 4. Finite element model of X-shaped reinforcement in light frame structure
图 10 拉筋（西侧结构立面）应力云图（单位：帕）
Figure 10. Stress cloud map of the bar at the west side structure （Unit: Pa）
图 11 梁柱节点（结构1层西北侧柱顶处）应力云图（单位：帕）
Figure 11. Stress cloud map of the top beam column node on the northwest side of the first floor of the structure （Unit: Pa）
图 12 ALC墙板（南侧结构立面）应力云图（单位：帕）
Figure 12. Stress cloud map of ALC wall panel on the south side structural facade （Unit: Pa）
图 13 不同拉筋布置形式下加速度放大系数
Figure 13. Amplification coefficient of acceleration under different types of tie bars
图 14 不同拉筋布置条件下的结构减震率
Figure 14. Structural seismic reduction rate under different types of tie bars
图 15 一阶频率随拉筋截面尺寸的变化
Figure 15. The first-order frequency vs. the cross-sectional size of tie bar
图 16 不同拉筋截面尺寸下的加速度放大系数
Figure 16. Coefficient of acceleration amplification under different cross-sectional sizes of tie bars
表 1 构件材料力学参数
Table 1. Material parameters of components
构件 材质 截面/mm 弹性模量/MPa 密度/(kg·m−3) 屈服强度/MPa 抗拉强度/MPa 抗压强度/MPa GZ1 Q235B钢 □100×100×4 2.06×105 7 850 235 215 215 GL1 Q235B钢 HN200×100×5.5×8 2.06×105 7 850 235 215 215 GL2 Q235B钢 HN150×75×5×7 2.06×105 7 850 235 215 215 MK1、MK2 Q235B钢 □50×100×3 2.06×105 7 850 235 215 215 CK1、CK2 Q235B钢 □50×100×3 2.06×105 7 850 235 215 215 ZC1 Q235B钢 ϕ14 2.06×105 7 850 235 215 215 SC1 Q235B钢 ϕ14 2.06×105 7 850 235 215 215 高强螺栓 钢 M12、M16、M24 2.06×105 7 850 — 430 430 自攻螺栓 钢 8 2.06×105 7 850 — 400 400 外墙板 ALC 1800 ×600×1002.2×104 491 — — 3.5 楼板 ALC 1800 ×600×1002.2×104 491 — — 3.5 屋顶 ALC 1800 ×600×1002.2×104 491 — — 3.5 
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表 2 轻框结构拉筋布置形式
Table 2. Layout of tie bars in light frame structure
标记 说明 ①轴钢架立面 ③轴钢架立面 A轴钢架立面 B轴钢架立面 AG 柱间不布置拉筋 
AG-X 在柱间、门窗框与
柱间呈对角布置X形拉筋
AG-R 在柱间、门窗框与柱间
沿梁中心布置人字形拉筋
AG-1R2V 在柱间、门窗框与柱间沿梁
中心1层布置人字形拉筋、
2层布置V形拉筋
AG-DX 在柱间、门窗框与柱间
沿节点布置单个斜杆
注：除拉筋布置形式不同，其他构件均一致。
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表 3 结构频率响应
Table 3. Frequency response of structure
一阶频率 试验结果/Hz 有限元结果/Hz 相对误差/% x向 3.98 5.50 38.2 y向 4.00 3.86 3.5 扭转 — 7.19 — 注：表中试验结果为拧紧拉杆后的结果。
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表 4 最大加速度对比
Table 4. Comparison of peak acceleration response
测点 1X1（2层） 2X1（屋顶） 1Y1（2层） 2Y1（屋顶） 试验得到的最大加速度/(m·s−2) 0.443 1（5.144 1 s） 0.468 4（5.151 9 s） 0.370 2 （8.034 0 s） 0.369 9（8.026 2 s） 数值模拟得到的最大加速度/(m·s−2) 0.351 4（5.144 1 s） 0.363 2（5.151 9 s） 0.400 0（5.093 4 s） 0.408 5（5.109 0 s） 相对误差/% 20.70 22.46 8.05 10.44 注：括号内为加速度达到最大值的时间。
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表 5 最大加速度响应
Table 5. Peak acceleration response under different types of tie bars
模型名称 楼层 x向最大加速度ax,max/(m·s−2) x向加速度减震率ηx,a/% y向最大加速度ay,max/(m·s−2) y向加速度减震率ηy,a/% AG 1 0.359 4 — 0.459 7 — 2 0.380 0 — 0.519 5 — AG-X 1 0.351 4 2.23 0.400 0 12.99 2 0.363 2 4.42 0.408 5 21.37 AG-R 1 0.352 5 1.92 0.422 2 8.16 2 0.373 8 1.63 0.455 7 12.28 AG-1R2V 1 0.358 7 0.19 0.406 3 11.62 2 0.380 1 −0.03 0.425 6 18.08 AG-DX 1 0.396 6 −10.35 0.490 1 −6.61 2 0.430 2 −13.21 0.565 5 −8.85
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