Seismic Performance of Hybrid Reinforced Columns with Built-in Spiral Stirrup Core Columns Under Composite Salt Erosion
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摘要:
基于提高构件耐久性并保证构件延性的需求，提出一种新型内置螺旋箍筋芯柱的玻璃纤维增强复合材料（GFRP）-钢筋混合配筋（HRBS）柱. 开展4个HRBS柱的拟静力试验，其中，2个HRBS柱进行复合盐干湿循环试验，得到HRBS柱在复合盐干湿循环前后的破坏过程和最终破坏模式、滞回曲线、骨架曲线、耗能能力、性能退化和残余位移等. 结果表明：HRBS柱在复合盐干湿循环前后均表现出良好的抗震性能，破坏类型均为弯曲破坏；常规环境下，随着芯柱直径的增大，HRBS柱的屈服荷载和峰值荷载提升了25.77%和28.68%；复合盐环境下，芯柱直径的增大有利于提升HRBS 柱的承载能力、位移延性系数、强度退化系数、耗能能力、整体刚度和自复位能力；经过复合盐侵蚀后，200 mm芯柱直径试件的屈服荷载和峰值荷载分别降低了17.65%和15.77%，而耗能能力和位移延性系数分别提升14.41%和32.61%；通过设计合理的芯柱直径，可保证HRBS柱在常规环境和腐蚀环境下均具备良好的耐久性能和整体抗震性能.
Abstract:To enhance the durability of structural members while ensuring ductility, a new glass fiber-reinforced polymer (GFRP)-steel hybrid reinforced (HRBS) column with a built-in spiral stirrup core column was proposed. Four HRBS columns were subjected to quasi-static loading tests, among which two HRBS columns underwent composite salt dry-wet cycling tests. The failure process, ultimate failure mode, hysteresis curves, skeleton curves, energy dissipation capacity, performance degradation, and residual displacement of the HRBS columns before and after composite salt dry-wet cycling were investigated. The results indicate that HRBS columns demonstrate good seismic performance both before and after composite salt dry-wet cycling, and all specimens exhibit flexural failure. Under conventional environments, the yield load and peak load of HRBS columns increase by 25.77% and 28.68%, respectively, with an increase in the core column diameter. In a composite salt environment, increasing the core column diameter improves the load-bearing capacity, displacement ductility factor, strength degradation factor, energy dissipation capacity, overall stiffness, and self-centering ability of the HRBS columns. After composite salt erosion, the yield load and peak load of specimens with a 200 mm core column diameter decrease by 17.65% and 15.77%, respectively, while the energy dissipation capacity and displacement ductility factor increase by 14.41% and 32.61%, respectively. Therefore, by designing an appropriate core column diameter, HRBS columns ensure good durability and overall seismic performance in both conventional and corrosive environments.
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图 1 内置螺旋箍筋芯柱的混合配筋柱构造示意
Figure 1. Hybrid reinforced column with built-in spiral stirrup core columns
表 1 试件设计参数
Table 1. Specimen design parameters
试件
编号外侧
纵筋内部
纵筋外侧
箍筋螺旋
箍筋芯柱直
径/mm腐蚀时
间/dA150 8G14 8S14 G8@100 S8@40 150 0 A200 8G14 8S14 G8@100 S8@40 200 0 B150 8G14 8S14 G8@100 S8@40 150 90 B200 8G14 8S14 G8@100 S8@40 200 90 
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表 2 试件破坏过程
Table 2. Failure process of specimens
试件 开裂 屈服 峰值 极限 A150 －4.24 mm（－48.40 kN）位移时，东侧混凝土出现初始裂缝，裂缝水平贯穿并延伸至南北两侧 两侧裂缝加速发展，新裂缝逐渐从横向裂缝转变为纵向受压裂缝 34.16 mm和－38.24 mm位移时达到正、负向峰值荷载，为97.9 kN和－99.15 kN，混凝土开始压溃 51.61 mm（83.21 kN）位移时，正向荷载急剧下降至峰值荷载的85%，东西两侧的混凝土平均剥落高度在550 mm左右. A200 －4.24 mm（－52.09 kN）位移时，东侧混凝土出现初始裂缝，裂缝水平贯穿并延伸至南北两侧 从20 mm位移开始，东西两面裂缝进一步发展，30 mm时出现混凝土剥落 33.97 mm和－32.24 mm位移时达到正、负向峰值荷载，126.62 kN和−126.29 kN，混凝土开始压溃 53.79 mm（107.62 kN）位移时，正向荷载急剧下降至峰值荷载的85%，东西两侧混凝土平均剥落高度在550 mm左右. B150 6.00 mm（54.10 kN）位移时，东侧沿着出现0.02 mm的初始腐蚀裂缝，宽度为0.03 mm，东、西侧裂缝高度为150 mm和200 mm 每个位移级别下均会产生新裂缝，裂缝高度开展到900 mm，西侧和东侧的初始裂缝逐渐形成主裂缝，宽度均达到0.24 mm 29.98 mm（86.02 kN）和−29.98 mm（−92.88 kN）位移时达到正、负向峰值荷载，水平裂缝发展速度放缓，出现竖向黏结裂缝 39.33 mm位移时，正向荷载急剧下降至峰值荷载的85%（73.12 kN），混凝土大量剥落，斜向裂缝开始大量产生（最大宽度达到0.6 mm） B200 6.00 mm位移（75.06 kN）时，东西侧150 mm处出现初始裂缝，宽度均为0.02 mm 每级位移均会产生新裂缝，裂缝高度开展到900 mm，西侧和东侧的初始裂缝逐渐形成主裂缝，宽度分别为0.22 mm和0.14 mm 25.01 mm（111.88 kN）和−24.97 mm（−101.76 kN）位移时达到正、负向峰值荷载，混凝土保护层大面积剥落，竖向裂缝开始大量出现 37.20 mm位移时，正向荷载急剧下降至峰值荷载的85%（95.10 kN），35 ～ 45 mm位移期间，荷载呈现稳定的下降趋势，具备良好的承载力稳定性
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表 3 试件特征点试验结果
Table 3. Test results of characteristic points of specimens
试件编号 方向 屈服荷
载/kN屈服位
移/mm峰值荷
载/kN峰值位
移/mm极限荷
载/kN极限位
移/mmA150 正 84.2 13.6 97.9 38.2 83.2 51.6 负 84.2 15.6 99.1 34.1 84.2 56.7 A200 正 106.9 18.9 126.6 33.9 107.6 53.7 负 104.9 18.8 126.9 32.2 107.3 51.9 B150 正 70.1 12.0 84.1 29.9 73.1 39.3 负 75.8 11.2 92.8 29.9 78.9 44.5 B200 正 91.2 10.7 111.8 25.0 95.1 37.2 负 83.1 11.4 101.7 24.9 86.5 45.2
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表 4 试件位移延性系数
Table 4. Displacement ductility factor of specimens
试件编号 A150 A200 B150 B200 延性系数 3.70 2.79 3.61 3.70
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表 5 刚度退化特征值
Table 5. Characteristic values of stiffness degradation
试件 起始刚度/
（kN•mm−1）最终刚度/
（kN•mm−1）刚度退化/
%A150 10.01 1.36 86.41 A200 12.09 2.37 80.39 B150 11.51 1.59 86.18 B200 13.74 1.93 85.95
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