Experiments on Mechanical Performance of Tibetan Rubble Stone Walls Retrofitted with BFRP Grids
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摘要: 为研究玄武岩纤维复材 （basalt fiber reinforced polymer，BFRP） 网格改良藏式毛石墙体（简称毛石墙体）的受力性能，分别进行了4片毛石墙体的受压试验及低周水平往复加载试验. 重点研究竖向及水平往复荷载作用下BFRP网格改良毛石墙体的受力行为、破坏形态、承载能力、耗能性能、刚度退化规律等. 试验结果表明：竖向荷载下BFRP网格改良毛石墙体墙身裂缝发展较未改良毛石墙体缓慢，其平均极限抗压承载力是未改良毛石墙体的2.72倍，改良毛石墙体的最终破坏形态为BFRP网格受拉断裂后墙体面外失稳破坏；低周水平往复荷载作用下BFRP网格改良毛石墙体的耗能性能和抗剪承载力较未改良毛石墙体有显著提高，其平均峰值抗剪承载力提高幅度达74.3%；BFRP网格改良毛石墙体的最终破坏形态为斜向贯通裂缝处BFRP网格受拉断裂后墙体的剪切破坏.Abstract: Two groups of Tibetan rubble stone walls, each with four pieces, were tested under compressive loading and low cyclic loading, respectively, in order to study the mechanical performance of the walls retrofitted with basalt fiber reinforced polymer (BFRP) grids. These tests focus on the mechanical behavior, failure modes, load carrying capacity, energy dissipation capacity, and stiffness degradation of the walls. The experimental results demonstrate that the rubble stone walls retrofitted with BFRP grids showed slower crack development compared with the un-retrofitted walls under the same compressive load. The measured average compressive strength of the rubble stone walls retrofitted with BFRP grids was about 2.72 times that of the un-retrofitted walls. The typical compressive failure mode of the rubble stone walls retrofitted with BFRP grids was BFRP grids rupture followed by out-of-plane buckling failure. Meanwhile, the rubble stone walls retrofitted with BFRP grids showed higher energy dissipation capacity and shear strength than the un-retrofitted rubble stone walls, and the measured average shear strength increased by 74.3%. Under low cyclic loading the rubble stone walls retrofitted with BFRP grids showed BFRP grids rupture along the diagonal cracks followed by shear failure.
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图 2 低周往复加载试验装置示意
Figure 2. Schematic diagram of devices for specimens tested under low cyclic loading
图 4 受压试件荷载-竖向位移曲线
Figure 4. Load-vertical displacement curves of specimens under compressive load
图 5 低周往复荷载下毛石墙体典型破坏形态
Figure 5. Typical failure mode of specimens under low cyclic loading
图 7 低周往复荷载下试件的骨架曲线
Figure 7. Skeleton curves of the specimens under low cyclic loading
图 8 低周往复荷载下毛石墙体刚度退化曲线
Figure 8. Stiffness degradation curves of rubble stone walls tested under low cyclic loading
图 9 低周往复荷载下毛石墙体耗能曲线
Figure 9. Energy dissipation curves of rubble stone walls tested under low cyclic loading
表 1 试件编号及特征
Table 1. Numbering and features of tested specimens
试件编号 是否布置BFRP网格 荷载形式 W-11 否 竖向受压 W-12 W-31 是 W-32 W-21 否 低周水平往复荷载 W-22 W-41 是 W-42 
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表 2 试件各特征点对应的荷载及位移
Table 2. Load and displacement of each critical point
墙体 Fcr/kN Δcr/mm Fy/kN Δy/mm Fmax/kN Δmax/mm Fu/kN Δu/mm W-21 6.9 2.6 8.0 6.8 11.5 12.8 8.9 21.4 W-22 5.6 1.7 8.4 5.4 11.1 10.6 8.6 19.3 平均值 6.2 2.1 8.2 6.1 11.3 11.7 8.7 20.4 W-41 12.0 2.4 17.3 10.7 20.1 30.3 17.1 31.7 W-42 12.1 2.9 16.1 8.7 19.2 31.3 16.3 33.1 平均值 12.1 2.7 16.7 9.7 19.7 30.8 16.7 32.4
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表 3 试件各特征点层间位移角和位移延性系数
Table 3. Interlaminar displacement angle and displacement ductility coefficient of each critical point
墙体 Δcr/H Δy/H Δmax/H Δu/H μ W-21 1/574 1/220 1/117 1/138 1.60 W-22 1/866 1/276 1/140 1/165 1.67 W-41 1/614 1/139 1/49 1/58 2.39 W-42 1/505 1/171 1/48 1/56 3.04
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