EXPERIMENTAL STUDIES ON ASEISMIC BEHAVIOR OF AUTOCLAVED AERATED CONCRETE MASONRY WALLS STRENGTHENED WITH HDC
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摘要: 蒸压加气混凝土(AAC)砌块砌体墙自重轻，但其抗震性能较差，为提高该类墙体的抗震性能，提出采用高延性混凝土(HDC)面层和条带对其进行加固。设计制作了4个无筋砌体墙和2个构造柱约束墙体试件，其中2个试件采用HDC面层加固，2个试件采用HDC条带加固，通过拟静力试验，研究AAC砌体墙的破坏形态、滞回性能、承载力及变形能力等性能。试验结果表明：HDC面层可改变AAC墙体的破坏模式；对于无筋砌体墙，加固后试件的承载力、变形及耗能能力均得到了不同程度的提高，墙体裂缝数量明显减少，刚度退化较为平缓；对于构造柱约束墙体，单面HDC面层使加固试件的侧向刚度、水平承载力及耗能能力均大幅提高，且加固试件具有较高的残余承载力，墙体的开裂和损伤程度较小。基于试件的破坏形态，提出加固墙体的水平承载力计算方法，其计算结果与试验结果吻合较好，可为HDC加固AAC砌块墙体的承载力计算提供参考。
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关键词:
- 蒸压加气混凝土砌体墙 /
- 高延性混凝土 /
- 抗震性能 /
- 抗震加固 /
- 承载力
Abstract: Autoclaved aerated concrete (AAC) block masonry wall has the characteristic of light weight but poor aseismic performance. High ductile concrete (HDC) layer and strip were used for improving the aseismic performance of AAC masonry load-bearing walls. Four unreinforced masonry walls and two confined walls were designed. Among these specimens, two specimens were strengthened with single-sided HDC layer and two specimens were strengthened with HDC strips. The effects on the failure patterns, the hysteretic performance, the lateral strength and the deformability of each specimen were studied by a quasi-static test. Test results show that the single-sided HDC layer can change the failure modes of AAC masonry walls. For unreinforced masonry walls, HDC can significantly reduce the cracks and improve the stiffness degradation, the lateral strength, the deformability and the energy consumption capacity of AAC masonry walls. For confined masonry walls, the lateral stiffness, the horizontal bearing capacity and the energy consumption capacity of the confined wall strengthened with single-sided HDC layers were greatly improved, with high residual bearing capacity and slight damage. Based on the failure mode of specimens, a method for calculating the horizontal bearing capacity of strengthened walls is proposed, and the calculated results are in a good agreement with the experimental results, which can provide a reference for the calculation of bearing capacity of AAC block walls strengthened by HDC. -
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图 3 加载装置
注：1—反力墙；2—电液压伺服作动器；3—反力梁； 4—液压千斤顶；5—刚梁；6—顶部水平位移计；7—底部水平位移计；8—剪切位移计
Figure 3. Loading device
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图 9 约束砖砌体墙的等效受压斜撑模型
Figure 9. Equivalent compressive diagonal bracing model for constrained-brick masonry walls
表 1 加固方式
Table 1 Retrofitting form of specimens
试件编号 加固方式 竖向荷载/kN AW-0 无构造柱未加固 138 AW-1 无构造柱单面面层加固 138 AW-2 无构造柱双面条带加固 138 AW-3 无构造柱双面配筋条带加固 138 AWG-0 带构造柱未加固 138 AWG-1 带构造柱单面面层加固 138 
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表 3 PVA纤维各项性能指标
Table 3 Performance indicators of PVA
长度/
mm直径/
μm抗拉强度/
MPa弹性模量/
GPa伸长率/
(%)密度/
(g·cm−3)12 35 1500 36 7 1.29
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表 4 各试件特征点
Table 4 Characteristic points of specimens
试件编号 Pcr/kN Δcr/mm Py/kN Δy/mm Pt/kN Δu/mm μ θu AW-0 90 1.09 98.6 1.39 117.8 8.03 5.79 1/187 AW-1 100 0.93 126.2 1.72 154.2 13.96 8.12 1/108 AW-2 100 1.15 117.7 2.37 137.4 8.43 3.56 1/178 AW-3 110 0.94 130.5 1.46 151.1 14.01 9.63 1/107 AWG-0 70 0.6 97.0 1.33 114.5 14.00 10.49 1/108 AWG-1 110 0.61 176.7 2.19 207.1 10.05 4.59 1/149 注：表中荷载、位移均取试件推、拉两个加载方向的平均值；Pcr、Δcr、Py、Δy、Pt、Δu依次为试件的开裂荷载、开裂位移、屈服荷载、屈服位移、峰值荷载和极限位移；位移延性系数μ=Δu/Δy；极限位移角θu=Δu/H，H为墙体加载点高度。
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表 5 试件的累积耗能
Table 5 Cumulated energy depletion of specimens
试件编号 累积耗能/(kN·mm) 屈服荷载 峰值荷载 破坏荷载 AW-0 875 1491 7061 AW-1 554 1261 28849 AW-2 1614 1870 10017 AW-3 806 1586 23826 AWG-0 429 1310 10465 AWG-1 1097 1765 14691
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表 6 计算结果与试验结果比较
Table 6 Comparison of maximum loads
试件编号 Pt/kN Vt/kN Pt/Vt AW-0 117.8 105.6 1.12 AW-1 154.2 153.1 1.01 AW-2 137.4 123.3 1.11 AW-3 151.1 140.4 1.08 AWG-0 114.5 116.7 0.98 AWG-1 207.1 189.2 1.09 注：Pt、Vt分别为AAC砌体墙水平承载力试验值与计算值。
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