Experimental Investigation of Masonry Shear Strength Under Compression
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摘要:为避免现有砌体结构剪压复合作用下较为繁琐的双向控制强度测试模式，采用一种以单向加载替代传统双向加载的改进试验装置，借助试件角度旋转获取了不同应力比下砌体剪切滑移破坏、受拉破坏、受压破坏3种破坏形态；通过数值分析对试验现象进行对比验证，揭示了不同剪压复合应力状态下砌体抗剪强度的破坏规律；以0.2和0.6为界限采用三段式剪压相关曲线构建出不同应力条件下剪压复合强度破坏准则，以0.2为界限提出了砌体剪压复合受力状态下材料应力应变关系. 结果表明：改进试验方法简捷高效误差小，理论计算与试验结果之比的均值为1.07，变异系数为0.180；试验结果丰富了砌体材料本构关系，可为砌体结构破坏准则的完善与数值分析模型的构建提供理论依据.Abstract:To avoid the relatively cumbersome strength-testing methods for the existing masonry structures under the combined action of shear and compression, an improved test device substituting uniaxial loading for biaxial is provided to test masonry shear-compression strength under different stress ratios by means of angular rotation of specimen. Comparing the experimental phenomena and numerical analysis results, sliding failure, tensile failure and compression failure of masonry are presented and the failure criterion of shear-compression strength under different stress conditions is established by means of the three-stage shear compression correlation curve with turning points of 0.2 and 0.6, and the stress-strain relationship with turning points of 0.2 under the shear-compression state is proposed. Results show that the improved testing method is simple, efficient and small in error. The mean value of the ratio of theoretical calculation to test result is 1.07, and the coefficient of variation is 0.180. The testing results enrich the constitutive relationship of masonry material, which can provide a theoretical basis for the improvement of masonry failure criterion and the construction of numerical analysis model.
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图 1现有砌体剪压复合强度测试方法
Figure 1.Existing test methods of masonry shear-compression strength
图 2试验原理示意
注：a≥砂浆厚度（10 mm）1. 半圆刚性套筒；2. 混凝土；3. 砂浆通缝界面；4. 砌体试件；5. 加载平台；6. 刚性压板
Figure 2.Test schematic diagram
表 1试件规格及测试结果
Table 1.Specimen specifications and test results
α/（°） 试件编号 尺寸（长/宽/
高）/mmFcr/kN Fu/kN σ/MPa fv/MPa S101 241/369/242 — 16.5 0.030 0.17 10.0 S102 242/370/244 — 15.7 0.0290 0.16 S103 240/370/242 — 14.4 0.026 0.15 S221 240/370/245 — 39.7 1.071 0.42 22.5 S222 238/365/244 — 28.9 0.127 0.31 S223 241/368/245 — 30.0 0.129 0.32 S451 243/369/243 32.6 93.8 0.740 0.74 45.0 S452 241/366/244 48.2 89.7 0.719 0.72 S453 240/370/245 42.5 105.1 0.837 0.84 S671 243/366/246 48.7 208.9 2.170 0.90 67.5 S672 238/368/244 61.5 223.3 2.356 0.98 S673 240/370/243 52.3 180.3 1.876 0.78 S801 244/370/242 78.9 338.8 3.696 0.65 80.0 S802 240/366/245 67.7 467.0 5.236 0.92 S803 240/370/241 57.9 374.3 4.151 0.73 注：“—”表示砌体试件开裂荷载无法捕捉，即“一裂即坏”. 
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表 2抗剪强度比较
Table 2.Comparison of shear strengths
σ/fm $f_{\rm{v}}^{'} $ $f_{\rm{v}} $ $f_{\rm{v}}^{'} /f_{\rm{v}} $ 0 0.087 0.097 0.897 0.0040 0.149 0.119 1.252 0.0210 0.310 0.212 1.462 0.1380 0.837 0.853 0.981 0.3590 0.889 0.897 0.991 0.3890 0.976 0.914 1.068 0.6110 0.653 0.717 0.911 1.0000 0 0 1.000 $f_{\rm{v}}^{'} /f_{\rm{v}} $ 平均值 1.070 变异系数 0.180 下载:
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