Experimental Study on Uniaxial Compressive Stress–Strain of Basalt Fiber Aeolian Sand Concrete
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摘要:
为研究不同玄武岩纤维（BF）掺量下风积沙混凝土（ASC）轴心受压力学性能，试验以0%纤维掺量的混凝土为基准组，设计不同纤维掺量（0.05%、0.10%、0.15%和0.20%）的风积沙混凝土（BF-ASC），分析BF体积分数对风积沙混凝土轴心抗压强度、峰值应力、峰值应变和弹性模量的影响. 结果表明：混凝土峰值应力和弹性模量均随着纤维体积分数的增加呈现先增大后减小的趋势，当BF掺量为0.10%时，其峰值应力和弹性模量分别为基准组的115.6%和112%；峰值应变和韧性指数则随纤维体积分数增大而增大，掺量为0.20%时，其峰值应变较基准组增长34.92%，韧性指数增长7.2%；BF-ASC应力-应变全曲线变化同普通风积沙混凝土都经历了弹性、塑性和破坏3个阶段；依据Carreira and Chu模型及过镇海模型对BF-ASC本构关系进行分段描述，其上升段符合Carreira and Chu本构模型，下降段符合过镇海模型；对考虑BF掺量的BF-ASC单轴受压本构模型进行回归分析，相关系数均大于0.98，该本构模型与试验曲线吻合度较高.
Abstract:In order to study the mechanical properties of aeolian sand concrete (ASC) under axial compression with different basalt fiber (BF) contents, the experiment took concrete with 0% fiber content as the reference group and designed the basalt fiber–aeolian sand concrete (BF-ASC) with different fiber content of 0.05%, 0.10%, 0.15%, and 0.20%. The influence of the BF volume fraction on the axial compressive strength, the peak stress, the peak strain, and the elastic modulus of ASC was analyzed. The results show that the peak stress and elastic modulus of the concrete first increase and then decrease with the fiber volume fraction. At 0.10% BF, the peak stress and elastic modulus of the concrete are 115.6% and 112% of the reference group, respectively. The peak strain and toughness indices increase with the volume fraction of the fiber. At 0.20% BF, the peak strain and toughness indices increase by 34.92% and 7.2% compared to the reference group. The entire stress–strain curve of BF-ASC undergoes three stages of elastic, elastoplastic, and failure, just like ordinary ASC. The BF-ASC constitutive relation can be described in terms of segments based on the Carreira and Chu model and the Guo Zhenhai’s model. The ascending profile is consistent with the Carreira and Chu models, and the descending profile is consistent with the Guo model. In addition, a regression analysis is conducted on the BF-ASC uniaxial compressive constitutive model considering the BF content. The correlation coefficients are all greater than 0.98, and the model has a high degree of agreement with the experimental curves.
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Key words:
- basalt fiber /
- aeolian sand concrete /
- uniaxial compression /
- constitutive model
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图 3 不同BF掺量的BF-ASC单轴压缩应力-应变曲线
Figure 3. Uniaxial compressive stress–strain curves of BF-ASC with different BF contents
图 8 韧性指数和脆性指数与BF掺量的关系
Figure 8. Relationship between toughness index and brittleness index with BF content
图 9 BF-ASC单轴受压应力-应变曲线理论模型与试验曲线比较
Figure 9. Comparison between theoretical model of stress–strain curve and test curve of BF-ASC under uniaxial compression
图 10 n和b对混凝土应力-应变曲线的影响
Figure 10. Influence of shape parameters n and b on concrete stress–strain curve
表 1 骨料物理性能指标
Table 1. Physical properties of aggregates
种类 表观密度/（kg·m−3） 堆积密度/（kg·m−3） 含泥量/% 含水量/% 细度模数 颗粒级配/mm 石子 2680 1650 2.3 0.3 5～25 河砂 2630 1530 1.0 2.2 2.9 <4.75 风积沙 2650 1580 0.4 0.3 0.7 0.075～0.250 
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表 2 BF性能指标
Table 2. Properties of BF
长度/mm 直径/μm 含水率/% 弹性模量/GPa 拉伸强度/MPa 断裂强度/MPa 断裂伸长率/% 密度/（kg·m−3） 20 16 0.1 95 2836 1650 3.1 2650
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表 3 玄武岩纤维风积沙混凝土配合比
Table 3. Mix design of BF-ASC
kg/m3 编号 混凝土配合比 水泥 粉煤灰 砂 风积沙 石子 水 外加剂 纤维掺量 BF-0 360 40 582.4 145.6 1092 180 8 0 BF-05 360 40 582.4 145.6 1092 180 8 1.33 BF-10 360 40 582.4 145.6 1092 180 8 2.65 BF-15 360 40 582.4 145.6 1092 180 8 3.98 BF-20 360 40 582.4 145.6 1092 180 8 5.30
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表 4 韧性指数和脆性指数
Table 4. Toughness index I and brittleness index M
试件编号 I M BF-0 2.388 0.721 BF-05 2.424 0.702 BF-10 2.440 0.694 BF-15 2.476 0.677 BF-20 2.506 0.664
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表 5 本构模型拟合参数及相关系数
Table 5. Fitting parameters and correlation coefficient of constitutive model
编号 上升段 n 相关系数 R2 下降段 b 相关系数 R2 BF-0 4.873 0.9995 4.227 0.9927 BF-05 3.113 0.9993 3.930 0.9871 BF-10 3.151 0.9965 3.684 0.9861 BF-15 2.580 0.9983 3.052 0.9881 BF-20 2.069 0.9992 2.412 0.9872
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