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Experimental studies of dynamic uniaxial compressive properties of concrete after freeze-thaw deterioration
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摘要: 为研究混凝土冻融循环后的动态力学性能，利用10 MN动静三轴仪对不同冻融劣化程度的混凝土在不同加载速率下进行单轴压缩试验，同时采集声发射数据分析试验过程中能量释放及损伤演化规律。最后，选用Weibull-Lognormal损伤本构模型，对试验数据进行拟合分析，并分析不同工况混凝土的损伤随应变的发展规律。研究结果表明：①相同冻融劣化程度时，随应变速率增加，峰值应力增大，峰值应变减小；冻融劣化程度会影响峰值应力的率敏感性；②在应变速率相同时，随冻融循环次数增加，峰值应力随之减小，峰值应变随之增大。③混凝土冻融劣化后应力应变关系峰前服从Weibull统计分布，峰后服从Lognormal统计分布。④在相同应变速率下，随着冻融循环次数的增加，混凝土的累计塑性应变整体呈增大趋势。Abstract: To study the dynamic mechanical properties of concrete after freeze-thaw deterioration, the uniaxial compression tests of concrete specimens with varied freeze-thaw deterioration degrees are carried out by 10 MN triaxial static-dynamic instrument under different loading rates. The laws of the energy release and the damage evolution are analyzed by using acoustic emission. The damage development patterns of concrete with the strain under different load combinations are studied based on the Weibull-Lognormal damage constitutive model and its fitting experimental results. The results show that:①For the concrete specimens with the same freeze-thaw deterioration degree, the peak stress increases with the increase of the strain rate, while the peak strain decreases. It indicates that the freeze-thaw deterioration degrees have influences on the sensitivity of the peak stress. ②For the concrete specimens with the same strain rate, the peak stress decreases with the increase of the number of freeze-thaw cycles, while the peak strain increases. ③The stress-strain relationship of the concrete specimens after freeze-thaw deterioration is subjected to follow Weibull statistical distribution before the peak stress, and follow Lognormal statistical distribution after the peak stress. ④For the concrete specimens with the same strain rate, the accumulative plastic strain of concrete generally increases with the increase of the number of freeze-thaw cycles.
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Key words:
- concrete /
- freeze-thaw deterioration /
- dynamic compression test /
- constitutive relation /
- damage
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图 7 峰值应力与冻融循环次数拟合
Figure 7. Fitting gragh of peak stress with number of freeze-thaw cycles
图 8 峰值应变随加载速率与冻融循环次数的变化
Figure 8. Change of peak strain with strain rate and number of freeze-thaw cycles
图 9 混凝土峰值应变衰减因子与加载速率的关系
Figure 9. Relationship between peak strain decrease factor and strain rate
图 10 峰值应变与冻融循环次数之间的拟合关系
Figure 10. Fitting gragh of peak strain and number of freeze-thaw cycles
图 11 冻融循环50次时应力-应变关系试验曲线和拟合曲线对比
Figure 11. Comparison between test and fitting curves of stress-strain relationship under 50 freeze-thaw cycles
图 12 应变速率10-4/s时不同冻融循环次数下拟合曲线对比
Figure 12. Comparison of fitting curves under different freeze-thaw times at strain rate of 10-4/s
图 13 冻融循环50次时不同应变速率下拟合曲线对比
Figure 13. Comparison of fitting curves under 50 freeze-thaw cycles at different strain rates
图 14 应变速率10-3/s时不同冻融循环次数下混凝土损伤发展情况
Figure 14. Development of concrete damage at 10-3/s strain rate under different freeze-thaw cycles
表 1 冻融劣化后试件质量损失
Table 1. Mass loss of specimens after freeze-thaw deterioration
冻融循环次数/次 0 10 20 25 30 35 40 50 平均质量/kg 65.77 65.95 65.96 65.86 65.80 65.71 65.29 65.28 质量损失/% 0 -0.274 -0.289 -0.137 -0.045 0.091 0.730 0.745 
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表 2 不同冻融循环次数不同加载速率下的峰值应力
Table 2. Peak stress with different strain rates and freeze-thaw cycles
MPa 冻融循环次数/次 应变速率/s-1 10-5 5×10-5 10-4 5×10-4 10-3 0 41.56 43.97(5.79%) 46.40(11.65%) 48.92(17.66%) 50.43(21.27%) 10 - - 36.33 41.80 - 25 25.68 27.91(8.68%) 29.31(14.14%) 29.50(14.87%) 31.13(21.22%) 35 - - 22.57 25.47 - 50 21.62 22.50(4.07%) 23.72(9.71%) 24.04(11.19%) 25.09(16.05%) 注：()中数值为不同应变速率下的峰值应力较应变速率为10-5/s峰值应力的增长率。
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表 3 峰值应力增长因子与相对加载速率的拟合参数
Table 3. Compressive strength growth factor fitting parameter
冻融循环次数/次 a1 R2 0 0.104 7 0.989 7 25 0.103 9 0.956 3 50 0.076 0 0.968 7
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表 4 峰值应力与冻融循环次数间的拟合参数
Table 4. Fitting parameters for peak stress and number of freeze-thaw cycles
应变速率/s-1 A2 B2 C2 R2 10-4 0.000 3 -0.025 0 1.112 9 0.992 1 5×10-4 0.000 3 -0.025 3 1.196 2 0.996 2
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表 5 不同冻融循环次数和应变速率下的峰值应变
Table 5. Peak strains under different strain rates and number of freeze-thaw cycles
10-3 冻融循环次数/次 应变速率/s-1 10-5 5×10-5 10-4 5×10-4 10-3 0 3.823 2.710 2.850 2.583 2.491 10 - - 1.480 5.960 - 25 19.077 14.719 11.960 8.789 5.423 35 - - 13.957 14.405 - 50 21.620 18.985 17.957 15.957 13.502
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表 6 混凝土峰值应变衰减因子与加载速率的拟合参数
Table 6. Fitting parameters of the peak strain decrease factor and strain rate
冻融循环次数/次 β R2 0 -0.211 2 0.982 1 25 -0.365 9 0.993 8 50 -0.184 4 0.988 3
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