Effect of strain rate and water-to-cement ratio on compressive mechanical behavior of cement mortar
Effect of strain rate and water-to-cement ratio on compressive mechanical behavior of cement mortar
复制标题
应变速率和水灰比对水泥砂浆压缩力学性能的影响
DOI：
10.1007/s11771-015-2620-9
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发表时间：
2015-03
影响因子：
4.4
通讯作者：
Ge Li-mei
中科院分区：
文献类型：
--
作者：
Zhou Ji-kai;Ge Li-mei
利用分离式霍普金森压杆（SHPB）试验研究了应变率和水灰比对水泥砂浆动态压缩力学性能的影响。对124个试件进行了动态单轴压缩试验。应变率敏感性的材料的失效模式，应力-应变曲线，抗压强度，动态增加因子（DIF）和临界应变峰值应力。从试验结果中可以清楚地看出，材料的应力-应变响应随应变速率增加每个数量级而发生显著变化。低水灰比砂浆峰值后的应力-应变曲线斜率比高水灰比砂浆大。抗压强度随应变速率的增加而增加。随着应变速率的增加，动态增加因子（DIF）增加。然而，DIF随应变速率的增加而增加似乎不是水灰比的函数。临界压缩应变随应变速率的增大而增大。
Effects of strain rate and water-to-cement ratio on the dynamic compressive mechanical behavior of cement mortar are investigated by split Hopkinson pressure bar (SHPB) tests. 124 specimens are subjected to dynamic uniaxial compressive loadings. Strain rate sensitivity of the materials is measured in terms of failure modes, stress-strain curves, compressive strength, dynamic increase factor (DIF) and critical strain at peak stress. A significant change in the stress-strain response of the materials with each order of magnitude increase in strain rate is clearly seen from test results. The slope of the stress-strain curve after peak value for low water-to-cement ratio is steeper than that of high water-to-cement ratio mortar. The compressive strength increases with increasing strain rate. With increase in strain rate, the dynamic increase factor (DIF) increases. However, this increase in DIF with increase in strain rate does not appear to be a function of the water-to-cement ratio. The critical compressive strain increases with the strain rate.
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影响因子：
1.7
作者：
S. Harsh;Z. Shen;D. Darwin
通讯作者：
S. Harsh;Z. Shen;D. Darwin
DOI：
10.14359/7604
发表时间：
1967-11
期刊：
--
影响因子：
--
作者：
Bill L. Atchley;H. Furr
通讯作者：
Bill L. Atchley;H. Furr
影响因子：
7.4
作者：
Wei Wu;Weide Zhang;G. Ma
通讯作者：
Wei Wu;Weide Zhang;G. Ma
影响因子：
7.4
作者：
Xiaoxin Zhang;G. Ruiz;R. Yu;E. Poveda;R. Porras
通讯作者：
Xiaoxin Zhang;G. Ruiz;R. Yu;E. Poveda;R. Porras
影响因子：
5.3
作者：
Y. Tai
通讯作者：
Y. Tai