FEM simulation of viscous behaviour of geogrid and geogrid-reinforced sand
FEM simulation of viscous behaviour of geogrid and geogrid-reinforced sand
复制标题
土工格栅和土工格栅加筋砂粘性行为的有限元模拟
DOI：
10.5030/jcigsjournal.19.237
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发表时间：
2004
期刊：
影响因子：
--
通讯作者：
F. Tatsuoka
中科院分区：
文献类型：
--
作者：
W. Kongkitkul;M. Siddiquee;D. Hirakawa;F. Tatsuoka
用Kotake等人的非线性弹塑性有限元分析成功地模拟了单层不同加筋的Tooura砂(图1；Tatsuoka and Yamaguchi，1986)以及未加筋的Toyoua砂的排水平面应变压缩(PSC)试验结果。(1999)和Villard et al.(2002)。结果表明，适当考虑砂土的应力-应变特性对应变和压力的高度非线性，而各向异性表现出与应变局部化相关的峰后应变软化，从而形成厚度为砂土平均直径(D50)1020倍的剪切带(或带)，可以合理地模拟加筋砂的整体峰前应力-应变行为和破坏。Hirakawa等人。(1998)在未加固和加固的致密Toyoua砂上进行了一系列大尺寸的排水PSC试验(图2)。在这些试验中，系统地研究了每一补强层的总拉伸刚度和每一补强层的覆盖率(CR)的影响，其中包括：a)一组具有不同总拉伸刚度的不同聚合物土工格栅，其总拉伸刚度相同；以及b)另一组具有不同CRS、具有相同总拉伸刚性的不同聚合物土工格栅(图3)。这些不同的土工格栅是从相同的原型PVA土工格栅(图3中的a型)制备的。这些PSC试验的结果也用上述非线性弹塑性有限元进行了模拟(Peng等人，2000)。图4显示了一组排水PSC试验的结果，以评估相同总硬度的土工格栅的覆盖率(CR)的影响，比a型大四倍；图3)。这些PSC试验和其他试验的结果也被上述非线性弹塑性有限元成功地模拟(Peng等人，2000)。在有限元分析中，不同的CRS是图1用于PSC试验的加筋土砂的小试件(Tatsuoka和Yamaguchi，1986)。
The results obtained from drained plane strain compression (PSC) tests on Toyoura sand reinforced with one layer of various kinds of reinforcement (Fig. 1; Tatsuoka and Yamaguchi, 1986) as well as unreinforced Toyoura sand were successfully simulated by non-linear elasto-plastic FE analysis by Kotake et al. (1999) and Villard et al. (2002). It was shown that the overall prepeak stress-strain behaviour as well as failure of reinforced sand can be reasonably simulated by appropriately taking into account the fact that the stressstrain properties of sand is highly non-linear with respect to strain and pressure while anisotropic exhibiting postpeak strain-softening associated with strain localisation into a shear band (or bands) having a thickness that is 1020 times as large as the mean diameter of sand (D50). Hirakawa et al. (1998) performed a series of large-size drained PSC tests on unreinforced and reinforced dense Toyoura sand (Fig. 2). In these tests, effects of total tensile rigidity per reinforcement layer and covering ratio (CR) of each reinforcement layer were investigated systematically by using Toyoura sand reinforced with: a) a set of different polymer geogrids having different total tensile rigidities with the same CR; and b) another set of different geogrids having different CRs with the same total tensile rigidity (Fig. 3). These different geogrids were prepared from the same prototype PVA geogrid (type a in Fig. 3). The results obtained from these PSC tests were also simulated by the non-linear elasto-plastic FEM described above (Peng et al., 2000). Fig. 4 shows the results from a set of drained PSC tests performed to evaluate the effects of covering ratio (CR) for the same total rigidity of geogrid, larger by a factor of four than type a; Fig. 3). The results obtained from these PSC tests and others were also simulated successfully by the nonlinear elasto-plastic FEM described above (Peng et al., 2000). In the FEM analysis, the different CRs were Fig. 1 Small specimen of reinforced Toyoura sand for PSC tests (Tatsuoka and Yamaguchi, 1986)
影响因子：
4.5
作者：
D. Hirakawa;W. Kongkitkul;F. Tatsuoka;T. Uchimura
通讯作者：
D. Hirakawa;W. Kongkitkul;F. Tatsuoka;T. Uchimura