GROUND IMPROVEMENT OF INTERMEDIATE RECLAIMED LAND BY COMPACTION THROUGH CAVITY EXPANSION OF SAND PILES
GROUND IMPROVEMENT OF INTERMEDIATE RECLAIMED LAND BY COMPACTION THROUGH CAVITY EXPANSION OF SAND PILES
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砂堆扩腔压实加固中复垦地
DOI：
10.3208/sandf.48.653
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发表时间：
2008
影响因子：
3.7
通讯作者：
T. Noda
中科院分区：
文献类型：
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作者：
M. Nakano;E. Yamada;T. Noda
在日本上越地区，用作人工填海造地的地质材料的第三纪泥岩粉碎物由粗粒和细粒组成，各约占50%，被归类为“中间土”。与砂土或粘土不同，到目前为止，还没有本构方程或充分确定的设计方法可用于评价中间土。本文首先利用了CrackCam-clay模型（Asaoka等人，2002），通过比较实验室试验结果与本构方程的计算响应，确定中间填海土地的土壤剖面。然后，利用得到的土壤剖面进行各种土-水耦合有限变形分析。得出的主要结论如下：1）上越填海造地的土壤结构的衰减/塌陷率、超固结损失率和各向异性的演变率介于典型的砂和粘土之间。2)以砂桩扩腔法进行地基改善工程，可有效地增加填海土地内的围压，使填海土地由结构性较强、超固结程度较重的土地，转为结构性较低的轻微超固结土地。特别地，在沙堆附近的土壤单元的比容的减小变大。3)在竖向位移较小的情况下，砂桩复合地基的承载力约为未加固地基的1.5倍，在竖向位移较大的情况下，复合地基的承载力约为未加固地基的2倍。
The crushed Tertiary Period mudstone used as the geomaterial for the artificial reclaimed land in the Joetsu Region of Japan consists of coarse and fine fractions of about 50% each and is classified as an “intermediate soil.” Unlike sand or clay soils, no constitutive equations or sufficiently established design methods have been available until now for evaluating intermediate soils. This paper first utilizes the SYS Cam-clay model (Asaoka et al., 2002) to identify the soil profile of intermediate reclaimed land through comparison of laboratory test results with the calculated responses of the constitutive equation. Next, the soil profile obtained is used to carry out various soil-water coupled finite deformation analyses. The main conclusions reached are as follows: 1) The rates of decay/collapse of the soil structure, loss of overconsolidation, and evolution of anisotropy of the soil materials that constitute the Joetsu reclaimed land lie midway between those of typical sand and clay. 2) Ground improvement by cavity expansion of sand piles is effective in converting the reclaimed land from a highly structured ground having heavier overconsolidation to a lightly overconsolidated ground with a low degree of structure by increasing the confining pressures within the ground. In particular, the reduction in the specific volume of the soil elements in the vicinity of the sand piles becomes large. 3) In the case of small vertical displacement, the composite ground containing the sand piles exhibits a bearing capacity of about 1.5 times that of an unimproved ground, and in the case of large displacement, the bearing capacity is about 2 times larger.
采样期间/之后自然沉积粘土的弹塑性行为
DOI：
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发表时间：
2005
期刊：
Soils and Foundations(地盤工学会) 45・1
影响因子：
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作者：
Noda;T.;Yamada;S.;Asaoka;A.
通讯作者：
A.
DOI：
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发表时间：
2005
期刊：
Proceedings of 16th International Conference on Soil Mechanics and Geotechnical Engineering, Osaka, Japan
影响因子：
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作者：
Asaoka;A.;Noda;T.;Yamada;E.;Tashiro;M.
通讯作者：
M.
“接近/处于临界状态的严重超固结粘土的土水耦合行为”土壤和地基。
DOI：
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发表时间：
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