Characteristics of principal stress of compacted loess in plane strain direction

被引：0

作者：

Chen C.-L. ^{[1
,2
]}

Jia Y.-J. ^{[1
]}

Wang J.-F. ^{[3
]}

Zhao J. ^{[1
]}

Zhang Y. ^{[1
]}

机构：

[1] Institute of Geotechnical Engineering, Xi'an University of Technology, Xi'an

[2] Shaanxi Provincial Key Laboratory of Loess Mechanics and Engineering, Xi'an University of Technology, Xi'an

[3] China Nuclear Power Engineering Co. Ltd., Shenzhen

来源：

| 2018年 / Chinese Society of Civil Engineering卷 / 40期

关键词：

Compacted loess; Minor active principal stress; Model; Principal stress in plane strain direction; Water content;

D O I：

10.11779/CJGE2018S1003

中图分类号：

学科分类号：

摘要：

The plane strain triaxial tests in which the minor active principal stress (also called σ x ) keeps invariable are performed on the compacted loess with different water contents. The influences of σ x and water content (also called w) on characteristics of the principal stress in plane strain direction (also called σ y ) during loading are studied. Based on the test results, the expressions describing the bilinear relationships between the principal stress in the plane strain direction and that in other directions are proposed. It is verified whether or not σ y can be predicted by the expressions for the intermediate principal stress based on different strength criteria for compacted loess. The test results show that σ y is not the intermediate principal stress (also called σ 2 ) but the minor principal stress (also called σ 3 ) during the isotropic consolidation and the initial loading stage. The ratio of the principal stress in the plane strain direction to the minor active principal stress (also called σ y /σ x ) fast increases after the gentle development stage with the increase of the ratio of the major active principal stress to the minor one (also called R), and the relationships between the principal stresses are respectively linear and nonlinear before and after the turning point. The ratio of the major active principal stress to the minor one at the turning point (also called R z ) is larger than that at the critical point where σ y transforms σ 2 to σ 3 (also called R c ). w and σ x have obvious influences on R z but little ones on R c . The effects of w and σ x on σ y /σ x are little as R is small. The relationships between the principal stress parameter (=2σ y /(σ x+ σ z ), also called K) and R can be describedas two-stage lines. The one is horizontal and K is constant K c in the first stage. The other one is inclined upward in the second stage. The slope m and K c are irrelevant to w and σ x . The change of σ y during the loading can be better predicted by the proposed bilinear function. The predicted results are approximately equal to the test ones only at the failure of soil samples, using the expressions for the intermediate principal stress based on the Lade-Duncan and the SMP strength criteria. © 2018, Editorial Office of Chinese Journal of Geotechnical Engineering. All right reserved.

引用

页码：16 / 21

页数：5

共 14 条

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