0
Technical Brief: Technical Briefs

A Simple Effective Stress Approach for Modeling Rate-Dependent Strength of Soft Clay

[+] Author and Article Information
Jiang Tao Yi

School of Civil Engineering,
Chongqing University,
No.83 Shabei Street,
Chongqing 400045, China
e-mail: yijt@foxmail.com

Yu Ping Li

Key Laboratory of Geomechanics
and Embankment Engineering,
Ministry of Education,
Hohai University;
Geotechnical Research Institute of Hohai University,
Hohai University,
Xi kang Road 1,
Nanjing 210098, China
e-mail: juliya-li@hotmail.com

Shan Bai

School of Civil Engineering,
Chongqing University,
No.83 Shabei Street,
Chongqing 400045, China
e-mail: baishan.cqu@foxmail.com

Yong Fu

Department of Civil and Environmental Engineering,
National University of Singapore,
Blk E1A #07-03 1 Engineering Drive 2,
10 Kent Ridge Crescent,
Singapore 117576
e-mail: fuyong@u.nus.edu

Fook Hou Lee

Department of Civil and Environmental Engineering,
National University of Singapore,
Blk E1A #07-03 1 Engineering Drive 2,
10 Kent Ridge Crescent,
Singapore 117576
e-mail: leefookhou@nus.edu.sg

Xi Ying Zhang

Mem. ASME
American Bureau of Shipping,
ABS Plaza,
16855 Northchase Drive,
Houston, TX 77060
e-mail: xyzhang@eagle.org

1Corresponding author.

Contributed by the Ocean, Offshore, and Arctic Engineering Division of ASME for publication in the JOURNAL OF OFFSHORE MECHANICS AND ARCTIC ENGINEERING. Manuscript received June 30, 2016; final manuscript received November 3, 2017; published online January 9, 2018. Assoc. Editor: Lizhong Wang.

J. Offshore Mech. Arct. Eng 140(4), 044501 (Jan 09, 2018) (5 pages) Paper No: OMAE-16-1074; doi: 10.1115/1.4038732 History: Received June 30, 2016; Revised November 03, 2017

This paper proposes a simple effective stress method for modeling the strain rate-dependent strength behavior that is experienced by many fine-grained soils in offshore events when subjected to rapid, large strain, undrained shearing. The approach is based on correlating the size of the modified Cam-Clay yield locus with strain rate, i.e., yield locus enlarging or diminishing dependent on the strain rate. A viscometer-based method for evaluating the needed parameters for this approach is provided. The viscometer measurements showed that strain rate parameters are largely independent of water content and agree closely with data from a previous study. Numerical analysis of the annular simple shear situation induced by the viscometer shows remarkable agreement with the experimental data provided the remolding-induced strength degradation effect is accounted for. The proposed method allows offshore foundation installation processes such as dynamically installed offshore anchors, free-falling penetrometer, and submarine landslides to be more realistically analyzed through effective stress calculations.

FIGURES IN THIS ARTICLE
<>
Copyright © 2018 by ASME
Your Session has timed out. Please sign back in to continue.

References

Boukpeti, N. , White, D. J. , Randolph, M. F. , and Low, H. E. , 2012, “ Strength of Fine-Grained Soils at the Solid-Fluid Transition,” Geotechnique, 62(3), pp. 213–226. [CrossRef]
Nazem, M. , Carter, J. P. , Airey, D. W. , and Chow, S. H. , 2012, “ Dynamic Analysis of a Smooth Penetrometer Free-Falling Into Uniform Clay,” Geotechnique, 62(10), pp. 893–905. [CrossRef]
Hossain, M. S. , Kim, Y. , and Wang, D. , 2013, “Physical and Numerical Modelling of Installation and Pull-out of Dynamically Penetrating Anchors in Clay and Silt,” ASME Paper No. OMAE2013-10322.
Zakeri, A. , 2009, “ Review of State-of-the-Art: Drag Forces on Submarine Pipelines and Piles Caused by Landslide or Debris Flow Impact,” ASME J. Offshore Mech. Arct. Eng., 131(1), p. 014001. [CrossRef]
Dayal, U. , and Allen, J. H. , 1975, “ The Effect of Penetration Rate on the Strength of Remolded Clay and Sand Samples,” Can. Geotech. J., 336(3), pp. 336–348. [CrossRef]
Einav, I. , and Randolph, M. , 2005, “ Combining Upper Bound and Strain Path Methods for Evaluating Penetration Resistance,” Int. J. Numer. Methods Eng., 63(14), pp. 1991–2016. [CrossRef]
Zhou, H. , and Randolph, M. F. , 2007, “ Computational Techniques and Shear Band Development for Cylindrical and Spherical Penetrometers in Strain-Softening Clay,” Int. J. Geomech., 7(4), pp. 287–295. [CrossRef]
Zhou, H. , and Randolph, M. F. , 2009, “ Resistance of Full-Flow Penetrometers in Rate-Dependent and Strain-Softening Clay,” Geotechnique, 59(2), pp. 79–86. [CrossRef]
Adachi, T. , and Oka, F. , 1982, “ Constitutive Equations for Normally Consolidated Clay Based on Elasto-Viscoplasticity,” Soils Found., 22(4), pp. 57–70. [CrossRef]
Yin, J. H. , Zhu, J. G. , and Graham, J. , 2002, “ A New Elastic Viscoplastic Model for Time-Dependent Behaviour of Normally and Overconsolidated Clays: Theory and Verification,” Can. Geotech. J., 39(1), pp. 157–173. [CrossRef]
Kelln, C. , Sharma, J. , Hughes, D. , and Graham, J. , 2008, “ An Improved Elastic–Viscoplastic Soil Model,” Can. Geotech. J., 45(10), pp. 1356–1376. [CrossRef]
Yin, Z. , and Wang, J. , 2012, “ A One-Dimensional Strain-Rate Based Model for Soft Structured Clays,” Sci. China. Technol. Sci., 55(1), pp. 90–100. [CrossRef]
Perzyna, P. , 1963, “ The Constitutive Equations for Rate Sensitive Plastic Materials,” Q. Appl. Math., 20, pp. 321–332. [CrossRef]
Zhu, H. , and Randolph, M. F. , 2011, “ Numerical Analysis of a Cylinder Moving Through Rate-Dependent Undrained Soil,” Ocean Eng., 38(7), pp. 943–953. [CrossRef]
Wroth, C. P. , 1984, “ The Interpretation of In Situ Soil Tests,” Geotechnique, 34(4), pp. 449–489. [CrossRef]
Locat, J. , and Demers, D. , 1988, “ Viscosity, Yield Stress, Remolded Strength, and Liquidity Index Relationships for Sensitive Clays,” Can. Geotech. J., 25(4), pp. 799–806. [CrossRef]
Goh, T. L. , 2003, “Stabilisation of an Excavation by an Embedded Improved Soil Layer,” Ph.D. thesis, National University of Singapore, Singapore. http://scholarbank.nus.edu.sg/handle/10635/13635
Hong, Y. , He, M. B. , Wang, L. , Wang, Z. , Ng, C. W. W. , and Mašín, D. , 2017, “ Cyclic Lateral Response and Failure Mechanisms of Semi-Rigid Pile in Soft Clay: Centrifuge Tests and Numerical Modelling,” Can. Geotech. J., 54(6), pp. 806–824. [CrossRef]
Jeong, S. W. , Leroueil, S. , and Locat, J. , 2009, “ Applicability of Power Law for Describing the Rheology of Soils of Different Origins and Characteristics,” Can. Geotech. J., 46(9), pp. 1011–1023. [CrossRef]
BSI, 1990, “Methods of Test for Soils for Civil Engineering Purposes,” British Standards Institution, London, Standard No. BS1377. https://shop.bsigroup.com/ProductDetail/?pid=000000000000209315
Karstunen, M. , and Yin, Z. Y. , 2010, “ Modelling Time-Dependent Behaviour of Murro Test Embankment,” Geotechnique, 60(10), pp. 735–749. [CrossRef]
Zhu, Q. , Wu, Z. , Li, Y. , Xu, C. , Wang, J. , and Xia, X. , 2014, “ A Modified Creep Index and Its Application to Viscoplastic Modelling of Soft Clays,” J. Zhejiang. Univ., Sci. A, 15(4), pp. 272–281. [CrossRef]
Liu, Y. , Hu, J. , Wei, H. , and Saw, A. L. , 2017, “ A Direct Simulation Algorithm for a Class of Beta Random Fields in Modelling Material Properties,” Comput. Methods Appl. Mech. Eng., 326(1), pp. 642–655. [CrossRef]

Figures

Grahic Jump Location
Fig. 2

Viscometer (HAAKE RotoVisco 1): (a) its plate–plate sensor system

Grahic Jump Location
Fig. 1

Extending the modified Cam-Clay yield locus to reflect strain rate effect

Grahic Jump Location
Fig. 3

Shear stress strength against shear strain rate for soil with 72% water content and 1.87 void ratio

Grahic Jump Location
Fig. 4

Shear stress strength against shear strain rate for soil with 74% water content and 1.92 void ratio

Grahic Jump Location
Fig. 5

Shear stress strength against shear strain rate for soil with 83% water content and 2.16 void ratio

Grahic Jump Location
Fig. 6

Shear stress strength against shear strain rate for soil with 87% water content and 2.26 void ratio

Grahic Jump Location
Fig. 7

Normalized shear stress versus shear strain rate datafor soil of various liquidity index (IL) with a reference shear strain rate γ˙ref of 1 s−1 (sur,ref is the shear strength at reference shear strain rate γ˙ref)

Grahic Jump Location
Fig. 8

The calculated and measured shear strength versus shear strain rate data for soil with 83% water content

Tables

Errata

Discussions

Some tools below are only available to our subscribers or users with an online account.

Related Content

Customize your page view by dragging and repositioning the boxes below.

Related Journal Articles
Related eBook Content
Topic Collections

Sorry! You do not have access to this content. For assistance or to subscribe, please contact us:

  • TELEPHONE: 1-800-843-2763 (Toll-free in the USA)
  • EMAIL: asmedigitalcollection@asme.org
Sign In