Factors Affecting Apparent Position of Steady-State Line
Publication: Journal of Geotechnical and Geoenvironmental Engineering
Volume 123, Issue 3
Abstract
Due to its simplicity, the steady-state approach is an attractive method of characterizing the strengths of loose, saturated sands for stability analyses in these materials. Use of the approach depends on steady-state strengths that are both reliable and measurable. While there has been a wide variety of research in recent years exploring the constitutive behavior of these materials, contradictory conclusions have been reached regarding the uniqueness of the steady-state line and the factors that may or may not affect it: among these, the level of consolidation stress, the drainage conditions, and the effective stress path have figured prominently. The current study was undertaken to investigate the effects of these factors on the position of the steady-state line through a comprehensive laboratory program involving careful triaxial and simple shear testing. The results provide a consistent framework within which some of the existing contradictions are resolved, and they highlight the importance of the mode of deformation on the strength of these materials at large strains.
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References
1.
Alarcon-Guzman, A., Leonards, G. A., and Chameau, J. L.(1988). “Undrained monotonic and cyclic strength of sands.”J. Geotech. Engrg., ASCE, 114(10), 1089–1108.
2.
Anderson, S. A. (1992). “The role of hydrologic response and soil behavior in the initiation of rainfall-induced debris flows,” PhD thesis, Univ. of California at Berkeley.
3.
Anderson, S. A., and Riemer, M. F.(1995). “Collapse of saturated soil due to reduction in confinement.”J. Geotech. Engrg., ASCE, 121(2), 216–220.
4.
Anwar, H. (1989). “Membrane compliance effects in undrained testing of saturated cohesionless soils,” PhD thesis, Stanford Univ., Palo Alto, Calif.
5.
Been, K., Jefferies, M. G., and Hachey, J. (1991). “The critical state of sands.”Geotechnique, 41(3), 365–381, London.
6.
Boulanger, R. W., Chan, C. K., Seed, H. B., Seed, R. B., and Sousa, J.(1993). “A low-compliance bidirectional cyclic simple shear apparatus.”Geotech. Testing J., ASTM, 16(1), 36–45.
7.
Boulanger, R. W., and Seed, R. B.(1995). “Liquefaction of sand under bidirectional monotonic and cyclic loading.”J. Geotech. Engrg., ASCE, 121(12), 870–878.
8.
Budhu, M., and Britto, A.(1987). “Numerical analysis of soils in simple shear devices.”Soils and Found., 27(2), 31–41.
9.
Castro, G.(1975). “Liquefaction and cyclic mobility of saturated sands.”J. Geotech. Engrg. Div., ASCE, 101(6), 551–569.
10.
Castro, G., Seed, R. B., Keller, T. O., and Seed, H. B.(1992). “Steady state strength analysis of Lower San Fernando Dam slide.”J. Geotech. Engrg., ASCE, 118(3), 406–427.
11.
Duncan, J. M., and Seed, H. B.(1966). “Strength variation along failure surfaces in clay.”J. Geotech. Engrg. Div., ASCE, 92(6), 81–104.
12.
Gilbert, P. (1984). “Investigation of density variation in triaxial test specimens of cohesionless soil subjected to cyclic and monotonic loading.”Tech. Rep. GL-84-10, U.S. Army Engineer Waterways Experiment Station, Vicksburg, Miss.
13.
Hanzawa, H.(1980). “Undrained strength and stability analysis for a quick sand.”Soils and Found., 20(2), 17–29.
14.
Ishihara, K., Tatsuoka, F., and Yasuda, S.(1975). “Undrained deformation and liquefaction of sand under cyclic stresses.”Soils and Found., 15(1), 29–44.
15.
Ishihara, K. (1993). “Liquefaction and flow failure during earthquakes: thirty-third Rankine Lecture.”Geotechnique, 43(3), 351–415, London.
16.
Jong, H. L., and Seed, R. B. (1988). “A critical investigation of factors affecting seismic pore pressure generation and post-liquefaction flow behavior of saturated soils.”Geotech. Res. Rep. No. SU/GT/88-01, Stanford Univ., Palo Alto, Calif.
17.
Konrad, J. M.(1990). “Minimum undrained strength of two sands.”J. Geotech. Engrg., ASCE, 116(6), 932–947.
18.
Konrad, J. M.(1990). “Minimum undrained strength versus steady-state strength of sands.”J. Geotech. Engrg., ASCE, 116(6), 948–963.
19.
Kramer, S., and Seed, H. B.(1988). “Initiation of soil liquefaction under static loading conditions.”J. Geotech. Engrg., ASCE, 114(4), 412–430.
20.
Kuerbis, R., and Vaid, Y. P.(1988). “Sand sample preparation—the slurry deposition method.”Soils and Found., 28(4), 107–118.
21.
Kuerbis, R., Negussey, D., and Vaid, Y. P. (1988). “Effect of gradation and fines content on the undrained response of sand.”ASCE Conf. on Hydr. Fill Struct., Geotech. Spec. Publ. 21, ASCE, New York, N.Y., 330–345.
22.
Lade, P.(1992). “Static instability and liquefaction of loose, fine sandy slopes.”J. Geotech. Engrg., ASCE, 118(1), 51–71.
23.
Li, X. S., Chan, C. K., and Shen, C. K. (1988). “An automated triaxial testing system.”Advanced Triaxial Testing of Soil and Rock, ASTM STP 977, ASTM, West Conshohocken, Pa., 95–106.
24.
Lindenberg, J., and Koning, H. L. (1981). “Critical density of sand.”Geotechnique, 31(2), 231–245, London.
25.
Miura, S., and Toki, S.(1982). “A sample preparation method and its effect on static and cyclic deformation-strength properties of sand.”Soils and Found., 22(1), 61–77.
26.
Mohamad, R., and Dobry, R.(1986). “Undrained monotonic and cyclic triaxial strength of sand.”J. Geotech. Engrg., ASCE, 112(10), 941–958.
27.
Mulilis, P. J., Chan, C. K., and Seed, H. B. (1975). “The effect of method of sample preparation on the cyclic stress strain behavior of sand.”Earthquake Engrg. Res. Ctr. Rep. 75-18, Univ. of California at Berkeley.
28.
Negussey, D., Wijewickreme, W. K. D., and Vaid, Y. P.(1988). “Constant volume friction angle of granular materials.”Can. Geotech. J., 25, 50–55.
29.
Negussey, D., and Islam, M. S.(1994). “Uniqueness of steady state and liquefaction potential.”Can. Geotech. J., 31, 132–139.
30.
Poulos, S.(1981). “The steady state of deformation.”J. Geotech. Engrg. Div., ASCE, 107(5), 553–561.
31.
Poulos, S., Castro, G., and France, J.(1985). “Liquefaction evaluation procedure.”J. Geotech. Engrg., ASCE, 111(6), 772–792.
32.
Riemer, M. F., Seed, H. B., Nicholson, P. G., and Jong, H.(1990). “Steady state testing of loose sands: limiting minimum density.”J. Geotech. Engrg., ASCE, 116(2), 332–337.
33.
Riemer, M. F. (1992). “The effects of testing conditions on the constitutive behavior of loose, saturated sand under monotonic loading,” PhD thesis, Univ. of California at Berkeley.
34.
Rumpelt, T. K. (1990). “Constitutive modeling of weak porous rocks,” PhD thesis, Univ. of California at Berkeley.
35.
Sasitharan, S., Robertson, P. K., Sego, D. C., and Morgenstern, N. R.(1993). “Collapse behavior of sand.”Can. Geotech. J., 30, 569–577.
36.
Sasitharan, S., Robertson, P. K., Sego, D. C., and Morgenstern, N. R.(1994). “State-boundary surface for very loose sand and its practical implications.”Can. Geotech. J., 31, 321–334.
37.
Seed, R. B., and Harder, L. (1990). “SPT-based analysis of cyclic pore pressure generation and undrained residual strengths.”Proc., H. B. Seed Memorial Symp., BiTech, Vancouver, B.C., (2), 351–376.
38.
Sladen, J. A., D'Hollander, R. D., and Krahn, J.(1985). “The liquefaction of sands, a collapse surface approach.”Can. Geotech. J., 22, 564–578.
39.
Sladen, J. A., and Handford, G.(1987). “A potential systematic error in laboratory testing of very loose sands.”Can. Geotech. J., 24, 462–466.
40.
Vaid, Y. P., and Chern, J. C. (1985). “Cyclic and monotonic undrained response of sands.” Advances in the Art of Testing Soils Under Cyclic Conditions, Proc., ASCE Convention, ASCE, New York, N.Y., 120–147.
41.
Vaid, Y. P., Chung, E. K. F., and Kuerbis, R. H.(1990). “Stress path and steady state.”Can Geotech. J., 27, 1–7.
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Copyright © 1997 American Society of Civil Engineers.
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Published online: Mar 1, 1997
Published in print: Mar 1997
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