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Effects of Plasticity and Fine Percentage on the Unstable Behaviors of Clayey Sands | ||
| AUT Journal of Civil Engineering | ||
| مقاله 2، دوره 6، شماره 1، خرداد 2022، صفحه 15-34 اصل مقاله (1.4 M) | ||
| نوع مقاله: Research Article | ||
| شناسه دیجیتال (DOI): 10.22060/ajce.2022.20059.5756 | ||
| نویسندگان | ||
| omid naeemifar* 1؛ Shahaboddin Yasrobi2 | ||
| 1Department of Civil Engineering, Islamic Azad University, Malard Branch, Tehran, Iran. | ||
| 2Department of Civil Engineering, Tarbiat Modares University, Tehran, Iran. | ||
| چکیده | ||
| This paper covers the results of a comprehensive study on the unstable behaviors of clayey sands with special attention to the comparison of the fine content and its plasticity effects. Tri-axial tests were conducted by applying two different densities and confining pressures on sands mixed with 0% to 15% of low and high-plasticity clayey materials. The results showed that for some combinations of sand and clay, with only a 5% increase in high plasticity clays, the peak deviatoric strength decreased by about 31% compared to the original value, while this amount was about 18%, using low plasticity clays. The initial increase in clay content made a considerable loss in the steady-state strength values, while the reduction was less significant for a greater increase in the clay content. Adding only 5% of low plasticity clay has reduced the steady-state strength to about 60% compared to its initial value, while the continued increase in the percentage of clay up to 15% has sometimes caused the steady-state strength to increase again. The initial increase in the clay content significantly changed the clean sand structure to groups of clay and sandy particles with unstable connectors. Greater clay content increase gradually made these unstable structures steadier due to the increase in plasticity and therefore cohesion between particles. At low percentages of clay content, it is the fines content that dominates the type of behavior, while as the clay content increases the role of the plasticity of fines gradually becomes more crucial. | ||
| کلیدواژه‌ها | ||
| Liquefaction؛ Flow failure؛ Tri-axial test؛ Clayey sand؛ Unstable behavior | ||
| مراجع | ||
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[1] G. Castro, Liquefaction of sands, Harvard soil mechanics series, Harvard Univ., 81 (1969).
[2] M. Geyin, B.W. Maurer, B.A. Bradley, R.A. Green, S. van Ballegooy, CPT-based liquefaction case histories compiled from three earthquakes in Canterbury, New Zealand, Earthquake Spectra, (2021) 8755293021998755-8755293021992930
[3] S.L. Kramer, H.B. Seed, Initiation of soil liquefaction under static loading conditions, Journal of Geotechnical Engineering, 114(4) (1988) 0733-9410.
[4] R.W. Boulanger, M. Khosravi, B.R. Cox, J.T. DeJong, Liquefaction evaluation for an interbedded soil deposit: St. Teresa's School, Christchurch, New Zealand, in: IACGE 2018: Geotechnical and Seismic Research and Practices for Sustainability, American Society of Civil Engineers Reston, VA, 2019, pp. 686-704.
[5] S.J. Poulos, The steady state of deformation, Journal of the Geotechnical Engineering Division, 107(5) (1981) 0093-6405.
[6] bahareh katebi, abas ghalandarzadeh, Mehdi Derakhshandi and Navid Ganjian” Experimental investigation of the effect of relative densities and type of loading on sand liquefaction under irregular earthquake loading, Amirkabir journal of civil engineering, Volume 54, Issue 1, April 2022.
[7] Cong Zhang, Zhongju Feng, Yunhui Guan, Huiyun Chen, Fuchun Wang, and Boxi Xu, Study on Liquefaction Resistance of Pile Group by Shaking Table Test, Advances in Civil Engineering Journal, 2022
[8] J.A. Sladen, R.D. D'Hollander, J. Krahn, The liquefaction of sands, a collapse surface approach, Canadian geotechnical journal, 22(4) (1985) 0008-3674
[9] Y.P. Vaid, J.C. Chern, Cyclic and monotonic undrained response of saturated sands, in, ASCE, 1985, pp. 120-147.
[10] P.V. Lade, Initiation of static instability in the submarine Nerlerk berm, Canadian Geotechnical Journal, 30(6) (1993) 0008-3674.
[11] J. Yang, Non-uniqueness of flow liquefaction line for loose sand, Géotechnique, 52(10) (2002) 0016-8505.
[12] J. Yang, M. Jefferies, K. Been, Discussion: Non-uniqueness of flow liquefaction line for loose, Geotechnique, 54(1) (2004) 66-68.
[13] S.L. Yang, R. Sandven, L. Grande, Instability of sand–silt mixtures, Soil dynamics and earthquake engineering, 26(2-4) (2006) 0267-7261.
[14] L. Feng, S. Zhang, Z. Jin, M. Zhang, S. Pingping, J. Jia, G. Chu, W. Hu, The critical mechanics of the initiation of loess flow failure and implications for landslides, Engineering Geology, (2021) 100013-107952.
[15] J.A. Yamamuro, K.M. Covert, Monotonic and cyclic liquefaction of very loose sands with high silt content, Journal of geotechnical and geoenvironmental engineering, 127(4) (2001) 1090-0241
[16] B.A. Bradley, Strong ground motion characteristics observed in the 13 June 2011 Mw6. 0 Christchurch, New Zealand earthquake, Soil Dynamics and Earthquake Engineering, 91 (2016) 0267-7261.
[17] D.B. Chu, J.P. Stewart, S. Lee, J.-S. Tsai, P.S. Lin, B.L. Chu, R.B. Seed, S.C. Hsu, M.S. Yu, M.C.H. Wang, Documentation of soil conditions at liquefaction and non-liquefaction sites from 1999 Chi–Chi (Taiwan) earthquake, Soil Dynamics and Earthquake Engineering, 24(9-10) (2004) 0267-7261.
[18] Subedi, M., Acharya, I.P. Liquefaction hazard assessment and ground failure probability analysis in the Kathmandu Valley of Nepal. Geoenviron Disasters journal, Vol 9, 1 (2022).
[19] Rohollah Taslimian, Ali Noorzad & Mohammad Reza Maleki Javan, Numerical analysis of liquefaction phenomenon considering irregular topographic interfaces between porous layers, Feb 2022
[20] Ghani, S., Kumari, S. & Ahmad, S. Prediction of the Seismic Effect on Liquefaction Behavior of Fine-Grained Soils Using Artificial Intelligence-Based Hybridized Modeling. Arab J Sci Eng 47, 5411–5441 (2022). https://doi.org/10.1007/s13369-022-06697-6
[21] M. Abedi, S.S. Yasrobi, Effects of plastic fines on the instability of sand, Soil Dynamics and Earthquake Engineering, 30(3) (2010) 0267-7261.
[22] R.W. Boulanger, I.M. Idriss, Liquefaction susceptibility criteria for silts and clays, Journal of geotechnical and geoenvironmental engineering, 132(11) (2006) 1090-0241.
[23] S.J. Brandenberg, P. Zimmaro, J.P. Stewart, D.Y. Kwak, K.W. Franke, R.E.S. Moss, K.Ã.n. Çetin, G. Can, M. Ilgac, J. Stamatakos, Next-generation liquefaction database, Earthquake Spectra, 36(2) (2020) 8755-2930.
[24] R. Romeo, Emilia (Italy) M5. 9 Earthquake on 20 May 2012: An unusual pattern of liquefaction, (2012).
[25] S.A. Naeini, M. Mortezaee, Investigation of the Effect of Fine-Grained and Its Plastic Properties on Liquefaction Resistance of Sand, International Journal of Geotechnical and Geological Engineering, 15(2) (2021) 92-96.
[26] R.S. Ladd, Preparing test specimens using under compaction, Geotechnical testing journal, 1(1) (1978) 0149-6115.
[27] Ali Shafiee, Rouzbeh Dabiri and Faradjollah Askari, Dynamic Properties of Firoozkooh Sand-Silt Mixtures, JSEE Journal, Vol. 19, No. 4, 2017
[28] M.M. Rahman, T.G. Sitharam, Cyclic liquefaction screening of sand with non-plastic fines: Critical state approach, Geoscience Frontiers, 11(2) (2020) 1674-9871.
[29] Y. Huang, L. Zhao, The effects of small particles on soil seismic liquefaction resistance: current findings and future challenges, Natural hazards, 92(1) (2018) 1573-0840.
[30] M. Derakhshandi, E.M. Rathje, K. Hazirbaba, S.M. Mirhosseini, The effect of plastic fines on the pore pressure generation characteristics of saturated sands, Soil Dynamics and Earthquake Engineering, 28(5) (2008) 0267-7261.
[31] O. Naeemifar, S.S. Yasrobi, Collapse surface characteristics of clayey sands, Proceedings of the Institution of Civil Engineers-Geotechnical Engineering, 165(6) (2012) 1353-2618.
[32] P. Chakrabortty, N. Nilay, A. Das, Effect of silt content on liquefaction susceptibility of fine saturated river bed sands, International Journal of Civil Engineering, 19(5) (2021) 2383-3874.
[33] T.G. Murthy, D. Loukidis, J.A.H. Carraro, M. Prezzi, R. Salgado, Undrained monotonic response of clean and silty sands, Géotechnique, 57(3) (2007) 0016-8505.
[34] V.N. Georgiannou, J.B. Burland, D.W. Hight, The undrained behavior of clayey sands in triaxial compression and extension, Geotechnique, 40(3) (1990) 0016-8505.
[35] D. Manzanal, S. Bertelli, S. Lopez-Querol, T. Rossetto, P. Mira, Influence of fines content on liquefaction from a critical state framework: the Christchurch earthquake case study, Bulletin of Engineering Geology and the Environment, (2021) 1435-9537.
[36] K.T. Law, Y.H. Ling, Liquefaction of granular soils with non-cohesive and cohesive fines, in, 1992, pp. 1491-1496.
[37] A.S. Thakur, S. Pandya, A. Sachan, Dynamic behavior and characteristic failure response of low plasticity cohesive soil, International Journal of Civil Engineering, 19(2) (2021) 2383-3874
[38] Z. Zhu, F. Zhang, J.-C. Dupla, J. Canou, E. Foerster, Investigation on the undrained shear strength of loose sand with added materials at various mean diameter ratios, Soil Dynamics and Earthquake Engineering, 137 (2020) 100267-107261.
[39] J. Liu, Influence of fines contents on soil liquefaction resistance in cyclic triaxial test, Geotechnical and Geological Engineering, 38(5) (2020) 4735-4751. | ||
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