Analysis and Modeling of Stresses and Creeps Resulting from Soil Mechanics in Southern Plains of Kerman Province

Authors: Kourosh Nazarian

Abstract:

Many of the engineering materials, such as behavioral metals, have at least a certain level of linear behavior. It means that if the stresses are doubled, the deformations would be also doubled. In fact, these materials have linear elastic properties. Soils do not follow this law, for example, when compressed, soils become gradually tighter. On the surface of the ground, the sand can be easily deformed with a finger, but in high compressive stresses, they gain considerable hardness and strength. This is mainly due to the increase in the forces among the separate particles. Creeps also deform the soils under a constant load over time. Clay and peat soils have creep behavior. As a result of this phenomenon, structures constructed on such soils will continue their collapse over time. In this paper, the researchers analyzed and modeled the stresses and creeps in the southern plains of Kerman province in Iran through library-documentary, quantitative and software techniques, and field survey. The results of the modeling showed that these plains experienced severe stresses and had a collapse of about 26 cm in the last 15 years and also creep evidence was discovered in an area with a gradient of 3-6 degrees.

Keywords: Stress, creep, surface runoff.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1316770

References:

[1] Sridharan, A. and Jayadeva, M. S. "Double Layer Theory and Compressibility of Clays"., Geotechnique, Vol. 32, No. 2, pp. 133-144, (1982).
[2] Griffiths, J. F. and Joshi, R. C. "Change in Pore Size Distribution Owing to secondary consolidation of clays". Canadian Geotechnical Journal, Vol. 28, No. 1, pp. 20- 24, (1991).
[3] Wang, Y. H. and Xu, D. "Dual porosity and secondary consolidation". Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 133, No. 7, pp. 793-801, (2007).
[4] Mitchell, J. K and Soga, K. Fundamental of soil behaviour, 3rd ed., John Wiley and Sons, New Jersey, (2005).
[5] Mesri, G. "Coefficient of secondary compression". Journal of Soil Mechanics and Foundation Division, ASCE, Vol. 99, No. SM1, Proc. Paper 9515, pp. 123-137, (2005).
[6] Zhang,Y. Xue, Y. Q., Wu, J. C., and Shi, X. Q. "Creep model of saturated sands in oedometer tests". Geotechnical Special Publication, (2006).
[7] von Terzaghi, K.: 1925, Erdbaumechanik auf bodenphysikalischer Grundlage, Franz Deuticke, Leipzig/Wien
[8] Wang, Z. "Soil creep behavior—laboratory testing and numerical modeling", University of Calgary, PhD Thesis. Calgary, (2010).
[9] P. Buurman et al, 1980: "Red soils in Indonesia", pp. 24-47; Pudoc, Wageningen
[10] Sjoberg, J. (1992), ‘Failure modes and pillar behaviour in the Zinkgruvan mine”. In: Proc., 33., U. S. Rock Mech. Symp., Santa Fe. A. A. Balkema Publ., Rotterdam, 491–500.
[11] Zipf, R. K. (1996), “Pillar Design to Prevent Collapse of Room-and-Pillar Mines”. Ch. In Underground Mining Methods Handbook, W. Hustrulid and R. L. Bullock, eds., Society for Mining, Metallurgy, and Exploration, Littleton, CO.
[12] T. William Lambe, Robert V Whitman, Harry George Poulos “Soil mechanics, SI version” Published in 1979 in New York (N.Y.) by Wiley
[13] Mrugala M. G., Sheorey P. R. and Kushwaha A. (2001), "Numerical estimation of pillar strength in coal mines", International Journal of Rock Mechanics & Mining Sciences 38, pp 1185–1192.
[14] Shabani-Mashkol M, (2006). “Numerical analysis of rock pillar failure mechanism in underground opening”. first report of MSc graduate in Amirkabir university of technology; (in Persian)
[15] Negahdar, A, Yadegari, Sh, Hushmandi, S, Investigation of creeping behavior of clay soil in experimental conditions, Volume 28, Issue 1, 2016, Ferdowsi Civil Engineering Journal.