Measurement of the Lateral Earth Pressure Coefficient of Clayey Soils by Modified Oedometer Test | ||
| Engineering and Technology Journal | ||
| Article 4, Volume 40, Issue 11, November 2022, Pages 1376-1384 PDF (838.7 K) | ||
| Document Type: Review Paper | ||
| DOI: 10.30684/etj.2022.131675.1046 | ||
| Authors | ||
| Kumail R. Alkhafaji* 1; Mohammed Y. Fattah2; Makki K. Al-Recaby2 | ||
| 1Graduate student, Civil Engineering Department, University of Technology, Baghdad, Iraq. | ||
| 2Civil Engineering Dept., University of Technology-Iraq, Alsina’a street, 10066 Baghdad, Iraq. | ||
| Abstract | ||
| The coefficient of lateral earth pressure at rest (K0) explains the connection between the effective vertical and lateral stresses. Geotechnical engineers have studied K0 for many years for its being a key element in the designs and analysis of various geotechnical problems such as slope stability, piles, and earth retaining structures. Moreover, K0 has played a critical phase in any numerical study of the soil-water combined geotechnical boundary value issues requiring parametric stress-strain time formulations During the previous few decades. A modified apparatus consisting of a standard Oedometer equipped with Force Sensitive Resistance (FSR) is used to investigate the value of lateral pressure () due to the vertical stress. The Oedometer test is carried out on three samples with different organic contents, with the K0 values obtained from each sample; empirical equations were also used to estimate K0 values for comparison purposes. From the analysis of the results, it can be stated that the K0 value is inversely proportional to the organic matter percent in the soil. It varies from 0.6125 in soil with 25.1% organic percent to 0.76 at a percent of 9.8%. The Force Sensitive Resistance (FSR) technique's performance is practical enough for estimating lateral earth pressure at rest (K0) of normally consolidated organic soil with many advantages; it is far less time-consuming and has a low operating cost than the traditional K0 estimate methods. Furthermore, K0 decreases with the increase of organic content. | ||
Highlights | ||
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| Keywords | ||
| Force sensitive resistor (FSR); Lateral earth pressure at rest (K0); Modified oedometer; Organic soil | ||
| References | ||
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[1] A. Federico, G. Elia, and A. Murianni, The at-rest earth pressure coefficient prediction using simple elasto-plastic constitutive models, Comput. Geotech., 36 (2009) 187–198. doi:10.1016/j.compgeo.2008.01.00. [2] J. Jaky, The coefficient of earth pressure at rest, J. Soc. Hungarian Archit. Eng., 1944. [3] B. Vardhanabhuti et al., The coefficient of earth pressure at rest, Can. Geotech. J., 30 (2007) 39–49. [4] G. Mesri and T. M. Hayat, The coefficient of earth pressure at rest, Can. Geotech. J., 30 (1993) 647–666. [5] B. M. Das, Principles of geotechnical engineering. Cengage learning, 2021. [6] H. Hayashi, N. Yamazoe, T. Mitachi, H. Tanaka, and S. Nishimoto, Coefficient of earth pressure at rest for normally and overconsolidated peat ground in Hokkaido area, Soils Found., 52 (2012) 299–311. https://doi.org/10.1016/j.sandf.2012.02.007. [7] J. A. Black, V. Sivakumar, and B. A. Mccabe, An investigation into the performance of vibrated stone columns under triaxial loading conditions, January, 2006. Proceedings of the 14th European Conference on Soil Mechanics and Geotechnical Engineering. ISBN 978-90-5966-055-7, Madrid. [8] G. L. Grønbech, L. B. Ibsen, and B. N. Nielsen, Earth pressure at rest of Søvind Marl—a highly overconsolidated Eocene clay, Eng. Geol., 200 (2016) 66–74. doi: 10.1016/j.enggeo.2015.12.010. [9] J. Chu and C. L. Gan, Effect of void ratio on K 0 of loose sand, Geotechnique, 54 (2004) 285–288. [10] Q.-H. Tian, Z.-W. Xu, G.-Q. Zhou, X.-D. Zhao, and H. U. Kun, Coefficients of earth pressure at rest in thick and deep soils, Min. Sci. Technol., 19 (2009) 252–255. doi: 10.1016/S1674-5264(09)60048-X.. [11] W. M. Yan and J. Chang, Effect of pore water salinity on the coefficient of earth pressure at rest and friction angle of three selected fine-grained materials, Eng. Geol., 193 (2015) 153–157. doi: [12] T. S. Yun, J. Lee, J. Lee, and J. Choo, Numerical investigation of the at-rest earth pressure coefficient of granular materials, Granul. Matter, 17 (2015) 413–418. https://doi.org/10.1007/s10035-015-0569-x. [13] C. W. Newlin, Lateral stresses during one dimensional consolidation. Thesis presented to Northwestern University, at Evanston, III., in partial …, 1965. [14] E. W. Brooker and H. O. Ireland, Earth pressures at rest related to stress history, Can. Geotech. J., 2 (1965) 1–15. [15] R. Singh, D. J. Henkel, and D. A. Sangrey, Shear and K0 swelling of overconsolidated clay, in Proc. 8th International Conference on Soil Mechanics and Foundation Engineering, 1973. [16] H. Ohta, C. P. Wroth, and T. Shibata, Triaxial apparatus to preserve the in-situ effective stress state, in Proceedings of 24th symposium on geotechnical engineering, Tokyo, 1979. [17] M. S. Abdelhamid and R. J. Krizek, At-rest lateral earth pressure of consolidating clay, J. Geotech. Eng. Div., 102 (1976) 721–738. [18] T. B. Edil and A. W. Dhowian, At-rest lateral pressure of peat soils, J. Geotech. Eng. Div., 107 (1981) 201–217. [19] C. M. R. Ting, G. C. Sills, and D. C. Wijeyesekara, Development of Ko in soft soils, Geotechnique, 44 (1994) 101–109. [20] J. J. Wang, Y. Yang, J. Bai, J. Y. Hao, and T. L. Zhao, Coefficient of Earth Pressure at Rest of a Saturated Artificially Mixed Soil from Oedometer Tests, KSCE J. Civ. Eng., 22 (2018) 1691–1699. doi: 10.1007/s12205-017-1811-3. [21] E. H. Davis, Triaxial testing and three-dimensional settlement analysis, in Proc. 4th Aust.-NZ Conf. of Soil Mechanics, 1963. [22] A. W. Bishop, Test requirements for measuring the coefficient of earth pressure at rest. British Library Lending Division [supplier], 1958. [23] P. J. Moore and G. K. Spencer, Lateral pressures from soft clay, J. Soil Mech. Found. Div., 98 (1972) 1225–1244. [24] B. K. Menzies, H. Sutton, and R. E. Davies, A new system for automatically simulating K 0 consolidation and K 0 swelling in the conventional triaxial cell, Geotechnique, 27 (1977) 593–596. [25] R. G. Campanella and Y. P. Vaid, A simple K o triaxial cell, Can. Geotech. J., 9 (1972) 249–260. [26] Y. Okochi and F. Tatsuoka, Some factors affecting K0-values of sand measured in triaxial cell, Soils Found., 24 (1984) 52–68. [27] R. Fukagawa and H. Ohta, Effect of some factors on K0-value of a sand, Soils Found., 28 (1988) 93–106. [28] S.-C. Lo and J. Chu, The measurement of K0 by triaxial strain path testing, Soils Found., 31 (1991) 181–187. [29] T. Tsuchida and Y. Kikuchi, K0 consolidation of undisturbed clays by means of triaxial cell, Soils Found., 31 (1991) 127–137. [30] Y. Watabe, M. Tanaka, H. Tanaka, and T. Tsuchida, K0-consolidation in a triaxial cell and evaluation of in-situ K0 for marine clays with various characteristics, Soils Found., 43 (2003) 1–20. [31] F. Baguelin, J.-F. Jezequel, E. LeMee, and A. LeMehaute, Expansion of cylindrical probes in cohesive soils, J. Soil Mech. Found. Div., 98 (1972) 1129–1142. [32] C. P. Wroth, An instrument of the in-situ measurement of the properties of soft clays, in Proc. 8th Int. Conf. On Soil Mech. and Found. Eng., 12 (1973) 487–494. [33] K. K. Hamouche, S. Leroueil, M. Roy, and A. J. Lutenegger, In situ evaluation of K 0 in eastern Canada clays, Can. Geotech. J., 32 (1995) 677–688. [34] K. L. Lee and H. B. Seed, Drained strength characteristics of sands J. Soil Mech. Found. Div., 93 (1967) 117–141. [35] M. Bozozuk, Minor principal stress measurement in marine clay with hydraulic fracture tests, in Proc. of Engrg. Found. Conf. on Subsurface Exploration for Underground Excavation and Heavy Construction, 1974. [36] G. Lefebvre, M. Bozozuk, A. Philibert, and P. Hornych, Evaluating K o in Champlain clays with hydraulic fracture tests, Can. Geotech. J., 28 (1991) 365–377. [37] K. R. Massarsch, New method for measurement of lateral earth pressure in cohesive soils, Can. Geotech. J., 12 (1975) 142–146. [38] K. R. Massarsch and B. B. Broms, Lateral earth pressure at rest in soft clay, J. Geotech. Eng. Div., 102 (1976) 1041–1047. [39] F. A. Tavenas, In situ measurement of initial stresses and deformation characteristics, in In Situ Measurement of Soil Properties, 1975. [40] S. Marchetti, In situ tests by flat dilatometer, J. Geotech. Eng. Div., 106 (1980) 299–321. [41] R. L. Handy, B. Remmes, S. Moldt, A. J. Lutenegger, and G. Trott, In situ stress determination by Iowa stepped blade, J. Geotech. Eng. Div., 108 (1982) 1405–1422. [42] T. Masood and J. K. Mitchell, “Estimation of in situ lateral stresses in soils by cone-penetration test,” J. Geotech. Eng., vol. 119, no. 10, pp. 1624–1639, 1993. [43] E. Pegah, H. Liu, and N. Dastanboo, Evaluation of the lateral earth pressure coefficients at-rest in granular soil deposits using the anisotropic components of S-wave velocity, Eng. Geol., 230 (2017) 55–63. DOI : 10.1016/j.enggeo.2017.09.020. [44] V. Fioravante, M. Jamiolkowski, D. C. F. Lo Presti, G. Manfredini, and S. Pedroni, Assessment of the coefficient of the earth pressure at rest from shear wave velocity measurements, Geotechnique, 48 (1998) 657–666. [45] G. Cai, S. Liu, A. J. Puppala, and L. Tong, Assessment of the coefficient of lateral earth pressure at rest (K o) from in situ seismic tests, Geotech. Test. J., 34 (2011) 310–320. DOI: https://doi.org/10.1520/GTJ102520. [46] T. Ku and P. W. Mayne, Feasibility and Sensitivity Analysis of At-Rest Lateral Stress Coefficient (Ko) Evaluations Using Paired Shear Wave Velocity Modes, in GeoCongress: State of the Art and Practice in Geotechnical Engineering, 2012. [47] T. Ku and P. W. Mayne, In situ lateral stress coefficient (K 0) from shear wave velocity measurements in soils, J. Geotech. Geoenvironmental Eng., 141 (2015) 6015009. https://doi.org/10.1061/(ASCE)GT.1943-5606.0001354. [48] J. Jaky, State of stress at great depth, in Proceedings of the Second International Conference on Soil Mechanics and Foundation Engineering, Rotterdam, Holland, 1 (1948) 103–107. [49] P. W. Mayne and F. H. Kulhawy, Relationship between K 0 and overconsolidation ratio: a theoretical approach., Géotechnique, 53 (2003) 450–454. [50] [M. Y. Fattah, K. T. Shlash, N. M. Salim, Effect of Reduced Ko Zone on Time Dependent Analysis of Tunnels, Advances in Civil Engineering, Vol. 2011, Article ID 963502, 12 pages, 2011. doi:10.1155/2011/963502, Hindawi Publishing Corporation. https://doi.org/10.1155/2011/963502. [51] M. Y. Fattah, R.R., Al-Omari & M. K. Hameedi, Tracing of Stresses and Pore Water Pressure Changes during a Multistage Modified Relaxation Test Model on Organic Soil, Arabian Journal of Geosciences, 14, 1976 (2021). https://doi.org/10.1007/s12517-021-08321-7. [52] ASTM International, Standard Test Methods for One-Dimensional Consolidation Properties of Soils, Annu. B. ASTM Stand., i (2010) 1–10. [53] J. Lee, D. Lee, and D. Park, Experimental investigation on the coefficient of lateral earth pressure at rest of silty sands: Effect of fines, Geotech. Test. J., 37 (2014) 967–979. https://doi.org/10.1520/GTJ20130204. [54] J. Jaky, The coefficient of earth pressure at rest 1944, 10: 355-358, J. Soc. Hungarian Arch. Eng., 10 (1944) 355–358. [55] A. M. Fraser, The influence of stress ratio on compressibility and pore pressure coefficients in compacted soils. Imperial College London (University of London), 1957. [56] K. R. Massarsch, Lateral Earth pressure in normally consolidated clay, Design Parameters in Geotechnical Engineering, in Proc. 7th European Conference of Soil Mechanics and Foundation Engineering, 2 (1979) 245–249. [57] M. K. Hameedi, M. Y. Fattah, and R. R. Al-Omari, Creep characteristics and pore water pressure changes during loading of water storage tank on soft organic soil, Int. J. Geotech. Eng., 14 (2020) 527–537. https://doi.org/10.1080/19386362.2019.1682350. | ||
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