Abstract

Determination of liquefaction potential of sands in laboratory; dynamic three axial, hollow cylindrical torsional shear, resonance column, bender elements and cyclic simple shear tests are used. In this study, the effect of sample size on the determination of liquefaction energy of sandy soils in cyclic simple shear test apparatus was investigated. Uniform clean sea sand was used in the study. The cell inner diameter in which the samples to be tested is placed is 50 mm. Samples were prepared three different sizes with a length/diameter (H/D) ratio of 1, 0.5 and 0.25 and four varied relative densities (Dr: 40%, 50%, 60% and 70%). The samples were subjected to 1D cyclic loading at a frequency of 0.1 Hz under 100 kPa vertical stress and 50 kPa pore pressure. Each experiment was repeated 3 times, with equivalent or closer results considered significant. According to the test results, the liquefaction energy values per volume (J/m3) of the samples of different sizes are different from each other.

References

[1] Seed, R.B., and Lee, K.L. 1966. Liquefaction of saturated sands during cyclic loading. Proc. ASCE, 92 (SM6),105-134.
[2] Hyodo, M., Tanimizu, H., Yasufuku, N., Murata, H. 1994. Undrained cyclic and monotonic triaxial behavior ofsaturated loose sand. Japan Society of Soil Mechanics and Foundation Engineering, Soils and Foundations, 34(1),19-32.
[3] Towhata, I. 2008. Geotechnical earthquake engineering. Berlin Heidelberg: Springer-Verlag, p. 698.
[4] Davis, R.O., Berrill, J.B. 2001. Pore pressure and dissipated energy in earthquakes-Field verifi cation. Journal ofGeotechnical and Geoenvironmental Engineering, ASCE, 127(3), 269-274.
[5] Cetin, K.O., Seed, R.B., Der-Kiureghian, A., Tokimatsu, K., Harder, Jr. L.F., Kayen, R.E., Moss, R.E.S. 2004.Standard penetration test-based probabilistic and deterministic assessment of seismic soil liquefaction potential.Journal of Geotechnical and Geoenvironmental Engineering 130 (12).
[6] DeAlba, P.S., Seed, H.B., Chan, C.K. 1976. Sand liquefaction in large-scale simple shear tests. Journal ofGeotechnical Engineering Division ASCE, 102(GT9): 909–927.
[7] Ladd, R.S., Dobry, R., Yokel, F.Y., Chung, R.M. 1989. Pore water pressure buildup in clean sands because ofcyclic straining. ASTM Geotechnical Testing Journal, 12(1), 2208-2228.
[8] Seed, R.B., Idriss, I.M., 1971. Simplified procedure for evaluating soil liquefaction potential. Journal of the SoilMechanics and Foundations Division, 97, 1249-1274 (SM8).
[9] Green, R.A., 2001. Energy-based Evaluation and Remediation of Liquefiable Soils. (PhD dissertation). VirginiaPolytechnic Institute and State University, Blacksburg, VA.
[10] Baziar, M.H., and Jafarian, Y. 2007. Assessment of liquefaction triggering using strain energy concept andANN model, capacity energy. Soil Dynamics and Earthquake Engineering, 27, 1056–1072.
[11] Dobry, R., Ladd, R., Yokel, F., Chung, R., Powell. D. 1982. Prediction of pore water pressure buildup andliquefaction of sands during earthquakes by the cyclic strain method. National Bureau of Standards BuildingScience Series, US Dept of Commerce, 138.
[12] Schneider, J.A., and Moss, R.E.S. 2011. Linking cyclic stress and cyclic strain based methods for assessment ofcyclic liquefaction triggering in sands. Géotechnique Letters, 1, 31-36.
[13] Figueroa, J., Saada, A., Liang, L., and Dahisaria, N. 1994. Evaluation of soil liquefaction by energy principles.Journal of Geotechnical Engineering, 120(9): 1554–1569.
[14] Liang, L. 1995. Development of an energy method for evaluating the liquefaction potentialof a soil deposit
[Ph.D. dissertation]. Cleveland, Ohio: Department of CivilEngineering, Case Western Reserve University.
[15] Zhang, W. , Goh, A.T.C. , Zhang, Y. , Chen, Y. , Xiao, Y. 2015. Assessment of soil liquefaction based oncapacity energy concept and multivariate adaptive regression splines. Engineering Geology, 188, 29-37.
[16] ASTM-D 422. 2002. Test Method for Particle-Size Analysis of Soils. ASTM Standards.
[17] ASTM-D 2487. 2000. Practice for Classification of Soils for Engineering Purposes (Unified Soil ClassificationSystem). ASTM Standards.
[18] ASTM-D 854. 2006. Test Method for Specific Gravity of Soil Solids by Water Pycnometer. ASTM Standards.
[19] ASTM-D 4253. 2006. Standard Test Method for Maxsimum Index Density and Unit Weight of Soils andVibratory Tables. ASTM Standards.
[20] ASTM-D 4254. 2006. Standard Test Method for Minimum Index Density and Unit Weight of Soils andCalculation of Relative Density. ASTM Standards.
[21] ASTM-C 127. Test Method for Density, Relative Density (Spesific Gravity), and Absorption pf CoarseAggregate. ASTM Standards.
[22] Özçelik, Ş., 2019. Kumlu zeminlerin sıvılaşma enerjisinin laboratuvarda belirlenmesinde numune boyutununetkisinin araştırılması. PAÜ, Fen Bil. Enst., Yük. Lis Tezi. Denizli-TR (yayımlanmamış).
[23] Hardin, B.O., Drenevich, V.P. 1972. Shear modulus and damping in soils – design and curves. ASCE J. of theSoil Mech. and Found. Div., 94 (SM3), 689-708.
[24] Kayabalı, K., Yılmaz, P., Fener, M., Aktürk, Ö. ve Habibzadeh, F. 2018. Zemin sıvılaşmasının enerjiyaklaşımıyla değerlendirilmesi. MTA Dergisi, 156: 195-206.
[25] Wille-Geotechnik, 2017. https://www.wille-geotechnik.com/ (Erişim Tarihi: 05 Eylül 2019).